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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSIfrPI 1 section 6.3 These truss designs.rely on lumber values established by others. FILE Copy RE: 75548 - THOMAS MiTek USA, Inc. Site Information: 6904 Parke East.Blvd. Customer Info: MICHAEL DIFRANCESCO Project Name: THOMAS Model: Tampa, FL33610-4115 Lot/Block: Subdivision: SCANNED Address: UNKNOWN BY City: PORT ST LUCIE State: FL St. Lucie COun4y Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 90 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 i conforms to 61G15-31.003, section 5 of the Florida Board of Professional Enginee ules. No. I Truss Name FDate No. I Seal# I Truss Name I Date 1 1 T16806603 1 ATA 4/17/19 118 IT1680662011=1 4/17/19 12 I T16806604 1 B 14/17/19 119 I T1 6806621 I G 14/17/19 1 3 06605 1131 171 9 0 21T16806623 68066221 G1 14/17/19 1 T1680666 I B2 G24 4/17/19 15_ 1 T16806607 1 B3 14/17/19 122 1 T1 68066241 G3 14/17/19 1 16 1T168066081 B4 14/17/19 123 1 T1 6806625 1 G4 14/17/19 1 _ 17 1 T1 6806609 I B5 14/17/19 124 1 T168066261 G5 4/17/19 1 18 1 T16806610 I B6 14/17/19 125 I T168066271 G6 4/17/19 1 19 1T768066111D 14/17/19 126 1T168066281G7 4/17/19 110 1 T16806612 1 D1 14/17/19 127 I T168066291 G8 14/17/19 11 T168066131D2' 14/17/19 128 IT16806639 G9 14/17/19 1 12 _.T768066141D3 14/17/19 129 1T16606631IGEA 14/17/19 113 1 T168066151 D4 14/17/19 130 1 T16806632 I GEE 14/17/19 1 114 1 T168066161 D5 14/17/19 131 1 T1 6806633 1 GEK 14/17/19 1 115 1 T168066171 D6 14/17/19 132 1 T168066341 GRA 14/17/19 1 116 j T168066181 D7 _ 14/17/19 133 1 T16806635 1 GRE 14/17/19 1 117 1 T168066191 E 14/17/19 134 1 T1 6806636 1 GRC 14/17/19 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. 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 jurisdictions) identified and that the designs.comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. .Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ci S "ttUn11111" i �. DER P. c O E�1V _No 22839 ' = o: :irz 12 O. STATE OF 0'.�FSi�: 0 R t *#4` 10NA� t����p Walter P. Finn PE No.22U9 MiTek Usk Inc. FL Carl 66M 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Finn, Walter 1 of 2 RE: 75548 - THOMAS Site Information: Customer Info: MICHAEL DIFRANCESCO Project Name: THOMAS Model: Lot/Block: Subdivision: Address: UNKNOWN City: PORT ST LUCIE State: FL INo. I Seal# I Truss Name Date I No. I Seal# Truss Name Date 135 IT168066371GRD 4/17/19 178 1 T76806680 PBI 4/17/19 136 1T768066381 GRE 14/17/19 179 1T16806681 1 PBJ 14/17/19 1 137 1 T1 6806639 1 G RG 14/17/19 180 1 T1 68066821 PBK 14/17/19 1 138 1 T1 6806640 1 G RH 14/17/19 181 1 T1 68066831 PBL 14/17/19 1 139 T16806641GRK 14/17/19 182 IT168066841PBM 14/17/19 40 1T16806642 LGRL 1 4/17/19 183 1 T1 6806685 1 SG EA 14/17/19 141 1 T1 6806643 1 GRM 14/17/19 184 1 T1 6806686 1 SGEK 14/17/19 42 T16806644 HV4 14/17/19 185 1 T1 6806687 1 V4 14/17/19 1 43 1T16806645I HV7 14/17/19 186 1 T1 6806688 1 V8 14/17/19 144 1 T16806646 1 HV8 14/17/19 187 I T16806689 I V10 14/17/19 1 145 1 T1 6806647 1 HVA 14/17/19 188 IT16806690IV12 14/17/19 146 I T16806648 I J1 14/17/19 189 I T16806691 I V16 14/17/19 1 147 I T16806649 I J2 14/17/19 190 1 T1 6806692 1 V20 14/17/19 1 148 T16806650 I J3 _ 14/17/19 1 1 1 1 1 1 1 . 1 1 1 1 1 1 149 I T16806651 I J5 14/17/19 - 7 14/17/195 TT600665IJA 14/17/19 152 IT168066541JA 14/17/19 153 I T168066551 JA1 14/17/19 I54 IT168066561JA3 14/17/19 155 I T168066571 JA7 14/17/19 156 I T16806658 I JB 14/17/19 157 1 T1 6806659 1 JC3 14/17/19 158 I T168066601 JC5 14/17/19 159 I T16806661 1 JS1 14/17/19 160 I T168066621 JS3 14/17/19 161 1 T16806663 1 K 1 4/17/19 162 1 T1 6806664 1 KJ2 14/17/19 163 1T168066651KJ3 14/17/19 164 1 T1 6806666 1 KJ5 14/17/19 165 1 T1 6806667 1 KJ7 14/17/19 166 1 T1 6806668 1 KJC5 1 4/17/19 167 I T1 6806669 1 KJS 14/17/19 1 168 1 T1 6806670 1 MV2 14/17/19 169 1 T1 6806671 1 MV4 1 4/17/19 170 1 T1 6806672 1 PBA 14/17/19 171 1 T1 6806673 1 PBB 14/17/19 172 1 T1 6806674 1 PBC 14/17/19 173 1T16806675LP13D, 14/17/19 174 1 T1 6806676 1 PBE 14/17/19 175 IT168066771 PBF 14/17/19 176 1 T1 6806678 1 PBG 14/17/19 177 1 T1 6806679 1 PBH 14/17/19 2of2 Truss Truss Type THOMAST16806603 �10b_ �Q:tyPly 548 ATA Attic 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:36:57 2019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yW o?i-E?aYEVOmmEw8al?enSICRLKLCLmXCJPv6RWef7ZPtgK 15-5-12 -2-0-0 4-0-0 ]-2-0 6-8-5 -5-1 11-0-0 13-2-6.1 -11- 1 18-8-0 22-8-0 24-8-0 2-0-0 3-2-0 1-a1 9-5 140E 1-1'a 9-5 1-6-1 3-2-0 4-0-0 2-40 Scale = 1:51.0 4x6 = n Ie LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CS1. TC 0.99 BC 0.47 WB 0.37 Matrix -MS DEFL Veii Vert(CT) Hom(CT) Wind(LL) in (too) Vdefl Ud -0.36 14-16 >746 360 -0.6114-16 >449 240 0.03 12 We ni 0.2514-16 >999 240 PLATES MT20 MT18HS Weight: 134 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 17' REACTIONS. (lb/size) 2=1517/0-8-0, 12=1517/0-8-0 Max Hors 2=-429(LC 10) Max Uplift 2=-722(LC 12), 12=-722(LC 12) Max Grav 2=1655(LC 18), 12=1655(LC 19) FORCES. fib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. - TOP CHORD 2,3= 2332/823, 3-5=-2069f724, 5-6=-1507/674, 6-7=-95/437, 7-8=-95/436, 8-9=-1507/674,9-11= 20717724,11-12=-2335/823 BOT CHORD 2-16=-476/2175, 14-16=-197/1652, 12-14=-511/1972 WEBS 9-14=-125/840, 5-16=-125/838, 6-17=-2102/903, 8-17=-2102/903,3-16=-754/396, 11-14=-754/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-1-0 to 0-7-14, Intedor(1) 0-7-14 to 11-4-0, Exterior(2) 11-4-0 to 14-4-0, Interior(i) 14.4-0 to 24-9-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.01 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) Ceiling dead load (5.0 par) on member(s). 5-6, 8-9, 6-17, 8-17 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-16 8) Provide mechanical connection (by others). of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=722, 12=722. 9) Attic room checked for U360 deflection. Walter P. Finn PE No.22639 MT¢k USA, Inc. FL Cod 66U 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 O WARNING -Volm,deslgnparemetereand READ NOTES ON THISANO INCLUDED M?EKNEFERANCEPAGEM674TJ rev. 1dAV1015BEFOBE USE Design valid for use only Win MiTek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a awes system. Before use, the building designer must verity me applicabllliy of design parameters and propery Incorporate this design into fine overall building design. Bracing Indicated is to prevent buckling of indiividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and loss systems, se6ANSVIPll Qualify Caliendo, DSB41P and SCSI Building Component 6904 Parke East Blvd. Safety InlamsationovoJabie from Two Plate Institute, 218 N. We Sleet Sulfa 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type - Qty Ply THOMAS T76806604 75548 B Hip 1 1 Job Reference o Banal unamDers I rues, me., lion mama, l-L 8.240 5 Dec 6 2018 MITek Industries, Inc. Wed Apr 17 07:35:58 2019 Page 1 1 D:_03YKgzFABiAZZQFYFdn2yW o?i-iB7w5r1 OXX27CBagLuDRzYtb0117xdx3L5gBBZzPtgJ 2-5-8 07-0-01] G10-8 6-10 6-000 8HE 453 6x10 3x4 = 3x4 II 4x6 = 3x10= Sx6 = r- 3 4 25 26 5 6 ] 27 28 B 24 29 N� 23 - 30 1 0 = 14 15 — 16 3x4 = 6x12 =3x4 II 13 12 11 10 3.4 11 5xB = 5x6 — 3x5= 2-8-0 ]-0-0 15.7-0 22-5-8 293.0 3&0-0 2-8-0 R-]-n-1n.A A.A.n Scale = 1:62.6 5x6 II 9 ,' 19 n Plate Oftsets(X,Y)- [3:0-7-120-2-01 [6:0-3-OEdgel [8:0-342U-2-01 [9:0-0-90-4-6] [9:0-0-50-0-71 [12:0-3-80-2-81 rl4:0-2-8Edge] LOADING (pelf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Ved(LL) -0.34 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.83 Veff(CT) -0.6814-15 >630 240 BCLL 0.0 Rep Stress Incr YES W B 0.92 Hom(CT) 0.39 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.36 14 >999 240 Weight: 2021b FT=20% LUMBER- TOP CHORD 2x4 SP M 30 *Except' 1-3: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP M 30 •Except- 2-16,5-13i 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 12-14: 2x4 SP M 30 WEDGE. Left: 2x6 SP No.2, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1955/Mechanical, 9=1951/Mechanical Max Horz 1=-228(LC 10) Max Uplift 1=-907(LC 12), 9=-908(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc puffins. BOT CHORD Rigid ceiling. directly applied or 5-1-1 oc bracing. WEBS 1 Row at midpt 7-10 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-18=-1139/709,,2-3=-3251/1828, 3-4=-2895/1791, 4-5=-4579/2755, 5-7=-4548/2747, 7-8=-2301/1524,'8-9=-2904/1664 BOT CHORD 2-15= 1426/2862, 14-15=-2078/3905, 5-14=-502/371, 10-12=-1881/3540, 9-10=-1171/2270 WEBS 3-15=478/1002,4-15=-1428/862,4-14=-057/937,12-14=-1773/3370,7-14=-634/1170, 7-12=-362/320, 7-10=-1620/850, 8-10=-484/1021 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 8=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-6-6 to 4-1-9, Interpol) 4-1-9 to 7-0-0, Exterior(2) 7-0-0 to 12-1-2, Interior(l) 12-1-2 to 29-4-0, Exteror(2) 29-4-0 to 34-5-2, Intenor(1) 34-5-2 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for fuss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except Qt=lb) 1=907, 9=908. Walter P. Finn PE NoIN39 al USA, Inc. FL Cad 6634 8904 Parke. East Blvd. Tampa FL 33810 Date: April 17,2019' Q WARNNG-Vedrydesegnp metemanCREADNOTES ON TN/SANDWCLUDWMREKREFERANCEPAGEMA74Taree 1015,220156EFOREUSE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and b for an Individual building component, not a truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Inoaipomte this design Into the overall bundling design. Bracing indicated is to prevent buckling of hdMducl truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. Far general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fruss systems, seeANSVWII Quality CMMa, D5849 and SCSI Building Component 6904 Palle East BNE. Sahli Informatbllavoilabie from Truss Plate Institute. 218 N. We Street Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T16806605 16548 B1 Hip 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:36:59 2019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yWo?i-ANhIB101rAspL90ubkgW mOmU8Mlg4gCelPlj?zPlgl 2-e-0 9-0.0 15-7.0 21-5-8 2]-4-0 31-1-3 36.0-0 2-8-0 6-40 - - 6-7-0 5-10.8 - - - - 20-8 - 3-9-2 4-10-13 8x/4MT18HS II 3x4 II 3x6 = 3x4 = 5x8 = 24 25 4 5 6 26 27 7 8.00 12 13 3x4 i 8 23 28 1 0 = 14 1s 16 3.4 11 13 12 11 10 6x12 = 3x4 11 3x4 II 7xS = 3x6 = 3x4 = 2-8-0 &0.0 15-7-0 21-5-8 2]-4-0 36-0-0 2-8-0 6.4-0 6-]-0 5-10.8 5-10-8 8-8-0 Scale=1:62.6 5.6 II Plate Offsets (X Y)-- [3:0-2-0 0-5-121 17:0-6-4 0-2-41 [9:0-0-9 0-4-61 [9:0-0-5 0-0-71 (14:0-2-8 0-2-121 LOADING (pso SPACING- 2-0-0 CS]. DEFL in (loc) Valet Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.68 Vert(LL) -0.33 2-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vart(CT) -0.63 2-15 >680 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.95 Horz(CT) 0.43 9 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.38 2-15 >999 240 Weight: 216111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30'Except' 1-3: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP M 30'Except' 2-16,4-13: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-11-15 oc bracing. REACTIONS. (lb/size) 1=1955/Mechanical, 9=1951/Ivlechanical Max Horz 1=-295(LC 10) Max Uplift 1=-907(LC 12), 9=-908(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1139/701, 2-3=-3039/1696, 3-4=-3386/2145, 4-6=-3359/2127, 6-7=-2794/1839, 7-8=-2651/1637, 8-9=-2937/1704 - - BOT CHORD 2-15=-l238/2578, 14-15=-1236/2578, 4-14=-568/450, 10-12=-1014/2132, 9-10=-1269/2333 WEBS 3-15=0/26313-14=-605/1136, 12-14=-1325/2642, 6-14=-389/773, 6-12=-10681680, 7-12=-575/1055, 7-10=-179/454, 8-10=-478/356 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eave=5ft; Cat. 11; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-6-6 to 44-9, Interior(1) 4-1:-9 to 9-0-0, EMedor(2) 9-0-0 to 14-1-2, Interior(1) 14-1-2 to 27-4-0, Extedor(2) 27-4-0 to 32-5-2, Intedor(1) 32-5-2 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where.a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=907, 9=908. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 66U 6904Farke East Blvd. Tampa FL 33610 Date: April 17,2019 ,&WARNING -Verity EeID(gnpa2mefelsand READNOTES ON MIS ANDINCLUDEDMITEKREFERANCE PAGE 0110-14Arm, 111032015 BEFORE USE Designvalid for use ody with Mink® connectors. This tleslgn is based only upon parametersshown. and is for on individual building component, not a truss system. Before use, the building designer must vor the applicability of design parameters and propedy Incorporate thistleslgn Into theoverall building design, Bracing indlcoted Is to prevent buckling of individual huss 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 me fabricanon, storage, delivery, erection and bracing of busses and truss systems. seeANSVIPIi Quality Cm9rin, DS049 and Dal Building Component 6904 Parke East Blvd. Safety fefomm6urnvoilable from Truss Hate Institute. 218 N. Lee Street Suite 312 Alexandda VA 22314. Tampa, FL 3361 D Job Truss Truss Type ]O7tyT16806606 �5548 B2 Hip al Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:00 2019 0 0 18 602 = 8.10 = 5x8 = 4 27 28 529 6 30 731 13 33 12 11 4x10 = 3x6 = 1 2-8-0 6-10.0 154-4]0 1 20-5-8 1 25-4-0 1 30.7-9 1 36.0.0 2.8-0 42.0 4-20 -0 4-10-8 4-10-8 S&9 SdJ Scale = 1:62.1 5xe II Plate Offsets (X `O-- 13:0-4-0 0-3-121 14:0-7-12 0-2-01 (7:0-6-4 0-2-41 (9:0-0-5 0-0-71 (9:0-0-9 0-4-61 (15:0-2-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Gdp DOL 1.33 TC 0.65 Vert(-L) -0.22 2-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.4015-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Windl-L) 0.24 2-17 >999 240 Weight: 2481b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 -Except- 14; 2xe SP 240OF 2.0E BOT CHORD 2x4 SP M 30 *Except* 2-18,5-14:2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 24 SP No.2, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 54-13 oc bracing. WEBS 1 Row at midpt 6-13 REACTIONS. (lb/size) 1=1955/Mechanical, 9=1951/Mechanical Max Horz 1=-363(LC 10) Max Uplift 1=-907(LC 12), 9=-908(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-20=-1159/697, 2-3=-3483/1953, 3-4=-2952/1795,4-5=-2666/1774, 5-6=-2655/1768, 6-7=-2325/1610,7-8=-2525/1563, 8-9=-2949/1663 BOT CHORD 2-17=-1663/3270, 16-17= 1660/3262, 15-16=-1015/2272, 5-15=440/369, 12-13=-885/1989,10-12=-1241/2343,'9-10=-1241/2343 WEBS 4-16=-486/902, 4-15=423/790, 13-15=-1050/2244, 6-15=-271/606, 6-13=-950/571, 7-12=-236/517, B-12=-694/441, 3-16=-1315/837, 7-13=-0787741 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B115ft; L=36ft; eave=5ft;:Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-6-6 to 4-1-9, Interior(1) 4-1-9 to 11-0-0, Extedor(2) 11-0-0 to 16-1-2,, Intedor(1) 16-1-2 to 254-0, Extedor(2) 25-4-0 to 30-7-9, Interior(1) 30-7-9 to 36-0-0 zon%C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.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) 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) 1=907,9=908. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 69M Parke East Blvd. Tampa FL 33619. Date: April 17,2019 _ Truss Truss Type Dry Ply THOMAS �b T76806607 75548 83 Hip 1 1 Job Reference (ootionall cnamoers i uss, Inc., ran rnerce, M B.24U a UeC B 2u1B MI I eK d 10x10 = 5x8 MT18HS= 3x4 II 4 24 5 25 26 6 Inc. Wed Apr1707:37:012019 16 3.4 II 3x4 12 11 10 9 6,12 = 3x4 11 5xil = 3.6 3x4 It Sx6 II 30 11 2-8-0 -429-]-90.13 3a]O 2o0 fi-0.0 Scale = 1:67.6 8 a o Plate Offsets (X Y)-- 13:0-4-0 0-3-121 (4:0-7-12 0-2-01, f6:0-5-12 0-2-01 f8:0-0-5 0-0-71 I8:0-0-9 0-4-61 f 13:0-2-0 0-2-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL. 1.33 TC 0.67 Vert(LL) -0.25 2-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Ven(CT) -0.47 2-15 >915 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(CT) 0.36 a n1a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.27 2-15 >999 240 Weight: 25016 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc pudins. 1-4: 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. Except: BOT CHORD 2x4 SP M 30 *Except' 1 Row at midpt 5-13 2-16.5-12: 2x4 SP No.3 WEBS 1 Row at midpt 3-14 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1955/Mechanical, 8=1951/Mechanical Max Horz 1=-430,(LC 10) Max Uplift 1=-907(LC 12). 8=-908(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-18=-1185/687,2-3=-3367/1864,3-4=-2707/1662,4-5=-2227/1574,5-6=-2231/1580, 6-7=-2393/1498, 7-8=-2933/1636 BOT CHORD 2-15=-1539/3114, 14-15=-1537/3108, 13-14=-839/2043, 5-13=-660/512, 9-1 1=-1 191/2316, 8-9=-119112316 WEBS 3-14=-1444/894, 4-14=-518/961,4-13=-408A710, 11-13=-736/1711, 6-13=-306/681, 6-11=-170/486,7-11=-860/535 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-6-6 to 4-1-9, Interior(1) 4-1-9 to 13-0-0, Exterior(2) 13-0-0 to 18-1-2, Intedor(1) 18-1-2 to 23-4-0, Exterior(2) 23-4-0 to 28-5-2, Interior(l) 28-5-2 to 36-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 nonconcu rent 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 1=907, 8=908. 9) Gap between inside of top chord beadng and first diagonal or vertical web shall not exceed 0.500in. Walter P. Finn PE No22839 IX risk USA, Inc. FL Can 6634 6934 Parke East Blvd. Tampa FL 33010 Date: April 17,2019 Q WARNING-Vedllydes(Snpammefersand READ NOTES ON]MSANO INCLUDED MREKREFERANCEPAGEMII-7473mi, I&VU112415BEFOREUSE. De9gn valid for use only with Mgek® connectars. INS design Is based only upon parameters shown. and 6 for an Individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall building design. &acing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent caliame with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems SeeANSVTI1 Quality Cmab. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informplbnovallabie from Truss Plate Institute. 218 N. Lee Sheaf. Sulte 312, Alexondrla, VA 22314. Tampa, FL 33610 Truss Truss Type Dry Job FPIyTHOMAS T16806608 I6548 B4 Hip 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Inc. Wed Apr 17 07:37:02 2019 I 5.8 MT18HS = 7x8 MT18HS = 3x4 II 8.00 12 6 7 25 26 8 ,.,.,,.,,,o.. -, - 3x4. 11 5x8 = 43M = 3.4 11 axe 6x10 MTi8HS = 2-B-0 8--0.0 15-7-0 21-40 2&7-9 36-0-0 2-8.g 6-2-0 �e.g 5-e.g 7-3-e Scale=1:73.1 Plate Offsets (X Y)-- [2:0-5-15 0-0-1] [4:0-3-0 Edgel [6:0-5-12 0-2-Oil [8:0-5-12 0-2-Oil [9:0-3-0 Edge] [11:0-0-9 0-4-61 [11:0-0-5 0-0-71 [16:0-4-8 0-2-01 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.69 Vert(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.89 Ven(CT) -0.3517-18 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.81 HOR(CT) 0.20 11 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.1817-18 >999 240 Weight: 2421b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except' 7-15: 2x4 SP No.3, 2-18: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-10-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-11-9 oc bracing. Except: 1 Row at midpt 7-16 WEBS 1 Row at midpt 3-17, 5-16, 10-14 REACTIONS. (lb/size) 2=2235/0-8-0, 11=1946/Mechanical Max Horz 2=555(LC 11) Max Uplift 2=-1146(LC 12), 11=-896(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-5910/2716, 3-5=-3223/1739, 5-6=-2379/1455, 6-7=-2112/1390, 7-8=-2111/1393, 8-10=-2274/1408, 10-11= 2905/1585 BOT CHORD 17-18=-2149/4653, 16-17=-1224/2693, 7-16= 349/204, 12-14=-1114/2282, 11-12=-1114/2282, 2-18=-2273/5080 - WEBS 3-17=-2256/936, 5-17=-116/529, 5-16= 12797706,6-16= 543/907,14-16=-585/1663, 8-16=-217/533, 8-14=-223/515, 10-14=-1050/640, 10-12=0/283, 3-18=-464/1457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2pst BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eave=5ft; Cat. - II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 1-64, Interior(1) 1-6-4, to 15-0-0, Exterior(2) 15-0-0 to 20-1-2, Interior(1) 20-1-2 to 21-4-0, Exterior(2) 21-4-0 to 26-5-2, Interior(1) 26-5-2 to 36-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" Vvide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1146, 11=896. Walter P. Finn PE N012839 MiTek USA Inc. FL Cart 6634 SON Parke East Blvd. Tampa FL 33610. Date: April 17,2019 Q WARNWO- Venfydesign parameters and READ NOTES ON TNISANOINCLUOEO MREKREFERANCEPAGENIN473 rev. 10,032015BEFORE USE Deslgn void for use any win Mirri connectors. This design Is based only upon parameters shown, and is for an IndNlduol building component, not a trust system. Before use, the building de4gner must vent' me applicability of design parameters and properly Incorporate this design Into me overall builtling design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Addlflonal temporary and permanent bracing Is always required for stability and to prevent collapse win poZble personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of ausses and trusssystem£ seeANSVTNI QualMy Create. bi and BCSI Building Component Safety Informatlanova0able 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 Oty Ply THOMAS T16806609 `5548 B5 Piggyback Base 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:04 2019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yW o?i-XLV Biu596No9w62_h9KrDp7ae96sLLexkO7VODZPIgD ]0 15fi0-.0 Hfi111 1-0-0-0 27-0-0 - -52 - 3fi-40--00 1-23I3fi0 7 &&07 TOP CHORD UNDER PIGGYBACKS Scale =1:78.2 7xB MTIBHS = TO BE LATERALLY BRACED BY 3x4 11 exe = PURLINS AT 2-0-0 OC. MAX. e - l TYPICAL. 16 16 15 11 34= 4x6 = 6x6 = 3.4 11 3x4 11 6x12 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL. 1.33 TC 0.78 Vert(LL) -0.37 9-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(CT) -0.67 9-12 >641 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.54 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MS Wind(LL) 0.39 9-12 >999 240 Weight: 2851b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Excepr TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc pudins. 8-10: 2xe SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: BOT CHORD 2x4 SP.M 30'Except' 1 Row at midpt 5-14 5-15,9-11r2x4 SP No.3, 9-14: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 2-16, 4-16, 6-14, 7-13 WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E LBR SCAB 8-10 2x8 SP 240OF 2.0E one side WEDGE Right: 2x6 SP No.2 REACTIONS. (lb/size) 1=1977/0-8-0, 10=1977/Mechanical Max Horz 1=-506(LC 10) Max Uplift 1- 920(LC 12), 10=-920(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3091/1678, 2-4=-2336/1456, 4-5=-2349/1532, 5-6=-2357/1538, 6-7=-2744/1652, 7-9=-3750/2017,9-10=-1143/676 BOT CHORD 1-18=-1234/2625, 16-18=-1234/2625, 5-14=-275/165, 13-14=-775/2153, 12-13=-1558/3335,9-12=-1556/3331 WEBS 2-18=-2/324,2-16=-1164[702,4-16=-1211/323,14-16=-914/2571,6-14=-206/328, 6-13=-505/1037,7-13=-1695/977,7-12=-110/402,4-14=-775/1954 NOTES- 1) Attached',9-11-8 scab 8 to 10, front locals) 2x8 SP 240OF 2.0E with 2.row(s) of 10d (0.131 "x3') nails spaced 9" o.c.except :starting at 0-0-0 from end at joint 8, nail 2 row(s) at 3' o.c. for 2-0-0; starting at 4-5-0 from end at joint 8, nail 2 row(s) at 2" o.c. for 2-7-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-7-3, Inte lor(1) 3-7-3 to 15-0-0, Exterior(2) 15-0-0 to 20-1-2, Inte for(1) 20-1-2 to 21-4-0, Exterior(2) 21-4-0 to 26-5-1, Interior(1) 26-5-1 to 35-11-4 zone;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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.2989 9 oI 3 8) Refer to girder(s) for truss to truss connections. MTek USA, Inc.FL FL 63 9 Carl 64 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ijt=1b) 6864 Pddt0 East FL 99810 1=920, 10=920. Date: April 17,2019 Job Truss Truss Type City Ply THOMAS T16806610 i5548 B6 Piggyback Base 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:05 2019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yW o7i-7x2ZwE6mhwOYGdAFsr4118 NZR54oj5ygs3xfzPtgC 7-6-0 1&0.0. 16-11-81 21-40 27-0.0 i 32-8-0 36-0.0 7-6-0 7-6-0 1-11-8 4-0.8 5-8-0 5-8-0 3-4.0 6xB = 3x4 11 5aB = 8.00 12 4 285 29 6 18 16 3x5 = 4x6 -. 6xB = 3.4 II 3x4 II 3x4 II BAB Scale = 1:72.9 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/rP12014 CS1. TC 0.78 BC 0.68 WB 0.92 Matdx-MS DEFLin Veli -0.37 Vert(CT) -0.67 Horz(CT) 0.54 Wind(LL) 0.39 (loo) VcEfl 9-12 >999 9-12 >641 10 n/a 9-12 >999 L/d 360 240 n/a 240 PLATES GRIP MT20 244/190 Weight: 285 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc pudins. 8-10: 2x8 SP 240OF 2.OE BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. Except: BOT CHORD 2x4 SP M 30 *Except' 1 Row at midpt 5-14 5-15,9-11: 2x4 SP No.3, 9-14: 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 2-16, 4-16, 6-14, 7-13 WEBS 2x4 SP No.3 OTHERS 2x8 SP 240OF 2.0E LBR SCAB 8-10 2x8 SP 240OF 2.0E one side WEDGE Right: 2x6 SP Ni REACTIONS. (lb/size) 1=1977/0-8-0, 10=1977/Mechanical Max Horz 1=-506(LC 10) Max Uplift 1=-920(LC 12), 10=-920(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 1-2=-3091/1678, 2-4=-2336/1456, 4-5=-2349/1532, 5-6=-2357/1538, 6-7=-2744/1652, 7-9=-3750/2017, 9-10=-1143/676 BOT CHORD 1-18=-1234/2625, 16-18= 1234/2625, 5-14=-275/165, 13-14=--775/2153, 12-13=-1558/3335; 9-12=-1556/3331 WEBS 2-18=-2/324, 2-16=-11641702, 4-16=-1211/323, 14-16=-914/2571, 4-14=-775/1954; 6-14=-20a/328,6-13=-505/1037,7-13=-1695/977,7-12= 110/402 NOTES- 1) Attached 9-11-8 scab 8 to 10, front face(s) 2x8 SP 240OF 2.0E with 2 row(s) of 10d (0.131 "x2l") nails spaced 9" o.c.except : starting at 0-0-0 from end at joint 8, nail 2 row(s) at 3" o.c. for 2-0-0; starting, at 4-5-0 from end at joint 8, nail 2 row(s) at 2" o.c. for 2-7-0. 2) Unbalanced roof live loads have been considered for this design. - 3) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eali Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-7-3, Interior(l) 3-7-3 to 15-0-0, Extedor(2) 15-0-0 to 20-1-2, Interior(1) 20-1-2 to 21-4-0, Extenor(2) 21-4-0 to 26-5-1, intedor(1) 26-5-1 to 35-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. Walter P. Finn PE No.22839 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) MTak USA, Inc. FL Cart 6634 1=920, 10=920. 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 A WARNING - VarHydas/gn parsmaMrsaAd READ NOTES OMMSANe INCLUDED MREKHEFERANCEPAGEM674MMV.. faaaR016 BEFORE USE Design valid far use only with MRekW connectors. IItls design Is based only upon parameters shown, and Is for an Indiividual build ng component, not a hum system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this tlesign Into the overall buldingdesign, Bracing Indicated is to prevent buckling of individual Was web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse v4M possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI71PI1 Quality Criteria. DS349 and BC51 BWtlbp Component Safely Informalbnwollobie from Truss Plate InstihRe. 218 N. Lee Sheet Suite 312, Nexondria, VA 22314, MiTek' 6504 Parke East BNtl, Tampa, FL 33610 Job Truss _Wss Type City Ply THOMAS T16806611 YS548 D IGGYBACK BASE 1 Job Reference (Options]) Unampefs I ruses, me., ton I(Ierpe, FL 8241) s-Use 6 2018 MI rek Industries, Inc. Wed Apr 17 07:37:06 2019 Scale=1:88.2 5,63 = 3.4 11 Sn6 = 7 34 8 35 9 3x5 i 6x8 6 36108x10 Q 5x6 = 5 > 4x8 o Sx10= 11 30 4 8.00 12 3 4 37 6 32 7 7 x8 = 31 0 ao 2 24 Bx10 5z12 — 3x6 18,b �� t 5XB = 38 414 = 3z4 22 21 20 39 19 18 14 US 11 4x12 = 4x6 — Sz8 = 3z4 11 3z4 116xl2 = 4x5 4.13 12 10-9�1 10-9-7 17-4-0 27-40 30.0.0 33-&0 39-0-0 45-0-0 48-4-0 5-1-8 0- -6 6-fi-9 10-0-0 2-8-0 3-8.0 &8-0 5-8-0 3-0-0 Plate Offsets (X,Y)— [2:0-1-14,Edge], [3:0-4-4,0-2-4], [5:0-84,0-3-0), [7:0-6-4,0-2-41, [9:0-4-4,0-2-4], I12:0-1-13,0-0-111, [12:0-7-5,Edge], [17:0-7-12,0-6-4], [21:0-5-4,0-2-0], [23:0-8-0 0-34] [24:0-5-8 0-04] LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Ven(LL) -0.45 19-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Ved(CT)-0.8519-21 >523 240 BCLL 0.0 Rep Stress lncr YES WB 0.95 Horz(CT) 0.44 13 Na n/a - BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(-L) 0.3812-15 >999 240 Weight 360 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural woad sheathing directly applied or 2-3-7 oc puffins. 11-13: 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 3-10-1 oc bracing. Except: BOT CHORD 2x4 SP M 30 `Except' 1 Row at midpt 8-17 4-22: 2x6 SP No.2, 12-17: 2x6 SP 240OF 2.OE, 12-14: 2x4 SP No.3 WEBS 1 Row at midpt 4-24, 6-19, 7-19, 10-16 WEBS 2x4 SP No.3 2 Rows at 1/3 pts 5-23 OTHERS 2x8 SP 240OF 2.0E LBR SCAB 11-13 2x8 SP 240OF 2.0E one side WEDGE Lett: 2x4 SP No.3, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=390/0-8-0, 22=3180/0-9-8, 13=1927/Mechanical Max Horz 2=660(LC 11) Max Uplift 2=-552(LC 12), 22=-1734(LC 12), 13=-897(LC 12) Max Gray 2--426(LC 21), 22=3180(LC 1). 13=1948(LC 18) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1030, 3-4=0/1000, 4-5=-1042/2227, 55=-2837/1644, 6-7=-2233/1419, 7-8=-2297/1486, 8-9=-2288/1478, 9-10= 2715/1643,10-12=-3584/1933,12-13=-11161668 BOT CHORD 2-24=-1176/110, 23-24=-2248/1358, 22-23= 3127/2307, 4-23=-1311/1165, 19-21=-905/2117,16-17= 747/2187,15-16=-1476/3191,12-15=-1475/3188 WEBS 3-24=-764/133, 4-24=-2231/2089, 21-23=-1199/2456, 5-23=-4294/2374, 5-21=776/538, 6-21=-256/495, 6-19=-803/556, 7-19=-893/140, 17-19=-685/2208,7-17=-688/1693, 9-16= 557/1033,10-16=-1585/907,10-15=50/312 NOTES- 1) Attached 9-11-8 scab 11 to 13, front facets) 2x8 SP 240OF 2.0E with 2 row(s) of 1 Old (0.131 "x3") nails spaced 9" o.c.except : starting at 0-0-0 from end at joint 11, nail 2 row(s) at 3" o.c. for 2-0-0; starling at 5-M from end at joint 11, nail 2 row(s) at 2" o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASIDE.7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opsf; h=22ft; 8=45f1; L=48ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 2-9-0, Interior(1) 2-9-0 to 5-0-0, Extedor(2) 5-0-0 to 9-10-0, Interior(1) 9-10-0 to 27-4-0, Extenor(2) 274-0 to 32-2-0, Intedor(1) 32-2-0 to 33-8-0, Extedor(2) 33-8-0 to 38-6-0, Interor(1) 38-6-0 to 48-0-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 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-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Refer to girders) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity Walter P. Finn PENo.22639 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810. Date: MiTek' 6904 Parke Easl Blvd. Tampa, FL 33610 April 17,2019 Job Truss Truss Type Oty Ply THOMAS T16806611 75548 D PIGGYBACK BASE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industnes, Inc. Wed Apr 17 07:37:06 2019 Page 2 ID:_03YKgzFABiAZZOFYFdn2yW o?i-Tkcy7a7Pe?2t9OBMpaMJIECw7zowFUEBKwT5zPtgS NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100.lb uplift at joint(s) except Qt=1b) 2=552, 22=1734, 13=897. Job Truss Truss Type Oty Ply THOMAS T76806fi12 75548 D1 PIGGYBACK BASE 1 1 Job Reference (optional) o.14u s Uec o Lu le Mn eK umusmes, mc. woo Apr I) ur:J):uu zuiv 7x8 MT18HS i 4z6 = 8.00 12 3 4 33 25 2 26 0 1 6z8 Sz10 = 24 4z6 4.13[12 3x6 II 410 = 5z6 = 5 23 22 21 3x6 = axe = 4x5 = scale = 1:85.6 5x8 = 3x4 II 5.8 = 8 369 37 10 3x5 i 11 X3X5 Y,A 13 Iynyo 1N'o 16 15 3x5 = 3.4 II 4x5 = 20 19 18 3x5 = 5.8 = 3z4 11 6-e-7 7-1-8 8-9-1 1668 1P4e 23-0-0 D-0-0 X100 338-0 3a- I CSB-0. -0 7-1-8 1-9 Mf S&2 538 4-0-0 6-0-0 1 2_ao 1e-0 589 62-0 Plate Offsets(X,Y)— 12:0-1-14,Edgel,[3:0-4-12.0-2-0] f8:0-6-40-2-41 f10:0-6-40-2-41 rl2:0-3-0Edgel 113:0-0-00-0-41 f17:0-2-120-2-121 I25:0-7-80-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Utl PLATES GRIP TCLL 30.0 Plate Grp DOL 1.33 TC 0.47 Vert(LL) -0.15 20 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(CT) -0.28 20-21 >999 240 MT1BHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.07 13 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.45 26-29 >241 240 Weight: 328 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 30 *Except* 4-24: 2x6 SP No.2, 9-18: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=466/0-8-0, 24=2780/0-9-8,13=2152/0-8-0 Max Horz 2=656(LC 11) Max Uplift 2=-627(LC 12), 24=-1389(LC 12), 13= 1130(LC 12) Max Grav 2=495(LC 21), 24=2780(LC 1), 13=2152(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-7 be purlins. BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing. Except: 1 Row at midpt 9-17 WEBS 1 Row at midpt 5-25, 7-19, 8-19 FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-133/1125, 3-4=-198/1137, 4-5=-13/842, 5-6=-2818/2028, 6-7=-2748/1887, 7-8=-2290/1627,8-9=-2233/1587, 9-10= 2236/1589, 10-11=-2483/1599, 11-13=-3065/1731 BOT CHORD 2-26=-1054/97, 25-26=-1031/3B3, 24-25=-2731/1970, 4-25=-1005/1193, 21-23=-1044/1520, 20-21=-1710/2841,19-20= 1152/2221, 9-17=-282/213, 16-17= 788/1936, 15-16=-1214/2438, 13-15=-1214(2438 WEBS 3-26=-740/213,4-26=-1359/951,23-25=-1131/1692,5-25=-2539/1186, 5-23=-596/507, 5-21=-902/1751, 6-21= 1097/640,7-19= 1228/927,8-19=-501/66,17-19=-941/2190, 8-17=-573/1353, 10-17=-349/589, 10-16= 277/642,11-16=-949/527, 11-15=0/252, 7-20=-629/855, 6-20=-1029/866 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-1-0 to 2-5-13, Interior(l) 2-5-13 to 7-0-0, Extedor(2) 7-0-0 to 11-6-13, Intedor(1)11-6-13 to 27-4-0, Exteror(2) 27-4-0 to 31-10-13, Irledor(1) 31-10-13 to 33-8-0, Extehor(2) 33-8-0 to 38-2-13, Interior(1) 38-2-13 to 47-9-0 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 3 =16 6) Thistrusshas been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 7) ' 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. B) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. P1 Pa vldp mpnhaniral rnnnpnti n fhv others) of truss fn headnn nlnte ranahlp of WtWnndinn Inn Ih imliN at inint/sl pxnpnt fit-lhl Waiter P. Finn PE No.12639 MTek USA, Inc. R. Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Anril 17 901 Q Job Truss Truss Type Oty Ply THOMAS T16806613 75548 D2 PIGGYBACK BASE 1 1 Job Reference (optional) unamoers i russ, Inc., ran 1'rerae, rL 8.24U s Uec 0 2U1 a MI I eK Industries, Inc. Wed Apr 17 07:37:09 2019 Page 1 ID:_03YiKgzFABiAZZOFYFdn2yW o?i-WI4mbglxwOROhvxUivOvAgVwObUgt[gG4OZPtgB -2-0-0 4-3-7 8-4-12 9 0 0 15-2-0 21-4-0 27-4-0 30-0-0 33-8-0 37-4O 41-&0 d3 3 p 45-8-0 F2-0-0 4-3-7 4-1-5 O!V4' 6-2-0 6-2-0 6-0-0 2-8-0 3-8-0 - 3-8-0 - 4-4-0 I1-7-01 2-5.0 Scale=1:90./ 5x8 MTiBHS = 3.4 II 10x10 = a 429 43 10 6x8 G 4x10 = 5x6 = 5641 a.00 12 4 J3X6"l 11 95 4x540 i 23x5 a13 38o 40 ]m 6 a 6x10 —' 28 0 = 19 1B 3x4 15 ]A 1 5x6 = 3x4 6x12 = 3x4 II. 26 25 46 24 23 47 22 21 5x8 = 7x8 = 4.13 12 3x6 11 3x5 = 3><6 3x5 = 5x8 = 3x4 11 dx5 4 4-3-7 8-412 1 6 1%2-0 21-4-0 27-4A [30-0.01 33.8-0 37-4-0 41-8-0 /]3-3-045-8-0 4.3-7 41-5 0- -10 6-5-70 6-2-0 6-0-0 2-8-0 3-8-0 &&0 440 1-7- 520 0 Plate Offsets (X,Y)— [2:0-1-14,Edge], [4:0-3-5,0-0-0], [5:0-1-0,0-1-7], [5:0-1-15,Edge], [8:0-5-12,0-2-0], [10:0-7-12,0-2-0], [13:0-6-14,Edge], [17:0-2-12,0-2-12], 120:0-2-12 ,0-2-121. f27:0-2-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.57 Vert(-L) -0.15 20 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(CT) -0.27 22-23 >999 240 MT18HS 244/190 BCLL 0.0 ' - Rep Stress Incr YES WB 1.00 Horz(CT) 0.11 14 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.16 9 >999 240 Weight:.362 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 4-0-2 cc purlins. 10-14: 2x8 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 4-4-0 cc bracing. Except: 'BOT CHORD 2x4 SP M 30 *Except- 1 Row at midpt 9-20 4-26: 2x6 SPNo.2, 91 SP No.3 WEBS 1 Row at midpt 6-27, 6-23, 7-22, 8-22 WEBS 2x4SPNo.3 JOINTS 1 Brace at Jt(s): 16 WEDGE Left: 2x4 SP No.3,-Right: 2x6 SP No.2 REACTIONS. (Ib/size) 14=1950/Mechanical, 2=365/0-8-0, 26=2855/0-7-4 Max Harz 2=644(LC 11) Max Uplift 14=-879(LC 12), 2=-385(LC 12), 26=-1641(LC 12) Max Grav 14=1950(1C 1).2=398(LC 21), 26=2855(LC 1) FORCES. (lb) - Max..Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-23/733, 3-4=-997/1074, 4-5= 415/439, 5-6=-639/717, 6-7=-2461/1451, 7-8=-2188/1357,8-9-2081/1419,9-10=-2085/1422, 10-11=-3058/1951, 11-12=3030/1705,12-13= 3695/2021,13-14=-1036/604 BOT CHORD 2-28=-1098/52, 27-28=-846/105, 26-27=-2793/2602, 4-27— 1016/930, 23-25— 564/1507, 22-23=-1179/2474,9-20-273/187,19-20=-740/1869,11-17-614/475,16-17-1672/3231, 13-16=-1672/3231 WEBS 3-27=881/1632, 25-27=-694/1643, 6-27= 2471/1676, 6-25— 4791301, 6-23— 852/1391, 7-23=-875/647, 7-22-1109/684, 8-22=-513/157, 20-22=875/2157, 8-20— 539/1256, 10-20=-260/602,17-19=-648/1692,10-17-858/1422,12-17=-979/604,3-28-768/195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL--3.Opsf; h=22ft; 8=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 2-5-13, Interior(1) 2-5-13 to 9-0-0, Exterior(2) 9-0-0 to 13-6-13, Interior(1) 13-6-13 to 27-4-0, Exterior(2) 27-4-0 to 31-10-13, Intetior(i) 31-10-13 to 33-8-0, Exterior(2) 33-8-0 to 38-2-13, Ir ior(1) 38-2-13 to 45-1-10 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. Walter P. Finn PE NoIU39 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 MiTek USA, Inc. FL Cad 6634 will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6904 Padre East Blvd. Tampa FL 33610 7) Refer to girder(s) for truss to truss connections. Date; 8) 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. April 17,2019 Q WARNING -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MM174YJ rev. 10032015 BEFORE USE ■• Design valid for use only with Mirek®connectors. This design is based only upon parameters shown, and is for an Individual Wrong component not a buss system. Before use, the building designer must verify the cppllcobllBy of design parameters and properly incorporate tills design into the overall buldingdesign. Bracing indicated IsWprevent buckling OfIndividual truss web Captor 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, erecton and bracing of trusses and huss systems, seeANSUD'It 41aalpy CMeM. Dalai and BCSI Bulding Component Safety Informalbrnvolloble from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexandria. VA 22314. `■ MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS Tl6806613 .5548 D2 PIGGYBACK BASE 1 1 Job Reference (optional) Chambers Truss, Inc., Port Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 17 07:37:09 2019 Page 2 NOTES- ID_03YKgzFABiAZZOFYFdn2yWo?i-uJl4mb91xwOROlwxUivOwlgVhAgObUgtIgG4Ozptg8 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=11b) 14=879, 2=385, 26=1641. 10) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. Q WARNWG-VedfydesfanperemeMMand READ NOTES ON M5ANDWCLUDEDUI KREFERANCEPAGEM67473mv. 1SVaQvl5REFOREDSE. Design valid for use only with MIfek9 connectors. This design Is based only upon parameters shown, and Is for an Indmiduol building component, not ;' a muss system. Before use, fine building designer must very the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent bucWing of individual mussweb 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 Quappl1yy CdMrla, DSB-69 and BOB Bultlbp Component 6904 Parke East BNd. Safety Informatbrpvoiloble from Truss Rate Institute, 218 N. Lee Sheet, Suite 31Z Alexoncirlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type pry Ply THOMAS T16806614 pw D3 PIGGYBACK BASE 1 1 Job Reference (optional) me,ni a U6a O 2U1 a MI I eK Inc. Wea Apr 17 U/:J7:11 2U19 Fads 1 4,16 2-7-4 5xB = 5 25 24 45 23 22 46 4.13 12 3x6 II 4x4 = 3x6 = 4x4 = 5x6 = 5x8 = 10x1U = a 419 42 10 20 19 6x8 = Scale=1:83.5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Ve art -0.13 21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Ven(CT) -0.25 21-23 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.15 21 >999 240 Weight: 3851b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 'Except' TOP CHORD Structural wood sheathing directly applied or4-3-14 oc pudins. 10-13; 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. Except: BOT CHORD 2x4 SP M 30 *Except* 1 Row at 111 9-18 4-25: 2x6 SP No.2, 9-19,11-16: 2x4 SP No.3 WEBS 1 Row at midpt 5-24, 5-23, 6-23, 7-20, 8-20 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 14 OTHERS 2x4 SP M 30 LBR SCAB 13-152x4 SP M 30 one side WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=924/0-8-0, 25=2107/0-7-4, 13=2011/Mechanical Mary Horz 2=628(LC 11) Max Uplift 2= 673(LC 12). 25=-1255(LC 12), 13=-931(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.1539/1934, 3-4=-1147/496, 4-5=-1275/820, 5-6=-2002J1354, 6-7=-2440/1616, 7-8=-2275/1547,B-9=-2164/1540,9-10=-2168/1542, 10-11=-2842/1944, 11-12=-2830/1662,12-13=-3054/1748 BOT CHORD 2-27= 2171/1249, 26-27=-1942/1290, 25-26= 2091/2047, 4-26=-612/514, 23-24=-336/921, 21-23=-1000/1981,20-21=-1278/2450,9-18=-287/232,17-18=-843/1880, 11-15=-686/528,14-15=-1347/2408,13-14=-1347/2408 WEBS 3-26=-697/1434,24-26=-730/1551,5-24=-1014/577,5-23=-1041/1756, 6-23=-1214/830, 6-21,443/729,7-21=-475/384,7-20= 1319/899, 8-20=-375/50, 18-20=-1070/2302, 8-18=-570/1214,10-18=-4081783,10-17=-335/194,15-17= 766/1776, 10-15=-802/1260, 3-27= 679/128, 12-15=-360/255 NOTES- 1) Attached a-10-11 scab 13 to 15, front face(s) 2x4 SP M 30 with 1 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=3.Opsf; h=22ft; B-451t; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-0 to 2-5-1.3, Interior(1) 2-5-13 to 11-0-0. Exterior(2) 11-0-0 to 15-6-13, Interior(1) 15-6-13 to 27-4-0, Extedor(2) 27-4-0 to 31-10-13, Intedor(1) 31-10-13 to 33-e-0, Extedor(2) 33-8-0 to 38.2-13, Intedor(1) 38-2-13 to 44-1-10 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 4) Provide adequate drainage to prevent water ponding. Walter P. Finn PE-No.22839 5) All plates are 3x4 MT20 unless otherwise indicated. MTek USA Inc. FL Cad 6834 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcumint with any other live loads. • 6904 Parke East Blvd. Tampa FL 33610 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-M wide Data: will fit between the bottom chord and any other members, with BCDL=10.0psf. 8) Refer to girder(s) for truss to truss connections. April 17,2019 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED NREKBEFERANCEPAGE /AlluMZIhay.lhAYldi5BEFORE USE. Design valid for use only with MBeW connectors. This design B based only upon parameters shown, and 6 for an Individual building component, not a Muss system. Baton use, the bullding 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 fuss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible persona Injury and property damage. For general guidance regarding the fobrlcaron. storage, delivery, erection and bracing of busses and Muss systems WeµSUNiI Quality Criteria, DSB419 and SCSI Building Component Safety Informatbnovoilabie from Truss Rate Institute. 218 N. Lee Sheet. Bute 312. Alexandria, VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ory Ply THOMAS T16806614 J5548 D3 PIGGYBACK BASE 1 1 Job Reference (optional) wamoers Truss, Inc., Fun rierce, rL 8.240 s Dec 6 2010 MITek Industries, Inc. Wed Apr 17 07:37:11 2019 Page 2 NOTES. ID:_03YKgzFASiAZZOFYFdn2yW o?i-ghOrAHBYTXg9GB4Kb7yU?Ivtp_X3UXSzLcJNSJzPtg6 - 9) Bearing at joint(s) 2 considers parallel to grain value using ANSVTP11 angle to gain formula. Building designer should verity rapacity of bearing surface. 10) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100111 uplift at joint(s) except (jt=1b) 2=673, 25=1255, 13=931. 11) Gap between inside of top chord bearing and first diagonal or ver ical web shall not exceed 0.500in. ®WARNING-VedyydeslSnpsrameterssad READ NOTES ON THISAND09CLUDED M7EKREFERWCEPAGE967473rev. IGAUX2015BEFOREUSE Design volid for use only with MRekO 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 opplicabll9y, of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddMonal temporary and permanent bracing MiTek' Is always required for stabllity, and to prevent collapse win possible personal Injury, and property damage. For general guidance regarding me fabrication, storage, delivery. erection and bracing of trusses and truss systems, meANSVIPIT Quality Cdfeda, DSBl9 and BCSI Buytlllg Component Safety Infomralbnavalloble from Truss Plate Institute, 218 N. We Sheet, Suite 312, Alexandre. VA 22314. 69U Padre East Blvd. Tampa, FL 33610 Job Tnxs6 Truss Type Ory Ply THOMAS T16806615 75548 D4 PIGGYBACK BASE 1 1 Job Reference (optional) Gnamaers l was, Inc., Fort Pierce, FL 8.240 s DISC 6 2U1B Mil ex Industries, Inc. Wed Apr 17 07:37:12 2019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yWo?i-It_DOOBAErpOtLf W9gTjXVS2BOtcD_a7ZG3xhlzPlg5 -2-0-0 4-3-7 8-4-12 13-0-0 19-2-0 25.40 27-4-0 30.0.0 33-&0 36-40 41-8.0 44-3-0 45-8-0 2 0-00 4-3-7 4-1-5 4-7-4 62.0 - 6-2-0 2-0.0 - 2-8-0 3-8-0 2-8-0 5-4 0 j 2-7T Scale = 1:84.7 5.8 = 10x10 = 5x8 = 5x6 = 9 4110 42 11 8.00 12 6 7 38 9 60 3x6 i 6 143 4 n 9 3x5 i L4.1 3 14 37 Ir7I Io 2 5x14 9 _ 18 1] 35 36 15 iii IN �1N of 28 N'O = 5z6= 5x8 = 6xl2 - 11 26 25 45 2423 46 22 21 20 4.13 F12 3x6 11 3x5 = 3,05 = 6.8 = 4x6 3x5 = 43-7 8-412 8-&8 13-0-0 19-2-D 25-4-0 127-40 30-0-0 33-8-0 3fi-4-0 41-8-0 144-3-0 45-8-0 L�L7 A-1-S n-3-11n n n-�-n n.9-n 7.n.n-P-n 111.n 7.n-n Cd.nJ Plate Offsets (X,Y)- d2:0-1-14,Edael, f6:0-6-4,0-2.41, 19:0-6-0,0-2-4L f11:0-7-12,0-2-01, f16:0-2-12,0-2-12L (19:0-2-12,0-2-121 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.43 Vert(LL) -0.13 22-23 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(CT) -0.25 22-23 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.85 HOrz(CT) 0.06 14 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.1522-23 >999 240 Weight: 397 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except- TOP CHORD 11-14: 2x8 SP 240OF 2.0E BOT CHORD GOT CHORD 2x4 SP M 30 *Except* 5-26: 2x6 SP No.2, 10-20,12-17:2x4 SP No.3 WEBS WEBS 2x4 SP No.3 JOINTS OTHERS 2x4 SP M 30 LBR SCAB 14-16 2x4 SP M 30 one side WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1031/0-8-0, 26=1974/0-7-4, 14=2037/Mechanical Max Horz 2=628(LC 11) Max Uplift 2= 702(LC 12), 26=-1220(LC 12), 14=-938(LC 12) .FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1853/2068, 3-5= 1490/655, 5-6=-1619/1027, 6-7= 1970/1391, 7-8= 2163/1523, 8-9=-2279/1636,9-10=-2210/1575,10-11=-2215/1577,11-12=-2888/1979, 12-13=-2875/16B5,13-14=-3094/1755 BOT CHORD 2-28=-2251/1499, 27-28=-2023/1535, 26-27=-1935/1976, 5-27=-723/577, 23-25=-475/1243,22-23=-947/1949,21-22=-1083/2167,10-19=-289/247, 18-19=-869/1914,12-16=-686/531,15-16=-1353/2440,14-15=-1353/2440 WEBS 3-27= 662/1398,25-27=-728/1588,6-25=-689/417,6-23=-819/1346, 7-23=-963(/00, 7-22=-240/451,8-22=-299/248,8-21=-1354/92119-21=336/143,19-21= 1106/2357, 9-19=-586/1235,11-19=-416/811,11-18=-342/200,16-18=-790/1808,11-16=-809/1256, 3-28=-676/116, 13-16=-363/254 Structural wood sheathing directly applied or 4-7-3 oc puffins. Rigid ceiling directly applied or 4-8-13 oc bracing. Except: 1 Row at midpt 10-19 1 Row at midpt 6-25, 6-23, 7-23, 8-22, 8-21, 9-21 1 Brace at Jt(s): 15 NOTES- 1) Attached 8-10-11 scab 14 to 16, front face(s) 2x4 SP M 30 with 1 row(s) of 1 Od (0.131 "x3") nails spaced 9" o.c.. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASIDE?-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h--22tt; B=45ft; L=46f ; eave=6fl; Cal II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-0 to 2-5-13, Interior(1) 2-5-13 to 13-0-0, Extedor(2) 13-" to 17-6-13, Interior(1) 17-6-13 to 27-4-0, Exterior(2) 27-4-0to 31-10-13, Intenor(1) 31-10-13 to 33-8-0, Extenor(2) 33-8-0 to 38-2-13, Intenor(1) 38-2-13 to 44-1-10 zone; porch left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. Walter P. Finn PE No.22839 S) All plates are 3x4 MT20 unless otherwise indicated. MTek USA, Ina FL Ced 6634 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6904 Parke Fast Blvd. Tampa FL 331110 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 Date: will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. April 17,2019 O WARNING -Vetlrydes/Sr,..rTetersend READ NOTES ON TNLSANO INCLUDED MmEKREFERANCEPAGEMX74YJrev. lausnow BEFOREUSE Design void for use only with MOekO connectors 1h6 design 6 based only upon parameters shown, and 6 for on individual building component not ��- a huts system. Before use, the building designer must verify the applicobitly of design parameters and property Incorporate MIS design Into me overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Atltl8lonal temporary and bracing MOW prevent peunonent is olwaySfequlred for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of Dorcas and from systems SeeANSVIPII Quality Creels. PSO-89. and 601 Buldklp Component 69M Parke East Blvd. Safety mrormaNanavoilable from Bum Rare Institute. 218 N. Lee Street, Suite 312, Alexoncirla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply THOMAS T16806615 ;5548 D4 PIGGYBACK BASE 1 1 Job Reference (optional) Clambers Truss, Inc., Fon Pierce, FL 8.240s Dec 62018 MTek Industries, Inc. Wed Apr 17 07:37:12 2019 Paget ID:_03YiKgzFABi.4ZZOFVFdn2yWo?41t_DOdBAErpOtLfW9gTjXVS2BOIcD a7ZG3xhlzPtg5 NOTES- 9) Bearing at joints) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except 2=702, 26=1220, 14=938. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. QWANNING-VeH1ydesr9nPemmet..dREADNOTES ON THIS AND INCLUDEDNREKBEFENANCEPAGENI-747axev. 10A1.Y1015eEFONE USE Design valid for use only with MBek® connectors. iris design is based only upon parameters shown. and Is for on indNldual building component, not a truss system. Before use, the building designer must verify the appllccbllity, of design parameters and properly Incorporate this design into tine overall buildingdeelgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanembrocing Is always required for docility and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabricolion, storage, delivery, erection and brocing of trusses and frass systems seeklil 11 Quality CtenW, D311459 and BCSI BuldIng Component Safety Nformallomvalloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T76806616 75548 D5 PIGGYBACK BASE t 1 Job Reference o tional unamaers I russ, Inc., ran rlerce, rL 5x6 8.00 12 6 4x4 fl 3x6 i 5 3x5 i 4 3 // 5x14 0 1 2 25 3x4 I 23 4x6 4.13[112 3x6 11 8.24US Use 82018 MI rex Industries, Inc. Wed Apr 17 07:37:14 2019 Pagel 3x8 = 3x6 3x4 II 8x10 = 35 36 7 37 8 3B 9 10 22 21 41 20 4x8 = 4x6 = 4x5 = A( 6 = 17 16 " 4x4 = 3x4 19 5x12 = 3.4 II Scale = 1:85.8 39 4x5 Q 40 12 V 13 6 I^� 777 33 14 N 602 = 3x4 II LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Ucl PLATES GRIP TCLL 30.0 Plate Ono DOL. 1.33 TC 0.53 Vert(LL) - -0.20 95 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(CT) -0.36 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Hom(CT) 0.10 13 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matnx-MS Wind(LL) 0.24 15 >999 240 Weight: 351 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structunal wood sheathing directly applied or 4-4-14 oc pudins. 10-13: 2x8 SP 240OF 2.0E - BOT CHORD Rigid ceiling directly applied or 4-8-8 oc bracing. Except: BOT CHORD 2x4 SP M 30 *Except- 1 Row at midpt 9-18 5-23: 2x6 SP No.2, 9-19: 2x4 SP No.3 WEBS 1 Row at midpt 7-22, 7-20 WEBS 2x4 SP No.3 *Except* JOINTS 1 Bruce at Jt(s): 14 7-22: 2x4 SP M 30 OTHERS 2x4 SP M 30 LBR SCAB 13-15 2x4 SP M 30 one side WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1063/0-8-0, 23=1942/0-9-8, 13=2037/Mechanical Max Harz 2=631(LC 11) Max Uplift 2=-694(LC 12), 23=-1242(LC 12), 13=-931(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 gb) or less except when shown. TOP CHORD 2-3=-1949/2107, 3-5=-1558/645, 56=-1730/1109, 6-7=-1307/1038, 7-9=-2233/1568, 9-10=-2228/1562,10-11=-2112/1404,11-12=-2742/1564, 12-13=-325B/1870 BOT CHORD 2-25= 2272/1580, 24-25=-2038/1617, 23-24=-188M2027, 5-24=-898(24, 20-22= 851/1878,9-18=-492/417,17-18=-862/1947,16-17=-499/725,11-15=-207/494, 14-15=-1503/2647,13-14=-1503/2647 WEBS 3-24=-669/1434,22-24=685/1538,6-22=-181/467,7-22=-1046/621, 7-20=-335/273, 18-20=-861/1880,7-18=-283/544,10-18=-394/804,15-17=-410/1280, 3-25= 694/117, 12-15=-940/610 NOTES- 1) Attached 8-10-11 scab 13 to 15, front face(s) 2x4 SP M 30 with 1 row(s) of IOd (0.131")1 nails spaced Y'' o.c.. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ff; L=46ft; eave=6ft; Cat. II; Exp. C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-0 to 2-5-13, Intedor(1) 2-5-13 to 15-0-0, Extedor(2) 15-0-0 to 21-5-8, Interior(1) 21-5-8 to 33-8-0, Extedor(2) 33-8-0 to 40-1-8, Interior(1) 40-1-8 to 44-1-10 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Pravda adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 pi bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) Walter P. Finn PENo.22639 MTek USA, Inc. FL Cent 11634 6904 Parke East Blvd. Tampa FL 33610, Date: April 17,2019 AWANNWG-VerKydeslgnpammeters and aEAGNOTES ONMMANOWMUDEDMrrEKFEFENANCEGAGEM&74Ymv..fONl¢0159EFOHEUSE Design valid for use only with MI'Ma connectors. This design B based only upon parameters shown, and 8 for an Individual building component. not a truss system, Before use, the building dedgner must verify the opplicabilly of design parameters and properly Incorporate this design Into the overall bustling design. Brocing Indicated is to prevent buckling of individual leas web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllly and to prevent. collapse with passible personal injury and property damage. For general guidance regarding the fabrication storage, deliver , erection and bracing of trusses and truss systems. WeANSUTPll Quality Criteria. DSB-59 antl BCSI Building Component asformaMonavoilcble from Truss Plods Institute, 218 N. We Sheet 6ulte 312, Alexandria. VA 22314, 6904 Par 8st Five.Sai Tampa, FL 33610 Job Truss Truss Type Cry Ply THOMAS T16806616 ;5548 IDS PIGGYBACK BASE 1 1 Job Reference (Options]) rus5, mc., Von Fierce, FL 8.240s Dec 62018 MiTek Industries, Inc. Wed Apr 17 07:37:14 2019 Paget ID:_03YKgzFASiAZZ0FYFdn2vW o7i-EG5zDJDOmS3k7fovHFVBdwXM8BYahrG01aY11ezPta3 NOTES- 10) Gap between inside of top chord hearing and first diagonal or vertical web shall not exceed 0.500in. 0 WARNWG-Vedlydeelgnp➢rsmerM and READNOTES ONTNISAND INCLUDED UREKREFERANCEPAGE U6T4T8 rev.iDA ISBEFORE USE , Design valid for use only With Mileaconnectors. lhls design is based only upon parameters shown, and is for on individual building component not a tubs system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent budding of Individual tmss web and/or chord members only. Additional temporary and permanent bracing MeW Is always, required for stability and to prevent collapse wM possible ponsonal Injury and property damage. For generalguidance regarding the fabrication, storage. deliveryerection and bracing of trusses and foss systems seeANSUfPI1 Quality Cli DS349 and SCSI Building Component 6904 Parke East Blvd. Safely Informationwolloble from Truss Plate institute, 218 N. Lee Street Suite 31Z Alexandria, VA 22314, Tampa, FL M610 Jab Truss buss Type ;5548 JD6 PIGGYBACKSASE JO7typly�THOMAST1fi80fi617 ence otional Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:15 2019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yW o?i-iSiLOfE3W mBbkoN5gy00984x3bsl OILZFEHbH4zPtg2 -2-0-0 5-4-6 10-6.9 15-0-0 21-2-12 27-5-8 33-8-0 39-5-9 45-8-0 �2-0.0} 5-4-6 5-2-3 4-5-7 6.212 6.2-12 6-2-8 5-9-9 fi-2-7- Sx8 = B.00 FIT 4x5 = 3x6 = 3.4 11 31 7 8 32 9 4.13 F12 3x6 3x5 = 3z6 4x10 = 3,,4 11 US i 5x12 MT18HS Q 10 Scale = 1:83.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC0.52 Ver(LL) -0.21 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC: 0.64 Vem(CT) -0.43 15-16 >983 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES W B 0.97 Hofz(CT) 0.14 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.2215-16 >999 240 Weight: 315111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc pudins. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. 5-21: 2x6 SP No.2, 9-17,10-14: 2x4 SP No.3 WEBS 1 Row at midpt 6-20, 6-18, 7-16 WEBS 2x4 SP No.3 2 Rows at 1/3 pts 7-18 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 12=2007/0-6-1, 2=1083/0-8-0, 21=2120/0-9-8 Max Horz 2=687(LC 11) Max Uplift 12=-931(LC 12), 2=-822(LC 12), 21=-1285(LC 12) Man Gmv 12=2025(LC 18), 2=1083(LC 1), 21=2120(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2015/2652, 3-5= 1356/673, 56=-141011027, 6-7=-1669/1310, 7-9= 3052M 952, 9-10=-3068/1957,10-11=-3552/2031,11-12=-3201/1783 BOT CHORD 2-23= 2777/1640, 22-23= 2476/1665, 21-22=-2081/2205, 5-22=-756/628, 18-20=-308/1014,9-16=-578/474,15-16=-1190/2784,10-15= 572/1201, 12-13=-1340/2558 WEBS 3-22=-928/1931, 20-22= 564/1415,6-20=-777/388,6-18=-753/1275,7-18=-2003/1136, 16-18=632/1954,7-16= 949/1986,10-16=-259/596,13-15=-1424/2721,11-15= 185/441, 11-13=657/541, 3-23=-893/183 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=22ft; B=45ft; L=46H; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 2-5-13, Interior(1) 2-5-13 to 15-0-0, Extedor(2) 15-0-0 to 21-2-12, Interior(1) 21-2-12 to 33-8-0. Exterior(2) 33-8-0 to 40-1-8, Intenor(1) 40-1-8 to 45-8-0 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) 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. Walter P. Finn PE No.22839 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) MTek USA, Inc. FL Cad 6634 12=931, 2=822, 21=1285. 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 0 WARNING-Vedrydestgn pmamelersead READNOTES ON MIS AND INCLUDED MREAREFERANCE PAGE MIF74M rev. 100134a15 BEFORE USE Designvalid for use only with Mmekesconnectors. Tilts design is based only upon parameterashowa, and is form h1dividual building component. net ��- a fruss System. Befora use, the building tlesigner must verify me applicability of desgn parametersantl properly Incorporate this design Into fhe overall building design, Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required! for stability and to prevent collapse with possible personal INury and property damage. For general guidance regarding me fobticaflon storage. delivery, erection and bracing of trusses antl buss systems sseAN5VIPl1 Quality C Ueda, 115"9 and SCSI Binding Component 6904 Parke East BW. Safety Infannot anavoilable from Truss Plate Imtltute, 218 N. Lee Street, Suite 312. Alexandrlo, VA 22314. Tampa, FL 33610 Truss Truss Type City Ply THOMAS r5J5 T16806618 488 D7 PIGGYBACK BASE 4 1 Job Reference (optional) uwnuers i russ, ma, ran tierce, rL a.24USUeC odU1UMIreKIWu31na5,ma. vvep HOfl/UGa/:1p ZUla z 45® i 8.00 F12 5x6 = 15-0e 4x6 = 5x6 = 29 7 a 9 30 10 Scale = 1:78.4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gnp DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/rP12014 CS]. TC 0.71 BC 0.79 WB 0.63 Matti DEFL Vert(LL) Vert(CT) Hom(CT) Wind(LL) in (loc) I/defl L/d -0.36 13-14 >999 360 -0.6313-14 >584 240 0.14 12 n/a n/a 0.4313-14 >851 240 PLATES GRIP MT20 2441190 Weight: 228 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc puffins. GOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-6-2 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1Row at midpt 7-17,9-13 5-18, 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 12=1892/0-8-0, 2=1425/0-8-0, 18=1567/0-8-0 Max Hom 2=651(LC 11) Max Uplift 12=-857(LC 12), 2=-936(LC 12), 18=-1165(LC 12) Max Grav 12=1912(LC 18), 2=1425(LC 1), 18=1567(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23= 2966/3046, 3-5=-2150/1031, 5-6=-2121/1252, 6-7=-169311081, 7-9=-2671/1672, 9-10=-2179/1418,10-11=-2657/1603,11-12=-2955/1689 BOT CHORD 2-19=-3285/2438,18-19=-2893/2449,17-18=-615/1679,16-17=-1215/2619, 14-16=-1215/2619,13-14=-1215/2619,12-13=-1268(2393 WEBS 3-1 9=-1 167/234, 3-18=-1012/2111, 6-17=487/993, 7-17=-1417/856, 7-16=-72/3BB, 9-13= 887/368,10-13=-553/1028,11-13=-569/435,5-18=-544/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22f; Bi L=431f eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-0 to 2-2-10, Interior(1) 2-2-10 to 15-0-0, Extenor(2) 15-0-0 to 20-11-6, Intedor(1) 20-11-6 to 33-8-0, Exterior(2) 33-8-0 to 39-9-0, Interior(9) 39-9-0 to 42-8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. ' 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pad bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=857, 2=936, 18=1165. Walter P. Finn PE No.22839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 O WARNING- Verify design Parenietwe and READ NOTES ON THIS AND INCLUDED MTTEKREFEBANCE PAGE 114LL7473 rev. 10IM31,2915 BEFORE USE ' Design volt for use only with Mnelc® connectors. This design Is based only upon parameters shown and a for an Individual building component, not a fsuss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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 antl Voss systems, seeNW5U1PI1 Quality Criteria, 08149 and BCSI Building Componwt 6904 Parke East Blvd. Safety Infoanatlorsavoilabie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Cry Ply THOMAS T16806619 J5548 E COMMON 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOADING (psi SPACING- 2ZO-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DEL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017)TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=701/0-8-0, 4=701/0-8-0 Max Horz 2=21 G(LC 11) Max Uplift 2=-651(LC 12), 4= 651(LC 12) 4x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:17 2019 Scale = 1:27.7 n to CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC 0.35 Van(LL) 0.05 6-12 >999 240 MT20 244/190 BC 0.29 Ven(CT) -0.02 6-12 >999 240 WB 0.12 Horz(CT) 0.00 4 1 1 Matnx-MS Weight: 431b FT=20% BRACING - TOP CHORD Structure[ mod sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-549/817, 3-4=-550/818 BOT CHORD 2-6=-428/382, 4-6=-428/382 WEBS 3-6=-559/207 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vai32ni TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 0-11-0. Interior(1) 0-11-0 to 4-8-0, Exterior(2) 4-8-0 to 7-8-0, Interli 7-8-0 to 11-5-0 zone; porch left and tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Its uplift at joints) except (It=lb) 2=651, 4--651. Waller P. Finn PE No.22839 WTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610. Date: April 17,2019 Q WARNWG-Vedlydeslgn Pmemetema dREAONO7 ONT SMD,WCLUOEOMRENREF£RANCEPAGEMX74"m, 10032015BEFOREUSE Design valid for use only with Mnek§ connectors. ibis design Is based only upon parameters Si and 6 for on Individual building component, not ��' a huss system. Before use, the building deagner must verify the applicability of design parameters and properly incorporate this design Into tree overall building design. Bracing Indicated 6 to prevent bucBing of Individual hues 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 fobricatlon, storage, delivery, erection and bracing of trusses and truss systems. SeeANSUIPII poppy Cdbda, DSi and BCS1 Building Component 69ol Parke East Bald. Safety Informdf oravoilable from Truss Plate immune, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply THOMAS T16806620 J5548 El COMMON 1 1 Job Reference (optional) L namaere cuss, ne, run rierce, rL 0.29Usuec a2U16MIleKinauslnes,lna. Wea Apr l/U/:3/:l/Zulu Yagel ID:_03YKgzFABiAZZOFYFdn2yW o?i-fm6RKFJ2NRJ_6XUyN3uEZgr2Pg6tOuslYmhMmPtgO 44 = 2 n 0 _.._ 2x3 II _' Scale = 1:23.7 4.8 II 4x8 II 4.8.0 a-&0 0-&0 4.0.0 4-0-0 19-4-0 0-8-0 Plate Offsets (XY)— [1:0-5-0,0-0-21 [1:0-0-4 0-8-6], [3:0-5-0 0-0-21 [3:0-0-4 0-8-61 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.23 Vert(L-) 0.02 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Ven(CT) -0.01 4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 HOR(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/FPI2014 Matrix -MS Weight: 39 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right:.2x6 SP No.2 REACTIONS. (Ib/size) 1d13/0-8-0,3=513/0-8-0 Max Horz 1= 149(LC 10) Max Uplift 1=459(LC 12), 3=-459(LC 12) FORCES. (lb) - Max. ComfoJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-384/552, 2.3=-31W552 BOT CHORD 1-4=-279/221, 3-4=-279/221 WEBS 2-4=343/107 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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=170mph (3-second gust) Vascli 32mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterioii 0-" to 3-0-0, Interior(1) 3-0-0 to 4-8-0. Extedor(2) 4-8-0 to 7-8-0, Interior(i) 7-8-0 to 9-4-0 zone; porch left and rightexposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atloint(s) except Qt=lb) 1=459, 3=459. Wafter P. Finn PE NoIU39 MiTek USA, Inc. FL Celt 6634 H04 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNWG- Verily JeelgnparamususamOREAONOTES ON THISAND INCLUDED MITEKREFERANCEFAGEM1A74Tdmy. I&IS20159EFOREUSE Design void for use only with MOelsw connectors. AB design Is based only upon parameters shown. and Is for an IncMdual building component, not a hum System. Before usa. fie building designer must verity the opercobalty of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of locMdual muss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage delivery, erection and bracing of homes and truss systems. s9gANSVIPh Quality ciders, OS949 and SCSI Building Component Safety li formatbmvoilable from Tmm Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T16806621 7,5548 G Hip 1 1 Job Reference (optional) unambers I rul Inc., Von Fierce, rL pTde 3xB = 4x6 = 3.4 II 4 245 256 26 7 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:18 2019 4xe = 5x6 = B 27 28 9 Scale=1:72.0 7 IF 0 <\� >4xl ( >22 2 4x5 = Q 1B 30 17 16 31 15 32 14 13 33 12 11 axe _ 5x6 = 3xB = 3.4 11 4x10 = 3x6 11 3x4 It 4xG = LOADING (psq TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC20177TPI2014 CSI. TC 0.47 BC 0.55 WB 0.75 Ma1nx-MS DEFL. Ven(LL) Vert(CT) Hoa(CT) Wind(LL) in (loc) Vdefl Ltd -0.22 15-16 >999 360 -0.4315-113 >999 240 0.15 11 n/a n/a 0.25 15-16 >999 240 PLATES GRIP MT20 2441190 Weight: 243 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* .ROT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. 10-11: 2x6 SP No.2 WEBS 1 Row at midpt 5-18,8-12 REACTIONS. (lb/size) 2=2416/0-8-0, 11=2219/Mechanical Max Harz 2=297(LC 11) Max Uplift 2=-1230(LC 12), 11=-1032(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3=-3518/2004, 3-4=-3191/1915, 4-5=-2601/1700, 5-7=-3713/2337, 7-8=-3713/2337, 8-9=-1875/1307,9-10=-238211405, 10-11=-2162/1324 BOT CHORD 2-18=-1688/2956, 16-18=-1940/3571, 15-16=-1940/3571s 13-15=-1758/3180, 12-13=-1758/3180 WEBS 3-18=-594/405,4-18=-737/1316, 5-18=-1393/790,5-16=0/281, 5-15=-184/320, 7-15=-545/398,8-15=-4111769, 8-13=0/292, 8-12=-1860/1042, 9-12=-339/794, 10-12=-969/1882 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL�.Opsl; h=22ft; B=45ft; L=41ft; eave�ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 1-11-13, Intedor(1) 1-11-13 to 9-0-0, Fxtenor(2) 9-0-0 to 14-9-0, Interior(1) 14-9-0 to 34-8-0, Extedor(2) 34-8-0 to 40-5-4 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) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) except Qt=lb) 2=1230; 11=1032. Walter P. Finn ISENoIH39 fill USA, Inc. FL Cod 6634 ON Parke East Blvd. Tampa FL 33610 Date: April 17,2019 A WARNING- yed/ydeslgn Paremelersend READNOTES ON TNISANDWCLUDWM/ KREFERANCEPAGEM674mmre 1WDY1015BEFOREUSE Design valid for use only with MnekO connectors. IDB design Is based only upon parameters shown, and Is for on Individual building component not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buclling of individual Moss 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, delNery, erection and bracing of trusses and truce systems. S9aANSVIPI l Quality Cdbdo, DS349 and SCSI Buldifg Component 6904 Parke East Blvd. Safely Drformaffornvailable from Truss Rate Institute, 219 N. We sheet Suite 312. Alexandrio, VA 22314, Tampa, FL W610 Job Truss Truss Type illy Ply THOMAS T16806622 15548 G1 Hip 1 1 Job Reference (optional) Chdrnaels These, ini Fad Pierce, FL u.z9u s Dec a zula MI I ex Ulausine5, Inc. Wea Apr 1 / u/:3/:19 zule racer a 0 Scale = 1:69.1 SxB = 3z4 II 3.6 = 3x8 = Sx6 = 3 23 4 5 26 6 25 26 7 17 16 1528 14 29 13 12 30 11 10 3x6 = 3,01 11 3z4 = 4z6 3z8 = 3x4 11 3x8 = 7x8 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(l) -0.18 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(CT) -0.35 14-16 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.14 10 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.19 14 >999 240 Weight: 251 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPM 30 TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 5-5-5 oc bracing. 9-10: 2x6 SP No.2 WEBS 1 Row at midpt 3-14, 6-11, 8-10 REACTIONS. (lb/size) 1=2224/Mechanical, 10=2224/Mechanical Max: Ho¢ 1=-328(LC 10) Max Uplift 1=-1032(LC 12), 10= 1040(LC 12) Max Grav 1=2245(LC 17), 10=2224(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3550/1989, 2-3=-3069/1895, 3-4=3074/2033, 4-6=-307412033, 6-7=-1958/1376, 7-8=-2405/1546,9-10=-293/239 BOT CHORD 1'-17= 1646/3046, 16-17=-1646/3046, 14-16=-1275/2585, 13-14=-1553/2951, 11-13=-1553/2951, 10-11=923/1639 WEBS 2-16=-828/530, 3-16=-327/675,3-14=-541/1044, 4-14=-688/547, 6-14=-1621311. 6-13=0/363, 6-11=-1510/820, 7-11=-465/847, 8-11=-171/559, 8-10=-2468/1404 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=4511; L=41ft; eave=5R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 4-0-13, Interior(1) 4-0-13 to 11-0-0„Exterior(2) 11-0-0 to 16-9-0, Interior(1) 16-9-0 to 32-8-0, Extedor(2) 32-6-0to 38-5-0, Interior(1) 38-5-0 to 40-5-4 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) This truss has been designed for a 10.0lost 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= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1t=lb) 1=1032, 10=1040. Walter P. Rnn PE No.22839 MTek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33610. Date: April 17,2019 Q WARNNG-Verifydealgnpmemetemand RF ONOTESONTN/SANONCLUOEOMREKREFERANCEPAGEMR74mmv. 1ara 16BEFOREUSE Design valid for use anlywiM MBek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdestgn. Bracing indicated is to prevent buclding of beveled truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcal storage, delivery, erection and bracing of musses and truss systems, seeANSVWII Cua h, Criteria. DSB49 and SCSI Building Component 69N Parke East Blvd. Safety Infoenatlonavailoble from Two Plate Institute, 218 N. Lee Street. Suite 312, Alaxondtla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T16806623 1554E C Hip 1 1 ' Job Reference (optional) Unambers I russ, Inc., non Monte, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:20 2019 5.8 MT18HS = 3x4 = 3x6 = 3k4 = 3 423 5 24 6 25 7 5x6 = Scale=1:71.1 17 16 15 27 14 13 12 28 11 29 30 10 3x6 = 3.4 11 4x6 = 3x4 11 3x4 It 3x8 = 7x8 = 3x8 = 5x6 wB- fi-8-] 13l 18-10-11 21-10-0 24-9-5 30-8-0 40-8-0 aaT R.vo coned �o-is-c a-s . Plate Offsets MY)— 11:0-6-0,0-0-67 f3:0-5-12 0-2-07 17:0-4-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL. 1.33 TC 0.65 Vert(L-) -0.52 14-16 >928 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(CT) -0.85 14-16 >569 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 HOrz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matnx-MS Wind(LL) 0.4214-16 >999 240 Weight: 2531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* BOT CHORD 9-10: 2x6 SP No.2 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=2224/Mechanical, 10=2224/Mechanical Max Horz 1=-396(LC 10) Max Uplift 1=-1032(LC 12), 10=-1040(LC 12) Max Grav 1=2287(LC 17), 10=2315(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3622/1973, 2-3=-2989/1793, 3-4=-2419/1632, 4-6=-2634/1776, 6-7=-2045/1406, 7-8=-2520/1570,8-9=-293/214, 9-10=-351/273 BOT CHORD 1-17=-1643/3172, 16-17=-1643/3172, 14-16=-1294/2747, 13-14=-1294/2747, 11-13=-1294/2747, 10-11=-980/1786 WEBS 2-17=0/272, 2-16=-987/614, 3-16=-573/1066,4-16=-777/283,4-14= 88/272, 6-13=-67/457, 6-11= 1362/679, 7-11=-547/1019, 8-11=-79/389,8-10=-2482/1420 Structural wood sheathing directly applied or 3-5-9 oc pudins, except end verticals. Rigid ceiling directly applied or 5-6-1 oc bracing. 1 Row at micipt 2-16, 4-16, 4-14, 6-11, 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22R; B=45ft; L=41ft; eave=5N; Cat. 11; E7th C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 4-0-13, Interior(1) 4-0-13 to 13-0-0, Exterior(2) 13-0-0 to 18-10-11, Interior(1) 18-10-11 to 30-8-0, Extertor(2) 30-8-0 to 36-5-0, Interior(1) 36-5-0 to 40-5-4 zoar -C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 1=1032, 10=1040. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 O WARNING- Verily design parameters and BEAD NOTES ON MIS AND INCLUDED NITEK REFERANCE PAGEhall rev. loVa4a15 BEFORE USE Design void for use only with MgbkaD connectors. Tins design Is based any upon parameters shown, and Is for on Individual building component not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this dedgn Into ire overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with possible penonalInjury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSVrPl1 Quality CMnW. poll and 8C51 Bultlhp Component 69M P.*. East Blvd. Safety mformatbrrovailable from Truss Plate Institute. 218 N. We Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply THOMAS T16806624 75548 G3 Hip 1 1 Job Reference (optional) o.49u a use o eula ml l eK nausmes. Inc. wed Apr l / ur:at:?i eu a, Scale = 1:80.0 5x8 MrieHS= 3x4 11 5xB = 8.00 12 4 22 23 5 24 6 11 16 15 14 26 13 27 12 11 28 10 9 axe = 3.4 11 46 = 3x8 =. axis = 3x4 = 4x4 = 3x6 II 3x4 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Gnp DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FSC2017/rP12014 CSI. TC 0.71 BC 0.59 WE 0.74 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (lee) Vo l Ud -0.16 13-14 >999 360 -0.2813-14 >999 240 0.11 9 rda Ida 0.20 16-19 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 264 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directlyapplled or 5-5-4 oc bracing. 8-9: 2x6 SP No.2 WEBS 1 Row at midpt 2-14, 5-13, 6-13, 6-11, 7-11 OTHERS 2x4 SP No.3 REACTIONS. (lb/Size) 1=2224/Mechanical, 9=2224/Mechanical Max Hom 1=-464(LC 10) Max Uplift 1=-1032(LC 12), 9=-1040(LC 12) Max Gmv 1=2237(LC 17), 9=2238(LC 1 B) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3518/1925, 2-4=-2734/1703, 4-5=-2272/1664, 5-6=-2272/1664, 6-7=-2404/1578, 7-8=-2397/1375, B-9=-2181/1287 BOT CHORD 1-16=158113094, 14-16=-1581/3094. 13-14=-999/2306, 11-13=-846/1910, 10-11=-1000/1884 WEBS 2-16=-7/331, 2-14=-1173015, 4-14=-358r/93, 4-13=-198/495, 5-13=-705/537, 6-13-- 436/848, 6-11 =-1 321370. 7-11=-337/233, 7-10= 555/396, 8-10=-100811919 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCOL=4.2psf; BCDL=3.Opsf; h=22N; B=45ft; L=41R; eave=5fb Cat. II; Epp C; Encl., GCpi=0.18; MWFRS (directional) and GC Extenor(2) 0-0-0 to 4-0-13, Intenor(1) 4-0-13 to 15-0-0, Extedor(2) 15-0-0 to 20-9-0, Inteffor(1) 20-9-0 to 28-8-0, Edeffor(2) 28-8-0 to 34-6-4, Interior(1) 34-6-4 to 40-5-4 ione;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are W20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 6) • This truss has been designed for alive load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the bottom chord and any other members, with BCDL=1(.Opsf. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except 01=11j) 1=1032, 9=1040. Walter P. Finn PE No.2Y639 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 A WAgNING-Vedrydia9e parametelsend BEAD NOTES ON TUSAND INCLUDED NITEKNEFEBANCEPAGEN&MM.v. faT.Y1015BEFOBEUSE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an li, itlual 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. &acing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' Ls olways required for stability, and to prevent colloMe with possible personal Injury and property damage. For general guidance regarding the fabdi storage, doiivery, erection and bracing of trusses and truss systems. seeANSWII Quality Dillard. DSBd9 and BCSI Building Component Safety informations llable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexonddo, VA 22314. 6904 Pale East Blvd. Tampa, FL 33610 Job - Truss Thus Type Oty Ply THOMAS T7680fi625 55548 G4 PIGGYBACKBASE 1 1 Job Reference (optional) cnamoers I rusks, Inc., ton Florae, rL 7x8 MT1 BHS = 7x8 MT1 BHS= 6x8G 31 3x6 i 8.00 12 8 5 29 21 20 19 6x8 - 22 45 = 3.6 = 0r 2 3x4 II 1 4.13 12 5x6 3.240 s Dec 62018 MiTek Industnes, Inc. 3x4 11 4x5 = 6x8 = 32 7 33 8 9 18 36 3x8 = &5 34 104x6 1 11 1615 14 3x4 II 3.4 II 7x8 = 17 07:37:23 2019 35 4x5 = Scale = 1:85.6 12 , ►63 � 9 ] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.74 BC 0.64 WE 0.94 Matrix -MS DEFL. in (loc) Vdefl Od Vert(LL) -0.16 17-18 >999 360 Vert(CT)-0.3217-18 >999 240 Horz(CT) 0.18 12 n/a r1a Wind(LL) 0.3322-25 >443 240 PLATES GRIP MT20 244/190 MT18HS 244/190 - Weight: 272 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-8 cc puffins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-7-0 cc bracing. B-16: 2x4 SP No.3 WEBS 1Row at micipt 8-18,9-15 WEBS 2x4 SP No.3 *Except* 15-17,9-17:2x4 SP M 30, 5-21: 2x6SP,No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2-873/0-8-0, 21=2501/0-8-0, 12=2023/0-8-0 Max Horz 2=735(LC 11) Max Uplift 2=-845(LC 12), 21=-1387(LC 12), 12= 1072(LC 12) Max Gmv 2=875(LC 21), 21=2501(LC 1), 12=2023(LC 1) FORCES. (lb) - Max. Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1196/2478, 3-4=-936/736, 4-5=-729/549, 5-6= 2382/1336, 6-7=-2469/1625, 7-8=-2469/1625,8-9=-2400/1571, 9-10= 2263/1420,10-12= 2834/1556 BOT CHORD 2-22=-2506/912;21-22=-2180/909,20-21=-646/1118,18-20=-581/1889;17-18=-916/2426, 8-17=-552/361,14-15= 1069/2247,12-14=-1069/2247 WEBS 3-22=-1163/256,3-21= 538/1671,6-18=-539/1043,7-18=-611/454,15-17=-104&2899, 9-17=-1134/2847,9-15=-1892/584,10-15=-944/525,5-21=-2060/1244,5-20=-193/1225 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=22ft; B=45ft L=46ft; eave=6fp Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -2-1-0 to 2-5-13, Interior(1) 2-5-13 to 7-0-0, Exterior(2) 7-0-0 to 11-6-13, Interior(1) 11-6-13 to 20-0-0. Extenor(2) 20-0-0 to 24-6-13, Intedor(1) 24-6-13 to 33-8-0, Extedor(2) 33-8-0 to 38-2-13, Interior(1) 38-2-13 to 47-9-0 zone; porch left exposed;C-C for members and forces&MWFRS for reactions she=; Lumber DOL=1.60 plate grip DOL=1.60 3) Pravide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 w de will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSV/ PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Walter P. Finn PE No.22639 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MTek USA, Inc. FL Cad 6634 2=845, 21=1387, 12=1072. 6904Parke East Blvd. Tampa FL 33610 Date: April 17,2019 O WARNING-VedrydetlgnpmamefemwdREADNOTES ON WISANDWCLUDEOMREKBEFEBANCEPAGEM&74nmv.. losNUS15BEFONEUSE Design valid for use only with Mmek® connectors. This design Is based only upon parameters shown and Is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Brooing indicate! is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse win possible personal injury and property damage. For general guldonce regarding me fabrication, storage, delivery. erection and bracing of frusses and huss systems. seeANSUIPII Quality CMnW, DSB49 and BCSI Balding Component 6904 Parke East Blvd. Safety InfolmatbrWallable from Truss Plate Institute, 218 N. We Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type �QlyPl�yTHOMA�S_��T16806626Z5548 GS PIGGYBACKBASE Chambers Truss, ma, -2-0-0 4-7-1 Fun Fierce, FL 9-0-0 I 12-3-,10 14-0-0 20-0-0 26-10-0 b.24U s uec b zul6 MI 1 ex mauslnes, Inc. vvea Apr T ] U):3]:z4 2u19Page 1 ID_03YKgzFABiAZZOFYFdn2yWo7i-yBilvkUPWJJJBZgsLhX11yOhDuYOODuK7zZ53zPtfv 33-8-0 3�rQ 0 38-6-0 43-0-0 45-6-0 47-8-0 12-0-0 4]-1 4-0-15 &3-10 1-8-6 fi-e-0 6-ta-0 a%. 0.'4'-0 4-6-0 4E1 2-8-0 2-0-u Scale = 1:85.6 Sz8 MT18HS= 3x4 II Sx6 =3x4 II - 7 34 35 8 36 9 10 6x8 = 5x6 = 546 = 3x5 33 11 3x6 J d 5 [!S] 2 2 1 8.00 12 3x5 11 3x5 i 13 3 37 25 24 23 21 14 31 22 38 26 6z8 = 3x5 = 3x6 = 3x8 = l� 19 18 1530 n 2 27 3x5 4z5 — 3x4 11 7x8 —7x10 = d[ 6x8 0 6.00 L p1 3x411 5x8 MT18HS= 4.13 12 4x8 s-00 4-'!4 9-0-0 1281012A-0 20d0 26160 3C-0O 3&e-0 d300 45-B-0 4-]4 4-0-15 j s-s-100 bOa &10-0 )-2-0 Plate Offsets (X,Y)- r2:0-1-14,Edael. r4:0-4-4,0-2-41. F/:0-5-12,0-2-0L f9:0,3-12 0-2-0] f14:0-5-15 0-0-01 120:0-2-12 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.71 Vert(LL) -0.18 20-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(CT) -0.3820-21 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress [net YES WB 0.93 Horz(CT) 0.21 14 n/a i BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.3126-27 >484 240 Weight: 280 to FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except* 10-19: 2x4 SP No.3, 14-16: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 5-25: 2x6.SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=953/0-8-0. 25=2366/0-8-0, 14=2116/0-8-0 Max Hi 2=731(LC 11) Max Uplift 2=-91 12), 25=-1225(LC112), 14=-1129(LC 12) Meer Gray 2=960(LC 21), 25=2366(LC 1), 14=2116(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc pudins. BOT CHORD Rigid ceiling directly applied or3-4-10 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1690/3900, 3-4=-943/2292, 4-5= 728/2060, 5-6=-1757/2416, 6-7=-2434/1816, 7-8=-2571/1923,8-9=-2571/1923,.9-10=-2737/1999, 10-11=-2964/1909; 11-13= 319111940,13-14=-5270/2812 BOT CHORD 2-27=-3819/1368, 26-27=,3588/1377, 25-26=-18251767, 24-25=-1715/883, 23-24=-2024/1861,21-23=-984/1978,20-21=-997/2296,16-18=-2097/4193, 14-16=-2241/4615 WEBS 3-26=-898/1545, 4-26=-1122/248, 5-25= 1883/933, 5-24=-629/1665, 6-24=-1456/696, 6-23=-276/1182, 7-23=-359/259, 7-21= 368/1020,8-21=-698/524, 9-21=-396/548, 9-20=-615/1128,18-20=-1310/2607,11-20=-597/329,3-27=-683/173,13-18=-18511787, 13-16— 506/1387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L--46ft; eavei Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -2-1-0 to 2-5-13, Inteariot(1) 2-5-13.to 9-0-0, Exterior(2) 9-0-0 to 13-6-13, Interior(1) 13-6-13 to 20-0-0, Extedor(2) 20-0-0to 24-6-13, Intedor(1) 24-6-13 to 33-8-0; Extehor(2) 33-M to 38-6-0, Interior(1) 38-6-0to 47-9-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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 alive load of 20.Opst 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) Bearing at joint(s) 2, 14 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) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904Parke East Blvd. Tampa FL 33610 Dale: April 17,2019 Q WARNWG-Verily Eeefgnpammefom=dREAONO]ESONTNISAND/NCLUDEOM REFERANCEPAGEMb7v3me 111=W15BEFOREUSE Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity Me applicability of design parameters and properly incorporate this design Into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobAcatlon, storage, delivery, erection antl bracing of trusses and frees systems, s 8ANStM[l Qui CdNde, DS849 and BC51 Building Component 6904 Palle East Blvd. Safety lnfolmationovolioble from Truss plate Institute, 218 N. Lee sheet. suite 312, Alexandria, VA 22314. Tampa, rL 33610 Job Thus Truss Type Oty Ply THOMAS T16806627 7554E G6 PIGGYBACK BASE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:26 2019 Page l 8.00 F12 3z6 i 3 2 27 b 1 3x4 II 4.13 12 5x6 G Scale = 1:85.6 5xB = 3z4 11 5x6 = 3x4 II 7 34 35 8 36 9 10 5x6 — 5x6 = 6x8 = 4 5 3x5 11 3zfi Q 33 12 3x5 11 13 bad 37 jI 2625 2438 23 21 14 22 1516 1� 7x8 MT18HS= 3x4 II 3x6 = 3x8 = 19 18 c 3x6-% 4x5 = 3x4 II 7.8 — 7x10 = 1rdv . EzB= 6.00LIFY EA M71SHS= 12-0-0 5-7-1 11-0-0 MID 16-00 2000 2"130ti-0 i3L-0 450-0 sa-t I s+t�� 33-0 4-0a I a100 7-z-0 4-0-0 I ac-0 za-0 one Plate Offsets (X,Y)-- 12:0-4-15,0-2-01, f4:0-4-4,0-2-41, 17:0-5-12,0-2-01, f9:0-3-12,0-2-OL 114:0-5-15,0-0-01. 120:0-2-12,Edne1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.80 Vert(LL) -0.19 20-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(CT) -0.39 20-21 >999 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.20 14 We nVa BCDL 10.0 Code FBC2017/rP12014 Matnx-MS Wind(LL) 0.4326-27 >341 240 Weight: 2821b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30'Excepr 10-19: 2x4 SP No.3, 14-16: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 5-25: 2x6 SP No.2 WEDGE Leh: 2x4 SP No.3 REACTIONS. (lb/size) 2=892/0-8-0, 25=2450/0-8-0, 14=2093/0.8-0 Max Horz 2=731(LC 11) Max Uplift 2=-814(LC 12), 25=-1415(LC 12), 14=-1077(LC 12) Max Grav 2=892(LC 1). 25=2450(LC 1), 14=2110(LG 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 3-0-15 oc bracing. FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-146B/2964,3-4=-376/488, 4-5=-243/516, 5-6=-1730/1066, 6-7=-2242/1407, 7-8=-2506/1650,8-9=-2506/1650,9-10=-2743/1793, 10-11=-2910/1701, 11-13=-3143/1750,13-14=5123/2539 BOT CHORD 2-27=-3003/1178, 26-27=-2648/1169, 25-26=-396/407, 24-25=-276/416, 23-24=-615/1931, 21-23=-616/1936,20-21=-826/2251,16-18=-1881/4077,14-16=-2006/4489 WEBS 3-27=-1059/249.3-26=-124312383, 4-26=-626/139, 5-25= 1961/1437, 5-24= 709/2171, 6-24=-14321764,7-23=-58/264,7-21=-494/1028,B-21=-705/531, 9-21=-242/513, 9-20=-594/1120,18-20=-1156/2564,11-20=-606/345,13-16=-442/1353,13.18=-1820(/29 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B-45ft; L=4611; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 2-5-13, Interior(1) 2-5-13 to 11-0-0, Exterior(2) 11-0-0 to 15-6-13, Interior(1) 15-6-13 to 20-0-0, Extedor(2) 20-M to 24-6-13, Interior(1) 24-6-13 to 33-8-0, Eldenor(2) 33-8-0 to 38-6-0, Interior(1) 38-6-0 to 47-9-0 zone; porch left eXposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 2,14 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=814, 25=1415, 14=1077. Walter P. Finn PE NG22839 MTek USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 ,&WARNING -Verify tleslgn parameters antl READ NOTES ON MXMDD/CLUDEDMREKREFERANCEPAGEM674le.s.. 111,2132015 BEFORE USE Design valid for use only with MBek® connectors, thb design b based any upon parameters shown. and Is for an IndNldual bullding component, not a huss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall bulldingaesign. Bracing Indicated Is to prevent bucking of Individual hum web and/or chord members only. Additional temporary and permanentbrocing MiTek' Is always requlredfor stabilty and to prevent collapse wlth possible personal injury and property damage, For general guidance regarding the fabrication. storage, delivery, erection and brocing of trusses and Muss systems, seeANSUfPI1 Quaft CdbAa. D3849 and BC51 Building Component 6904 Parke East Blvd. Safety Infermatbrnvoiloble from Truss Plate Institute. 218 N. We sheet Suite 312, Alexandria, VA 2291A. Tampa, FL 33610 Job Truss Thus Type Qty Ply THOMAS T16806628 75548 G7 PIGGYBACKBASE 1 1 Job Reference (optional) cnamoers I russ, Ina., ran Pierce, VL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:27 2019 Page 1 ID:_03YKgzFABiAZZQFYFdn2yW o7i-MmOu)GNei RiuAel PXUEEegaa8RxQDmbKO5CDhNzPtts 2-0.0 Z-0-0 12-3-10 1ag-0 0 18-0.0 20-0-0 26.10-0 33-8-0 34 0 38-6-0 ' 4a" 45-B-0 47-8-0 I2-0.0' 7-0.0 53-10 O18-H 5-0-0 2-0.01 6-101 6-10-0 0-0�0 4-6-0 4-6-0 2' 2.0.0� Scale = 1:87.2 5xe 3x4 11 Sx6 = 3x4 II 600 b 5x6 = 8 34 35 9 36 10 11 8.00 12 6 5 3x5 1 3 3x6 4 12 3x6 J 4x6 i 32 13 It 4 3 3x5 14 37 31 26 25 24 23 22 38 3g 15 r 1� ]x27 6 = 4x6 = 3x5 = 3x6 = 3xIO = 20 19 11 a 11 c 2 3x4 II d 3x4 11 7x8 = I 8 6x10 = l 1 5x8 — ]01 fi.00 12 2 4.13 ,2 4x6 7-0-0 12-3-10 12-N-0 18-0-0 20-0-0 26-111 34-0-0 38-6.0 43.OA 451 8-0 zn-n s.n.m n..e ac.n o.n:n A-m.n Plate Offsets(XY)-- f2:0-1-14Edae] 13:0-3-OEdgel [6:0-3-80-M] f6:0-1-00-1-71 f8:0-6-40-241 F10:0-3-120-2-01115:0-4-110-0-0112Y0-2-120-3-41 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud' PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.57 Vert(L-) -0.17 21-22 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.3521-22 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.89 Horz(CT) 0.13 15 n/a rt/a .BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.30 27-30 >496 240 Weight: 29311c FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 20 SP M 30'ExcepY 11-20: 2x4 SP No.3, 15-17: 2x6 SP No.2 WEBS 2x4 SP No.3*Except* 5-26: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (I ilsize). 2=444/0-8-0, 26=3065/0-8-0, 15=1926/0-8-0 Max Hoe 2=731(LC 11) Max Uplift 2=-614(LC 12), 26=-1688(LC 12), 15= 1003(LC 12) Max Grant 2=496(LC 21), 26=3065(LC 1), 15=1968(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-9 no pudins. BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. WEBS 1 Row at irl 5-25.8-22 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-114/1392, 4-5=-1110/1603, 5-6=-906/491, 6-7=-932/475, 7-8=-1426/806, 8-9=-2013/1256, 9-10=-201311256, 10-11=2413/1489, 11-12=-2561/1396, 12-14=-2840/1473,14-15=-4673/2138 BOT CHORD 2-27=-1568/0,26-27=-1 173/25,25-26=-1209/1263,24-25=-53/996,22-24=-110/1214, 21-22=-575/1933,17-19=-1565/3722,15-17=-1662(4102 WEBS 4-27=-11761291, 4-26=-1275/2372, 5-25=-1475/2492, 7-25=-1520/1008, 7-24=283/650, 8-24=-506/354, 8-22= 720/1232, 9-22=-699/540, 10-22=-120/295,10-21=-557/1080, 19-21= 924/2273, 12-21= 633/369, 5-26=-2914/1927, 14-17=-349/1248, 14-19=-1724/644 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=22ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMenor(2) -2-1-0to 2-5-13, Interior(1) 2-5-13 to 13-0-0, Extenor(2) 13-0-0 to 17-6-13, Interor(1) 17-6-13 to 20-0-0, Exter or(2) 20-M to 24-6-13, Interior(1) 24-6-13 to 33-8-0, Extedor(2) 33-8-0 to 38-6-0, Interior(1) 38-6-0 to 47-9-0 zone; porch left exposed;C-C for members and tames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) This truss has been designed for a 10.0 pet 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 chard and any other members, with BCDL = I0.0psf. 6) Bearing at joints) 2, 15 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 61=11b) 2=614, 26=1688, 15=1003. Walter P. Finn PE No]2839 MiTek USA,Inc.FLCed S634 , Still Padre East Blvd. Tampa FL 33610 Date: April 17,2019 ®WARN/NG-Verity deslgnpammeters and READNOTES ON MIS AND WCLUDEDU?EKREFERANCE PAGE MIL7473rev. reenters BEFORE USE Design valid for use only with MReIW 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 Me overall building design, Bracing Indicated is to prevent buckling of individual huts web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stoblIty and to prevent collapse with pos0ble personal Injury and property damage. For general guidance regarding the fobdcallon, storage, delivery, erection and bracing of busses and truss systems. seeANSVWII CuallM CMnto. DS849 and SCSI BWtlhp Component 69N Parke East Blvd. Safety Informationavarciple from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexondri4 VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply THOMAS T76806629 75548 GB PIGGYBACK BASE 2 1 Job Reference (optional) cnamoem I russ, Inc., ran rrerce, rL B.Z4U S.Dea a 2Ula NII l eK mawlnes, mC. VVea Apr 11 U1:3ft28 2U19 Pagel Scale=1:86.8 5.6 = 3.4 11 3z5 = 46 = 3x5 = 5x8 O 8.00 Fl2 6 32 7 8 33 9 10 11 4xe � 5 3z5 Q 3x6 i 12 3z6 J 3x 1 4 13 3x6 3 14 34' 26 25 35 24 23 22 36 15 „ 31 6z8 — 4x8 = 3z4 11 20 19' l 16 3d n 2 27 Sz8 MT18HS 3x4 11 = 3.4 11 7xB — 18 ]N 0 1 3x4 11 6x10 MT78H5= 6.00 Lx10 MT18HS = 4.13 12 5x6 15a 62-16 12310 12y1-0 21.2-11 26i0 2Y5-5 30L-0 30dU L360 dsea 62-16 6-0-12 .�P �6290 F2-11 335 2415 66-11 dE0 db0 2-0-0 Plate ONsets(X,Y)-- [2:0-5-5,0-0-141 [6:0-4-0,0-24] [8:03-0Edge] [10:0-4-40-1-11] [15:0-5-150-0-01 [21:0-3-120-2-12] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Ved(LL) -0.71 21-22 >559 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Ved(CT) -1.34 21-22 >295 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES W B 0.81 Horz(CT) 0.34 15 1 n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.7421-22 >536 240 Weight: 284Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood Sheathing directly applied. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 11-20:2x4 SP No.3, 15-17:2x6 SP No.2 WEBS 1 Row at midpt 7-25, 9-21 WEBS 2x4 SP No.3*Except* 5-28: 2x6 SP No.2, 19-21: 2x4 SP M 30 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1342/0-8-0, 26=1832/0-8-0, 15=2261/0-8-0 Mau Ho¢ 2=731(LC 11) Max Uplift 2=-996(LC 12). 26=-1165(LC 12), 15=-1145(LC 12) Max Gray 2=1342(LC 1), 26=1901(LC 21), 15=2373(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 ill or less except when shown. TOP CHORD 2-3=-2816/3199, 3-5= 22111717, 5-6=-2258/1114, 6-7= 1810/944, 7-9=3109/1676, 9-10=-278211601,10-11=-3252/1854,11-12=-3519/1833,12-14=-3699/1872, 14-15=-5840/2722 BOT CHORD 2-27=-3155/2327, 26-27=2797/2351, 25-26=-31311533, 24-25= 991/2920, 22-24=-991/2920, 21-22=-991/2920,11-21 =-1 28/338,17-19=-2027/4546, 15-17=-2164/4926 WEBS 3-27= 1068/221,3-26=-1098/2364,5-26=-1101f730,5-25=-179/456, 6-25=-487/1090, 7-25=-1838/1116, 7-24= 139/545,9-21=-584/195,10-21=-628/1212, 19-21=-1328/3083, 12-21=-562/354, 14-17=-48311453, 14-19=-1911/778 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=170mph (3-second,gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=O.18;.MWFRS (directional) and C-C Exteddr(2) -2-1-0 to 2-5-13, Interior(l) 2-5-13 to 15-0-0, Exterior(2) 15-0-0 to 21-2-11, Interior(1) 21-2-11 to 33-8-0, Exterior(2) 33-8-0 to 40-1-8, Interior(1) 40-1-8 to 47-9-0 zone; porch left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pbnding. 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 = 10.Opst. Walter P. Finn FEN0.22839 7) Beading at joint(s) 2, 15 considers parallel to grain value using ANS1rrP11 angle to grain formula. Building designer should verify MiTek USA, Inc. Fl. Carl 6634 capacity of beefing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except (jt=1b) 6904 Parke East Blvd. Tampa FL 33810 2=996, 26=1165, 15=1145. Date: April 17,2019 ,&WARNING- Verify design Pinrindi , and READ NOTES ON THIS AND INCLUDED MRIEKHEFENANCEPAGEM67423ni 10'=0159EFONEUSE Design valid for use only with M99M connectors. this design Is based only upon parameters shown, and 6 for an Ind itlual building component, not a truss system. Before use, Me building designer must verify Me applicability of design parameters and properly Incorporate fins design Into the overall bulldrigdeslgn. Bracing indicated 6 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bmcing is always required for stobtly and to prevent collapse win possible personal injury and property damage, For general guidance regarding the fabrication, storage, deanery, erection and bracing of frusses and muss systems, seeANSU1pi1 QuoiBv criteria. D68d9 and BCBI Building Compon�nl Safety Informational from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexontlr!a, VA 22 14. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Cry Ply THOMAS T168D6630 35548 G9 PIGGYBACK BASE 1 1 Job Reference (optional) Gnan-Ders I russ, Inc., FOr rlerce, FL 4x8 i 8.240 5x6 = 3x5 = 4x6 — 3x5 = 8.00 12 6 33 7 B 34 9 3x4 11 5 4x6 i 3x5 i 4 3 25 3x4 II 4.13 12 24 36 23 37 22 21 20 38 5x6 = 3x5 = 5x6 MT18H5= 3x4 II 3x4 11 621318 MITeK Industries, Inc. Wed Apr 1707:37:302019 Pagel 7dn2yWo?i-mL3OAnPT_M4T261 DcnxGICOgew1 C5pmi3CulizPtfp 3A-11¢ 39-8-0 45-6-0 1478-0 -3� fi-0-0 2-0-0 Scale = 1:85.6 5x8 MT1 BHS 10 4x5 Q 11 3x5 3x6 Q J12 13 d 35 1 6 19 14 Ip_ N. 3x8 — 49 7IN0 17 16 Id 3x4 It 4x8 — 4x5 = l"'d lzru 1AN 21-2-11 N4 j zT-ss asaa V as-e9 I 4saa Plate Offsets (X Y)-- f2:0-3-3 0-1-91 f4:0-3-0Edgel 16:0-4-4 0-2-41 f8:0-3-0Edgel f 10:0-4-12 0-2-01 f 14:0-0-0 0-0-41 116:03-8 0-2-01 f 18:0-6-4 0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 Vert(LL) -0.63 19-20 >637 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -1.15 19-20 >348 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor YES WB 0.99 Horz(CT) 0.31 14 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.6619-20 >605 240 Weight: 271 Ib FT=20% LUMBER - TOP CHORD 2x4 SP M 30 GOT CHORD 2x4 SP M 30 *Except* 11-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 5-24: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1508/0-8-0, 24=1631/0-8-0, 14=2258/0-8-0 Max Horz 2=735(LC 11) Max Uplift 2=-1059(LC 12), 24=-1095(LC 12), 14=-1151(LC 12) Max Gmv 2=1508(LC 1), 24=1650(LC 17), 14=2350(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 7-23,9-19 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3241/3168, 3-5=-2536/1179, 5-6=-2502/1391, 6-7=-2017/1203, 7-9=-3293/1915, 9-10=-3009/1786, 10-11= 3525/2057,11-12= 4030/2164,12-14=-3380/1784 BOT CHORD 2-25=-3073/2675,24-25=-2690/2688,23-24=-505/2048,22-23=-1230/3229, _ 20-22= 1230/3229,19-20=-1230/3229,18-19=-1281/3095, 11-18=-548/1093, 14-16=-1255/2656 WEBS 3-25= 1163/231,3-24=-1010/2116,5-24=-536/397,6-23=-546/1220,7-23=-1805/1007, 7-22=-120/546,9-19=-681/203,10-19=-829/1499,11-19=-1088/696,16-18=-1347/2837, 12-18= 139/694,12-16=-1094/601 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft;, L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18;-MWFRS (directional) and C-C Extedor(2) -2-1-0 to 2-5-13, Intenor(1) 2-5-13 to 15-0-0, Extedor(2) 15-0-0 to 21-2-11, Intedor(1) 21-2-11 to 33-8-0, Extefior(2) 33-8-0to 40-1-8, Interior(1) 40-1-8 to 47-9-0 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 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVI-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb) 2=1059, 24=1095, 14=1151. Walter P. Finn PE No.22839 MIT& USA, Inc. FL Cedfi634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 A WARNING- Verl/y Oeergnparemetsmand REAP NOTES ON 1111 OINCLUDED M?EKREFERANCEPAGEM110.74" ree 1ND320159EFOREUSE valid for use onlywith MReM connector. TrK design 6 based only upon parameters shown, and Is for on Individual building component, not WitDesign a truss system. Before use, ire building designer must verify the applimbllity, of design parameters and properly Incorporate this design Into the overall bulidngdeeign. Bracing indicated is to prevent bucW[ngofindividualhere web and/or chord members only. Additional temporary and permanenfbracing MOW Is always well for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIFII Duality CMnla. DS419 and BCSI IluSdhp Component 69M Parke East Blvd. Safely Infalmotlonovailable from Truss Plate Instilute, 218 N. Lee Sheet Sulte 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAB ' T16806631 75548 GEA GABLE 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4x4 = 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 17 07:37:31 2019 Scale = 1:29.2 to 11-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 ,Plate Grip DOL 1.33 TC 0.34 Vert(LL) -0.04 9 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Ver(CT) -0.06 9 1 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 8 1 WE BCDL 10.0 Code FBC2017/TP12014 Mardi Weight: 60 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc; bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-4-0. (lb)- Max Hoe 2=248(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 14, 10 except 2=-416(LC 12), 8=-416(LC 12), 13= 219(LC 12), 11= 219(LC 12) Max Grav All reactions 2501b or less atjoint(s) 12, 14, 10 except 2=417(LC 1), 8=417(LC 1), 13=295(LC 17), 11=293(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-14=-142/253, 13-14=-142/253, 12-13=-142/253, 11-12=-142/253, 10-11=-142`253, 8-1 0=-1 42/253 WEBS 4-13=-300/282,3-14=-321/122, 6-11=-298/281, 7-10=-321/122 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh, BCDL=3.Opsf; h=221L B=45ft; L=24ft; eave=2h; Cat. II; Exp C; Encl., GCpi=0.18; Mir (directional) and C-C Comer(3) -2-1-0 to 0-11-0, Exterim(2) 0-11-0 to 5-81 Comer(3) 5-8-0 to 8-8-0, Exterior(2) B-8-0 to 13-5-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Tress 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/rPI 1. 4) All plates are 2x3 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 psi bottom chord live load nonconcurent with any other live loads. 8) ' 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-M wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joints) 14, 10 except Qt=lb) 2=416, 8=416, 13=219, 11=219. Walter P. Finn PENo12879 MTek USA, Inc. FL Cert 6634 69114 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 0 WARNING -Verity tleslgn parameters end flEAO NOTES ON THIS AND INCLUOEO MREK REFENANCE PAGE MLL74M rev. 16T32015 9EFONE USE. Design valid for use any with MmeS® coni fits design is based only upon parameters shown. and Is for an individual bulding component, not ��• a truss system. Before use, Me building tlesigner must verity the applicability of design parameters and properly Incarcerate this design Into the overall building design. Bracing indicated is to buckling of individual truss web and/or chard members only. Addidonal temporary and permanent bracing prevent is always required for stability and to prevent collapse with possible personal hury and property damage. For general guidance regarding Me MiTek' fabrication, storage, di erection and bracing of hums and truss systems seeANSU1P11 Duality Creedal, V5349 and 301 Building Component Neel Pare East Blvd. Safety Informafbnavallabie from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandra. VA 22314. Tampa, FL 33610 Job Truss �TwnType D5548 GEE ]Otyp[�YTHOMAST16806632 erence o tioral Chambers Truss, Inc., Fort Pierce, FL 4x4 = 8.240 s Dec 6 2016 MiTek Industries, Inc. Wed Apr 17 07:37:32 2019 Scale=1:27.7 la 9-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udef1 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.34 Velt(LL) -0.04 7 n1r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.14 Vert(CT) -0.06 7 Nr 90 BCLL 0.0 ' Rep Stress Incr YES WE 0.07 Horz(CT) 0.00 6 n1a Na BCDL 10.0 Code FBC20171TP12014 Matdx-S Weight 471b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD StrucMal wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-4-0. (Ib) - Max Horz 2=216(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 9, 10, 8 except 2=398(LC 12), 6=-398(LC 12) Maio Grav All reactions 2501b or less atjoint(s) 9, 10, 8 except 2=417(LC 1), 6=417(LC 1) FORCES. (Ila) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-10=-405/232,5-8=-407/233 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=22f; B=45tt; L=24ft; eave=2tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional)and C-C Comer(3) -2-1-0 to 0-11-0, Extenor(2) 0-11-0 to 4-8-0, Conrl 4-8-0 to 7-8-0. E teriog2) 7-8-0 to 11-5-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 Co. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joints) 9, 10, 8 except 01=11b) 2=398, 6=398. Walter P. Finn PENo.22939 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810, Date: April 17,2019 Q WARNWG-Verity design parametemanGNERD NOTESON TN/SAND DICLUDED UREKFEFERANCEPAGEUX74T3 rev. lamveors BEFORE USE Design valid for use only with MBea connectors. AIs design Is based only upon parameters shown, and Is for on Individual building component not a Muss 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 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablllN 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 Muss systems, seeANSI/NII 41ualMyCdUda, DSB-59 antl BCSI Ba9dbp Comp non3' Sabty m/amustbMlvailable 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 Dry Ply T76806633 75548 GEK GABLE 1 1 �THOIAAS Job Reference (optional) I fuss, Inc., Fort vierce, FL 4x4 = 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 17 07:37:322019 Scale = 1:34.2 42-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(L-) -0.04 9 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.13 Ven(CT) -0.06 9 ntr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 8 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 761b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-2-0. (lb) - Max Horz 2=-293(LC 10) Max Uplift All uplift 100 Ile or less at joints) except 2=-358(LC 12). 8= 358(LC 12), 13=-200(LC 12), 14=-119(LC 9), 11= 200(LC 12), 10=-119(LC 8) Max Grey All reactions 250 lb or less at joints) 12 except 2=425(LC 1), 8i 1), 13=255(LC 17), 14=266(LC 17), 11=252(LC 18), 1D=266(LG 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 4-5=-246(290, 5-6= 250/292 BOT CHORD 2-14=-167/280, 13-14= 167/280, 12-13=-167/280, 11-12=-167/280, 10-11=-167/280, 8-10=-167/280 WEBS 4-13=-256/245, 3-14= 428/260, 6-11=-255/244,7-10=-428/260 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=22R; B=45f ; L=24ft; eave=211; Cat. II; Exp C; Encl.,'GCpi=0.18; MWFRS (directional) and GC Conrl -2-1-0 to O-11-0, Exterior(2) 0-11-0 to 7-1-0, Comer(3) 7-1-0 to 10-1-0, Exte ior(2) 10-1-0 to 16-3-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Ali plates are 2z3 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 pat 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358lb uplift at joint 2, 3581b uplift at joint 8, 2001b uplift at joint 13, 119 lb uplift at joint 14, 200 lb uplift at joint 11 and 119 lb uplift at joint 10. Walter P. Finn PE NaIU39 MiTek USA, Ina FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNING -Verity dCaladpamenale. and BEAD NOTES ON THIS AND INCLUDED MITI REFEBANCE PAGE MX7M rev. 10TY2015 BEFORE USE. Design valid for use only with MBBId9 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 verily the applicability of design parameters and properly incorporate this design Into fie overall building design. Bracing Indicated is to prevent building of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequlredforstathiltyandtoprevenfcollapsewlihpossiblepersonallnjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSSVg i Quality CMnb, DS049 and SCSI Building Component 69M Parke East Blvd. Safety informationavotoble from Truss plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply THOMAS T1fi806634 75548 GRA Common Girder 1 ^ G Jab Reference (optional) B.241)S Use B 2U15 Mi l ek Industries, Inc. Wed Apr 17 07:37:34 2019 6x1a L..._.__ NAILED THD26-2 HUS26 5x12 NIT 18HS I I 4 HUS26 HUS26V a10x10 = HUS26 rno — Oxiu II .,...v .... •m.v HUS26 THD26-2 HUS26 h 1d Scale = 1:57.8 LOADING (pst) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.86 BC 0.81 WB 0.86 Mardi DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) Vdefl Ud -0.23 11-12 >999 360 -0.4311-12 >639 240 0.13 8 n/a n/a 0.26 11-12 >999 240 PLATES MT20 MTl8HS Weight: 324 lb GRIP 244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 2-7-6 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 7-10-5 oc bracing. WEBS 2x4 SP No.3 *Except* 4-12,5-11,3-14:2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1118210-8-0,8=11801/0-8-0 Max Horz 1=-411(LC 6) Max Uplift 1=-5583(LC 8), 8=-5747(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-18880/9376, 2-3= 14870/7276, 3-4=-11426/5660, 4-5=-11425/5660, 5-7= 14868/7170,7-8=-18383/8710 BOT CHORD 1-15=-7568/15676, 14-15=-7568/15676, 12-14=-5643/12309, 11-12=-5553/12286, 10-11=-7013115280,8-10=-7013/15280 WEBS 4-12=6040/12203,5-12=-4959/2460,5-11=-2678/5707,7-11=-379B/1852, 7-10=-1807/3899,3-12= 4998/2618,3-14=-2863/5738,2-14=-4272/2442, 2-15=-2431/4487 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs Connected as follows: 2x4 -1 row at 0-9-0 ad. 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) Unbalanced met live loads have been Considered for this design. 4) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.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. Waiter P. Finn PE NoIH39 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 5583 lb uplift at joint 1 and 5747111 uplift MiTek USA, Tue. FL Cod 6634 at joint 8. 9) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent spaced at 16-0-0 oc max starting at 3-1-8 8904 Parke East Blvd. Tampa FL 33810 from the left end to 19-1-8 to Connect truss(es) to front face of bottom chord. Date: 10) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 5-0-12 ADrll 17.2019 Q WARNWG-V mydeelgnparemetersand READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMO.1470re, 1Na12015££FORE USE Design valid for use only with MRel,®connectors. Me design Is based only upon parameters showy and is for on individual building component not ��- a buss system. Before use, the building designer must verify the cppticability of design parameters and propedy Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of lndiNduci truss web and/or hord 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, seeANSUfPII Quality Cmnt la, D50419 and BC51 Building Component 6904 Padre East BNd. Safety Informations lloble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type OIy Ply F75548 GRA Common Girder 1 ejence o tional U1lambers I russ, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 Mil Industries, Inc. Wed Apr 17 07:37:34 2019 Page 2 ID:_03Y KgzFABiAZZOFVFdn2yW o?i-f6JX?8Tz2bau Wj KISSstR8MhtFJmMwuMdhO5RTzPIS NOTES- 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert:1-4=-90, 4-9=-90,1-8=-20 Concentrated Loads (Ib) Vert: 12=-1931(F) 11=-1957(F) 20=-123(F)21=-2878(F)22=-1931(F)23=-1931(F)24=-1931(F) 25=-1926(F)26=-1957(F) 27=-1631(F)28=-1907(F) QWARNING- yenlydsslgnpar leserd READNOTES ON M1SANDWCLUDEDMo EKREFERANCEPAGEMX74Z3 ree 1G 15eEFORE USE ' Design valid for use any with Mrek® connectors. This design Is based only upon parameters shown, and Is for an Indtviduol building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall builtlingdeslgn. Bracing Indicated is to prevent buckling of Individual hussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and true systems, ceeANSVTP11 Quality Cdfedo, DSB-89 and SCSI Building Component Safety Inlamlalbmvalable from Truss Plate InsStute. 218 N. Lee Sheet. Suhe 312, Alexandrlo, VA 22314. 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Oly Ply THOMAS T16806635 75548 GRB Hip Girder 7 2 Jab Reference o tional 0.4vu 5L2a 0 ZU10 m1 le6 mousmes, Inc. wea April ul:Jraa zule 2-8-0 5-0-0 m-a 2-8-0 2.% 8x10 = a.00 12 3 25 Axis = 3x4 II 4x6 = 4x4 = 3x4 = 5.8 = 26 4 27 28 29 30 5 31 6 732 33 34 35 a 36 37 9 1 0 = 16 18 38 39 17 40 41 42 0 19 4x5 - 3.4 II 7A2 = 15 43 44 14 AS 13 4847 48 11 6xB = 3x4 II 3.4 11 7x8 = 4x6 = 3x4 It 4.4 = Scale = 1:616 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Gdp DOL 1.33 TIC0.62 Vert(L) -0.48 16-17 >899 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.84 Vert(CT) -0.89 16-17 >479 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Hom(CT) 0.34 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS WMd(LL) 0.6516-17 >662 240 Weight: 3911b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 1-3: 2x8 SP 240OF 2.0E BOT CHORD 2x4 SP M 30 'Except' 2-19,5-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 1416: 2x4 SP M 30 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=2964/0-8-0, 10=2898/Mechanical Max Horz 1=-164(LC23) Max Uplift 1=-1756(LC 8), 10=-1755(LC 8) Max Grav 1=3139(LC 29), 10=3056(LC 30) BRACING - TOP CHORD Structural mod sheathing directly applied or4.3-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-9-8 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-20=-1907/1082,2-3=-6035/3418,3-4=-5917/3407,4-5=-11430/6736,5-7=-11228/6629, 7-8=-8038/4808,8-9=-6739/4055,9-10=-4742/2758 BOT CHORD 2-19=-170/333, 2-18=-3156/5886, 17-18=-5391/9631, 16-17=-5391/9631, 5-16=-636/481, 14-15=-355/641, 12-14= 3849/6741, 11-12=-2145/3804, 10-11=-2144/3795 WEBS 3-18=-923/1776,4-18=-4151/2419,417=-54/356,4-16=-1248/2085,14-16=-4377/7645, 7-16=-1951/3456,7-14=-2146/1368,8-14=-911/1605,8-12=-1659/1090, 9-12=-2027/3495, 9-11=-18/316 NOTES- 1) 2-plytruss to be connected together with 10d (0.131")3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-7-0 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 Ga. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=36ft; eave=5ft; Cal. 11; 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) 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 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. 8) Refer to girders) for truss to truss connections. 9) Beading at joints) 1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Waiter P. Finn PE No.22839 I rek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNWG-Vedfydesfgnparmnetersan4READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE M67473 rev. faVa312015DEFORE USE Design valid for use only with Maelols connectors. Mls design Is based only upon parameters shown. and Is for an Ndi,r duol building component, not a buss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into me overall ����YY■ building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Adlditional temporary and permanent bracing MiTek' a 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 ceeµSVlptt Cuaft Criteria. DSB-89 and BCSI BuABhD Component 6904 Parke East BNd. Safety Infermationwailobie from Truss Rate Institute. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oy Ply 75548 GRB Hip Girder[THOMAS eference(option o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:38 2019 Page 2 ID_03YKgzFASiAZZOFYFdrl2yWo?I-XuY2rW WU6g4K?LeWhlxpb-XRdtfHloUyYJMJaFzPtfh NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1756 lb uplift at joint 1 and 1755 lb uplift at joint 10. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 361 lb down and 313 lb up at 5-0-0, 179 Ib down and 136 Ib up at 7-0-12, 1791b down and 136 lb up at 9-0-12, 176 lb down and 136 lb up at 11-0-12, 173 lb down and 136 lb up at 13-0-12, 173 lb down and 136 lb up at 15-0-12, 194 Ib down and 171 Ib up at 17-0-12, 194 Ib tlown and 171 lb up at 19-2-0. 194 lb,down and 171 lb up at 21-3-4, 194 lb down and 171 lb up at 23-3-4, 197 lb down and 171 Ib up at 25-3-4, 199 lb down and 171 Ill up at 27-3-4, and 199 lb down and 171 It, up at 29-3-4, antl 356 Ito down and 344 Ito up at 31-4-0 on top chord, and 414 lb down and 165 lb up at 5-0-0, 71 lb down and 43 lb up at 7-0-12, 71 lb down and 43 lb up at 9-0-12, 71 lb down and 43 It, up at 11-0-12, 71 lb down and 43 to up at 13-0-12, 71 lb down and 43 Ill, up at 15-0-12, 58 Ill, down and 15 lb up at 17-0-12, 58 lb down and 15 lb up at 19-2-0, 58 lb down and 15 lb up at 21-3-4. 58 lb down and 15 It, up at 23-3-4, 58 lb down and 15 It, up at 25-3-4, 58 Ill, down and 15 lb up at 27-34, and 58 lb down and 15 lb up at 29-3-4, and 314 lb down and 118lb up at 31-3-4 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-9=-90, 91 1-19=-20, 2-16=-20, 15-22=-20 Concentrated Loads (Ib) Vert: 3=-93(B) 6=-87(B) 9=-117(8) 18=-183(B) 14=35(B) 11=-77(B) 25=-58(B) 26= 58(B) 27=58(B) 28=-58(B) 30=-58(B) 31=-87(B) 32= 87(B) 34=-87(B) 35=-87(8) 36=-87(B) 37=-87(8) 38=-64(B) 39=34(B) 40=-64(B) 41=-64(B) 42=E4(B) 43=-35(B) 44=-35(B) 45=-35(B) 46= 35(B) 47=-35(B) 48=-35(8) AWARNWG-Vedf7deasrs arametersandBE4DNOTESONTN/SAND/NCLUDEDUKEKREFER4NCEPAGEM1L74nmrs IMSV201SBEFOREUSE Design valid for use only with Mi connectors. This design Is based only upon parameters Chown, and Is for on Individual building component, not a hums system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated Is to prevent buckling of Individual hums 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 buss systems seeANSVIPII Quality Cdled% DSB49 and BCSI Building Component 6904 Pala East BNd. Safety Infamla8anavotoble from Tnrst Plate Institute, 218 N. Lee Sheet. Suite 312 Alexandra, VA 22JI4. Tampa. FL 33610 Job Truss Truss Type OtY T76806636 75548 GRC Rcof Special Girder �ply�THOMAS 1 2 Job Reference (optional) qua . v. run �����. rc 15.241J S use B 2ul6 W I ek Industnes, Inc. Wed Apr 17 07:37:402019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yW o?i-UGgoGCXkeRK2EeovojzHgPmDgRjmikE?drPf7zPtH 2-5-11 6-4-5 iB-10.0 2-5-11 3-10-10 NEI, Scale = 1:16.5 5x8 MT18HS= 4x4 = 4x6 = 3.8 o-Q)12 2-5-11 6-0-s B-9-4 8-10-0 0.0-12 2-0-15 8nnAn 1.e-11 Plate Offsets (X Y)— f1:0-0-0 0-1-91 f2:0-6-0 0-2-81 f3'0-2-4 0-2-41 f5'0-3-8 0-4-121 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (too) WISH L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TIC 0.29 Vert(LL) -0.07 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.46 Vert(CT) -0.12 5-6 >903 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Hor2(CT) 0.03 4 n/a n1a BCDL 10.0 Code FBC20171TP12014 Matnx-MP Wind(ILL) 0.07 5-6 >999 240 Weight: 85 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.OE WEBS 2x4 SP.No.3 REACTIONS. (l izef 1=3868/0-9-13,4=4631/0-9-13 Max Horz 1--45(LC31) Max Uplift 1=-191 8); 4=-2294(LC 8) FORCES. (M) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7967/3994, 23=-7485/3769, 3-4=-7853/3934 BOT CHORD 1-6=-358517185; 5-6=-3776/7586, 4-5=-3528/7098 WEBS 2-6= 1555/3227, 3-5=-1496/3112 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.13Px3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Co. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc, Except member 5-2 2x4 -1 row at 0-9-0 oc, member 5-3 2x4 -1 row at 0-3-0 oc. 2) All loads are Considered equally applied to all plies, except if noted as front (F) or back.(B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: VUIt=170mph (3-second gust) Vasdi32mph; TCDL=4.2psf; BCOL--3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; E1g1 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-M wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of Muss to bearing plate capable of withstanding 1937 lb uplift at joint 1 and 2294 lb uplift at joint 4. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1581b down and 1461b up at 2-0-12, 120lb down and 29 lb up at 2-5-11, 126 lb down and 251b up at 2-9-12, 1381b down and 251b up at 4-3-12, 126 lb down and 25 lb up at 6-0-4, and 120 lb down and 29 lb up at 6-4-5, and 1581b down and 146 lb up at 6-9-4 on top chord, and 1935 lb down and 9271b up at 1-9-12, 91 Ib down and 751b up at 2-0-12, 83 to down and 561b up at 2-5-11, 771b down and 27 lb up at 2-9-12, 1935 lb down and 927lb up at 3-9-12, 771b down and 27 lb up at 4-3-12, 1935 lb down and 9271b up at 5-9-12, 771Is down and 27 lb up at 6-0-4, 831b down and 56 lb up at 6-4-5, and 91 He down and 75lb up at 6-9-4, and 1935 lb down and 927 lb up at 7-9-12 on bottom chord. The design/selection of such connection device(s) is the. responsibility of others. LOAD CASE(S) Standard Walter P. Finn PE No.22839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 AWARNING -Vein✓csignperamerersandREADNOTES ONTN/SANDWCLUDEDM/TEKREFERANCEPAGEMO-7473m..1WDYlO15BEFOREUSE. Design valid for use only with MOele® connectors Wis di Is based only upon parameters shown and is for on individual building component, not 0 huss system. Before use, the building designer must verity the appllcobllBy, of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual muss 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, seeAN9171PI1 Guallly CMeda, DSB-59 and SCSI Bultlhg Component Safety mfomtationavollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Tmss Truss Type Ory T76806636 75548 GRC Roof Special Girder 1 �ply 2 �THOMAS Job Reference (colonel) I russ, mv, ran Fierce, FL 5.240 s Dec 6 2018 MiTek Industries, Inc. Wed r 17 07:37:40 2019 Page 2 ID_03YKgzFABiAZZQFVFdn2yWo?i-UGgoGCXkeRK2EeovojzHgPc DgRjmikE?drPf7zPtN LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increese=1.33 Uniform Loads (plQ Vert: 1-2=-90, 2-3=-90, 3-4=-90,14=-20 Concentrated Loads (Ib) Vert: 615=23(F) 10= f935(B) 1 1=46(F) 15=46(F) 16=-1898(F=37, B=G 935) 17=-1935(B) 19=-1935(B) 20=37(F) ,&WARNING-Vedlyde&9IPe18mere184ad READ NOTES ON THIS AND INCLUDED MmEKREFERANCE PAGE MIF7473rev. lavaQd15BEFORE USE Design valid for use only with Mifek® connectors. Thus design is based only upon parameters shown, and Is for an individual building component, not ��' a cuss system. Before use, the building designer must verify the oppllcabllily of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 tmsses and cuss systems seeANSUIPII Quality Criteria, DS549 and B= Bull Component 6904 Palle East BNd. Sal Informalbnovallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312. Aiexondrla, VA 22314. Tampa, FL 33610 Jab Truss Trues Type Ory Ply T16806637 75548 GRD PIGGYBACK BASE GIRDE 1 2 �THOMAS Job Reference (national) o.Z4u s uec o Lino run ex mausmes. Inc. wen Scale=1:90.3 5X8 = 3x4 II 5xB = 8 9 10 3x5 i 3x5 Q ex10 Q 7 12 3x4 11 ElB = 5x12 = 8.00 F12 4x8 = 3 4 5 n 2 B 7x8 17 = 16 Sx8 14 N O to d 1 27 26 3z5 = 39 40 41 42. w25 21 44 3x4 4x6 3x4 I 244' 23 22 20 19 15 _ 6x8 5x10 = 3x5= 3x6 = 3.8 = 3.4 II 3x4 II Bx12 _ 4.5 4.13 12 3x6 34 = ISAa 3.'i0 ]-&6 12d12 12,11-6 1930 21b0 2]-0-0 30-00 330-0 39i-0 (11-2-11 ASLU E0L-0 330 4-56 0.06 0-Y10 dOO 2-0-0 ¢40 2-0-0 30O a0-0 '1g611 3S5 2-7-10 Plate Offsets(XY)-- f2:0-1-14 Edge], f3:0-4-40-2-41 f8:0-6-40-2-41 I10:0-6-40-2-41 (13:0-1-30-5-111 f13:0-5-13Edoe1 f18:0-2-120-2-121 [25:0-2-40-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.61 Ven(LL) -0.32 13-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.61 Ven(CT) -0.6013-16 >712 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(CT) 0.41 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Nei Wind(LL) 0.3513-16 >999 240 Weight: 648 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 12-14: 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: BOT CHORD 2x4 SP M 30-Excrept' 1 Row at midpt 9.18 5-24: 2x6 SP No.2, 9-19,13-15: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Leff: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=541/0-8-0, 24=3030/0-7-4, 14=1850/Iviechanical Max Horz 2=627(LC 31) Max Uplift 2=-794(LC 8), 24= 1928(LC 8), 14=-873(LC 32) Max Gray 2=602(LC 17), 24=3031(LC 21), 14=1851(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-772/1637, 3-4=-628/1489, 4-5=-1662(2951, 5-6=-1611/2714, 6-7=-2177/1112, 7-8=-1939/1124,8-9=-190B/1166, 9-10=-1915/1169, 10-11= 2455/1275, 11-13=-3304/1524,13-14= 1086/561 BOT CHORD 2-27=-1921/993, 26-27=-2059/731, 25-26=-2059/731, 24-25=-3009/1925, 5-25=-430/307, 23-24=-499/338,22-23=438/1138,20-22=-677/1973, 9-18=-287/171, 17-18=-505/1903, 16-17=-1150/3003,13-16=-1149/3002 WEBS 3-27=-792/273, 4-27=-225/1015, 4-26=-255/203, 4-25=-2738/2588,23-25=-65811510, 6-23=-425/258, 6-22=-575/1109,7-20=-560/413, 8-20= 846/170, 18-20=-487/2002, 8-18=-441/1525,10-18=-227/268,10-17=-427/926,11-17=-1462/810,11-16=0/276, 6-25=-3666/1903 NOTES- 1) 2-ply truss to be Connected together with 1Od (0.131°x3°) nails as follows: Top chords Connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 ad. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 ad. Webs connected as follows: 2x4 -1 row at 0-2-0 oc, Except member 27-4 2x4 -1 row at 0-9-0 oc, member 4-26 2x4 -1 row at 0-9-0 oc, member 25-4 2x4 -1 row at 0-9-0 oc, member 23-25 2x4 -1 row at 0-9-0 Go, member 23-6 2x4 - 1 row at 0-9-0 Do, member 22-6 2x4 - 1 row at 0-9-0 cc, member 7-22 2x4 - 1 row at 0-9-0 oc, member 20-7 2x4 - 1 row at 0-9-0 oc, member 20-8 2x4 - 1 row at 0-9-0 oc, member 20-18 2x4 -1 row at 0-9-0 oc, member 18-8 2x4 -1 row at 0-9-0 oc, member 18-10 2x4 -1 row at 0-9-0 oc, member 17-10 2x4 - 1 row at 0-9-0 oc, member 17-11 2x4 - 1 row at 0-9-0 oc, member 11-16 2x4 -1 row at 0-9-0 oc, member 25-6 2x4 -1 row at 0-9-0 Go. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B),,unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opst h=22ft; B=45ft; L=48ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 Walter P. Finn PE No32839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 ,&WARNING - Verily Ceslgnparsmstersand REAP NOTES ON TNISAND INCLUDED MnEKREFERANCE PAGE MII-7473.K ToN.Y20)e BEFORE USE. Design volid for use only with Miter connectors. 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 Me applicability of design parameters and property Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatiort storage, delivery. erection and bracing of trusses and truss systems seeMSVIPO Qualify Cdi VS949 and SCSI Building Component 6904 Parke East Blvd. Safely Infoenatbtlwoilobie from Truss Plate in titure, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T16806637 75548 GRD PIGGYBACK BASE GIRDE 1 2 �THOMAS Job Reference (optional) Chambers Truss, !no., Fort Fierce, FL 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 17 07:37:43 2019 Page ID_03YKgzFABiAZZOFYFdn2yWo7i-urLxuDZdWMjd56WTTrW_12EIau0Dz6Uhhb44GSzPtfc NOTES- 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ` This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL =10.01 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joints) 2 considers parallel to grain value using ANSVTPl 1 angle to gran formula. Building designer should verity capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 794 In uplift at joint 2, 1928 Ib uplift at joint 24 and 873 lb uplift at joint 14. 11) Gap between inside of top chord beading and first diagonal or vertical web shall not exceed 0.5001n. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 305 It, down and 265 lb up at 3-", 119 111 down and 90 It, up at 5-0-12, 119 111 down and 90 1b up at 7-0-12, 119 lb down and 90111 up at 9-0-12, and 119 111 down and 90111 up at 11-0-12, and 126 lb down and 69 Do up at 12-2-12 on top chord, and 199 lb down and 1261b up at 3-3-0, 14 It, down and 24 lb up at 5-0-12, 14 Ib down and 24 In up at 7-0-12, 14111 down and 24 Ito up at 9-0-12, and 14 to down and 241b up at 11-0-12, and 84 lb down and 5 lb up at 12-2-12 on bottom chord. The designtselection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (i Vert: 1-3=-90, 3-6=-90, 6-8= 90, 8-10=-90, 10-13=-90, 1344=-90, 27-28=-20, 25-27=-20, 19-24=-20, 13-18=-20, 14-15=-20 Concentrated Loads fib) Vert: 3= 1(B) 27=50(B) 34=-l(B) 35=-1(B) 36=-l(B) 37=-1(B) 38=-1(B) 39=6(B) 401 41=6(6) 42=6(B) 43=5(B) ,&WARNING-Vanly EaslgnParametersanCREAD NOTES ON TN/SANOWCLUUEBMITEKREFERANCEPAGEM1474T3rev. 14,p1RO15BEFORE USE Design valid for use only, with Mmelrw connectors. This design is based only upon parameters shown and is for an Individual building component,not �! r` a rhos system. Before use, the building designer must verify the appllcablity, of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only, Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems seeANSUIPD Cual CM9rb, DSB49 and !CM Building Component 6904 Parke East BNd. Safety Informalbnovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alezandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ott, Ply THOMAS T16806638 75548 ORE Roof Special Girder 1 2 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:45 2019 Page 1 ID_03YKgzFABiAZZOFYFdn2yWo?i-gEThJvbtSzzLLPgsbGZSNTJIIh8ARzl_9vZAKLzPffa 2-5-11 6.5-5 8"1-0 2-5-11 - 3-11-10 2-5-11 Scale = 1:16.7 5.66 12, 5.8 MT18HS= 2 12 13 4x5 = 14 3 15 46 = 4x6 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.31 Vert(LL) -0.07 5-6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.12 5-6 >866 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Wind(LL) 0.08 5-6 >999 240 Weight: 861b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural mod sheathing directly applied or 5-3-0 oc pudins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=3778/0-9-13, 4=4949/0-9-13 Max Horz 1= 45(LC 30). Max Uplift 1=-1874(LC 8), 4=-2411(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-8086/4018, 2-3=-7955/3957, 3-4=8339/4128 BOT CHORD 1-6=-3602l7287, 5-6=-378917682, 4-5=-3707/7544 WEBS 2-6=-1516/3176, 2-5=-190/353, 3-5=-1570/33037 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-8-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc, Except member 5-2 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=22tb B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.16; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1874 lb uplift at joint 1 and 2411 lb uplift at joint 4. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 146 lb up at 2-0-12, 120 lb down and 29lb up at 2-5-11, 126 lb down and 25 lb up at 2-9-12, 138 lb down and 25 Ito up at 4-5-12, 126 Ito do= and 25 lb up at 6-1-4, and 120 lb dowit and 29 Ito up at 6-5-5, and 158 lb down and 146 lb up at 6-10-4 on top chord, and 91 Ib down and 75 Ito up at 2-0-12, 2017 lb down and 951 It, up at 2-2-4. 83 lb doom and 56 Ito up at 2-5-11, 77 Ib dovm and 271b up at 2-9-12, 2017lb down and 958 Ib up at 4-2-4, 77 lb doom and 271b up at 4-5-12, 77 lb down and 27lb up at 6-1-4, 1991 Ito down and 951 Ib up at 6-2-4, 831b down and 56 lb up at 6-5-5, and 91 lb down and 751b up at 6-10-4, and 1932 1b down and 896 lbup at 8-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Walter P. Finn PE NoIN39 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 Job Truss Truss Type Oty Ply T1680663B 75548 GRE Roof Special Girder 1 2 �THOMAS Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62016 MiTek Industries, Inc. Wed Apr 17 07:37:45 2019 Paget ID_03YKgzFABiAZZOFYFdn2yWo?i-gEThJvbtSzz LPgsbGZSNTJjIh8ARzl_9vZAKLzPtfa LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plt) Vert: 1-2=-90, 2-3=-90, 3-4=-90, 1-4=-20 Concentrated Loads (Ib) Vert: 6=23(F) 5— 1968(F=23, B= 1991) 10=-1932(B) 11=46(F) 15=46(F) 16=-1980(F=37, B=2017) 17=-2017(B) 18=37(F) ,&WARNING- Yi fy CesigAperan W...CREADNOTES ONTNIS AND INCLUDED MRISKNEFEFANCEPAGEMI4747311sv. 1daY1015 BEFORE USE Design vol d for use only with Mrekel connectors. This design Is based only upon parameters shown, and IS for an Individual building component, not a MA system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. 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, dollvery. erection and systems OSB49 and BCSI GslsrFp Component Nexlandtlot. Sol Infommtionavollable from Truss Rate IInsttutte, 218 N. Lee Strew, ite312. VA 22314M*1b, Tampa, FL 336101vtl. Job Truss Truss Type Ory Ply THOMAS T16806639 75548 GRG Half Hip Girder 1 1 Job Reference (optical cnartmers I=a, Inc., ran Vierca, I-L B.24Us VeC 62018 MI Tek Industries, Inc. Wed Apr 17 07:37:47 2019 Page ID:_03YKgzFABiAZZOFYFdn2yWo?i.mcbSkbd7_bD2ajgFihbwSuP AVoMvOZGcC2HPDzPtfY 2-0-0 ~698 6-2&1030--191--313 I 345.-931 44.-0-8.1050 4 9107 14-0 48-7 - r Scale=1:i4.8 8x14 MT18HS i 4x4 = 4x6 = 5.6 = ass MT18HS = 4x6 = 7x8 We = &B = 3.4 11 6x8 = 4 27 28 5 29 30 631 73233 B 34 35 36 9 37 10 38 139 40 4112 42 43 13 8.00112X-/E/FIZ 2 1 24 23 45 22 46 21 47 20 48 49 19 50 51 52 18 17 53 54 16 55 5615 57 Be 14 5.14 b 3x4 II 7xB = 6x10 MT18HS =4x4 = 30 II 4x4 = 4x6 = 7x10 MTIBHS = 5xl2 MT78HS If 4x5 0 6x10 MT18HS = LOADING (psf) TOLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.63 BC 0.59 WE 0.96 Matrix -MS DEFL. Vart(LL) Ven(CT) Horz(CT) WmcI(LL) in (loc) I/deft Ud -0.46 19-20 >999 360 -0.85 19-20 >573 240 0.24 14 n/a n/a 0.6619-20 >732 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 318 lb FT=20% LUMBER- BRACING - TOP CHORD 2xe SP 240OF 2.OE *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc puffins, 1-4: 2x4 SP M 30 except end verticals. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 3-10-14 oc bracing. WEBS 2x4 SP M 30 *Except* WEBS 1 Row at midpt 13-14, 5-23, 9-16, 11-15, 13-15 13-14: 2x6 SP No.2, 3-24,3-23: 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 14=4738/Mechanical, 2=4625/0-8-0 Max Hom 2=442(LC 8) Max Uplift 14=-30618), 2=-2999(LC 8) Max Grav 14=4738(LC 1). 2=4661(LC 29) FORCES. (lb) - Marx. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-7618/4734, 3-4=-7466/4820, 4-5=-6320/4154, 5-6=-8943/5885, 6-8=-10401/6840, 8-9=-9792/6433,9-11=-7685/5019,11-12=4406/2862,12-13=-4406/2862, 13-14=-4594/3033 BOT CHORD 2-24=-4135/6349, 23-24=-4135/6349, 22-23=-5885/8943, 20-22= 6840/10401, 19-20=-7050/10704, 18-19=-7050/10704,16-18=-6433/9792,15-16= 5019/7685 WEBS 3-23=-387/292, 4-23=-2092/3457, 5-23= 3780/2407, 5-22=-892/1662, 6-22=-2066/1325, 6-20= 270/604,8-20= 451/354, 8-19=-58/417,8-18=-1278/855, 9-18=-639/1190, 9-16=-2922/1961, 11-16=-1374/2300, 11-15= 4546/2991, 12-15= 8471717, 13-15=-3941/6067 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=2211; B=45f ; L=41ft; eave=51F Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 lost bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. Walter P. Rnn PE No.22839 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3064 lb uplift at joint 14 and 2999lb MITek USA, Inc. FL Cad 6634 uplift at joint 2. 8984 Parke East Blvd. Tampa FL 37810. Date: April 17,2019 Q WARNING- Verllxdwf9ppafame1ers0nd RE DNOTES ON TNISANDINCLUDEOMREKBEFEBANCEPAGEMII-74YJree nava&O15BEFOREUSE 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 propeey incorporate this design into the overall bulldingdssign. Bracing indicated Isto,preventbuoklingoflndMtlualtmssweband/or chord members only. Additional tempomryondpermanent bracing 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the WOW fobrlcotlon, storage, all erection and bracing of trusses and truss systems, seeANSUO'11 Quality Cdfeda, DSB-69 and SCSI Bultlhp Component Safety Infonnationa oiloble from Truss Plate Institute. 218 N. Lee Sheet, S." 312, Alexandrlo. VA 22314. 69" Parke East Blvd. Tampa, FL 33610 Job Truss - • Oty Ply THOMAS T16806639 75548 ]TnubType GRG Half Hip Girder 1 1 Job Reference (optional) chambers Truse, Inc., ran Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 1707:37:47 2019 Page 2 NOTES- ID:_03YKgzFABiAZZOF VFdn2yW o?i-mcbSkbd7_bD2ajgFihbwSuPl.VoMvoZGcC2HPDzPtfy 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 467 lb down and 4981b up at 7-0-0, 254lb down and 260 Ib up at 9-0-12, 253 lb down and 260lb up at 11-0-12, 253 lb down and 2601b up at 13-0-12, 253 Ib down and 260 Ib up at 15-0-12, 253 Ib down and 260 It, up at 17-0-12, 260 lb down and 280 Ib up at 19-0-12, 260 lb down and 280 Ib up at 21-0-12, 260 Ib down and 280 Ib up at 23-0-12, 260 Ib down and 280 lb up at 25-0-12, 260 lb down and 280 lb up at 27-0-12, 253 lb down and 260 lb up at 29-0-12, 255 lb down and 260 Ib up at 31-0-12, 255 lb down and 260 lb up at 33-0-12, 255 lb down and 260 Ib up at 35-0-12, and 255 Its down and 260 Ito up at 37-0-12, and 255 lb down and 260 lb up at 39-0-12 on top chord, and 529 lb down and 325 Ib up at 7-0-0, 921Is down and 29 Ib up at 9-0-12, 92 Ib down and 29 Ib up at 11-0-12, 921b tlown and 291b up at 13-0-12, 92 Ib down and 291b up at 15-0-12, 921b down and 29 Ib up at 17-0-12, 971b tlown and 50 Ib up at 19-0-12, 971b down antl 50 Ib up at 21-0-12, 97Ib down and 50 Ib up at 23-0-12, 971b down and 50 Ib up at 25-0-12, 97lb down and 50 Ib up at 27-0-12, 921b tlown and 291b up at 29-0-12, 921b down and 291b up at 31-0-12, 921b down and 291b up at 33-0-12, 92 Ib down and 29 Ib up at 35-0-12, and 92 lb down and 29Ib up at 37-0-12, and 921b down and 29Ib up at 39-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-4=-90, 4-13=-90, 2-14=-20 Concentrated Loads (lb) Vert: 4=-253(F)7=-182(F) 23=-438(F) 16=-74(F) 1 1=-169(F) 27=-169(F) 28=-169(F) 29=-169(F)30=-169(F)31= 169(F) 34=-182(F) 35=-182(F)36=-182(F) 37=-182(F) 38=-169(F) 40=-169(F) 41=-169(F)42=-169(F) 43=-169(F) 44=-74(F) 45=-74(F) 46=-74(F) 47=-74(F) 48=-74(F) 49=89(F)50=-89(F) 51=-89(F) 52=-89(F)53=-89(F) 54=-74(F) 55=-74(F) 56=-74(F) 57=74(F) 58=-74(F) Q WARNING-VerllydeA9npersmetersaeCREAONOTES ON TN/SAND/NCLUDWMN KREFERANCEPAGEN67473ree 113153O015 BEFORE USE Design valid for use only with MlrekO connectors. TNs design Is based only upon parameters shown and is for an Individual building component. not a fruss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate ih6 design Into the overall building design. Bracing indicated is to prevent buckling of individual Was 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 fobricatlort storage, delivery, erection and bracing of tmsses and thus systems, SeeANSI/IPI7 Qua' I1y CModu. DS9-89 and BCS1 Bull Component e9M Parke East SafetyBlvd. NformatbtWallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexondto. VA 22314. Tampa, FL 33610 Jab Truss . Truss Type Ory Ply T16806640 75548 GRH . Half Hip Girder 1 2 �THOMAS Job Reference (optional) unambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 17 07:37:48 2019 Page 1 ID_03YKgzFABiAZZOFYFdn2yWo?i-Fp9qudlluLvCtPRGO6975xE?vBQeFzQmngxgzPtfX 4.9-0 7.0.0 4-9.0 2-3.0 5x Sx8 = 2 HUS26 Scale=1:21.8 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip COL. 1.33 Lumber DOL 1.33 Rep Stress Mar NO Code FBC2017/TPI2014 CSI. TIC0.31 BC 0.60 WB 0.95 Matrix -MP DEFL. in Vert(LL) -0.07 Ved(CT) -0.13 Horz(CT) 0.01 Wind(LL) 0.08 (loc) Vdefl L/d 5-7 >999 360 5-7 >632 240 4 Na n1a 5-7 >999 240 PLATES GRIP MT20 244/190 Weight: 83 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2X6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=3713/0-8-0, 4=3653/0-8-0 Max Horz 1=210(LC 8) Max Uplift 1=-1697(LC 8), 4=-1767(LC 8) FORCES. (lb) - Max. Camp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2955/1304 BOT CHORD 1-5=-1176/2421, 4-5=-1290/2664 WEBS 2-5=-2474/5279, 2-4=-4809/2329 NOTES- 1) 2-plytmss to be Connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 Do. Bottom chords connected as follows: 24 - 2.mm staggered at 0-5-0 oc. Webs Connected as follows: 2x4 -1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCOL=4.2psf; BCDL=3.Opsh h=22ft; B=45ft; L=24ft; eave=oft; 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 patting. 6) This truss has been designed fora 10.0 par bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide vain fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1697lb uplift at joint 1 and 1767 lb uplift at joint 4. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-12 from the left end to 5-4-12 to connect truss(es)to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard - 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-2=-90, 2-3=90, 1-4— 20 Concentrated Loads (Ib) Van: 8= 2204(F) 9=2204(F) 10=-2204(F) Waiter P. Finn PE No.22839 MiTek USA Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNING- Verify design PSremeles and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MLLT413 me. 1010342015 BEFORE USE. Design valid for use only with MTeIM connectors, This design b based only upon parameters shown, and Is for an Individual building component, not "US system. Before use, the building designer must verify Me applicability of design porameters and properly Incorporate MIS design Into the overall building design. Bracing Indicated is to prevent buckling of lndNiducl truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity and to prevent collapse with possible personal flurry and property damage. For general guidance regarding Me fabdcafiort storage, delivery erection and bracing of trusses and Muss systems, seeANSMIJ Quality Cnitat" DSB-59 and SCSI Building Component 6904 Parke East Blvd. Safety Infoenationcyalloble from Truss Rate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply THOMAS T16806641 75548 GRK Common Girder 1 G Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:49 2019 Page 1 ID._03YKgzFABiAZZOFYFdn2yWo?i-j?jC9HeNWCTmp1 dg5dOXJUKMIUuNipZ4WXOT6zPtfW -2-0.0 4-4-] 6-0.0 8.4.0 12-3-9 16-&0 _ 18-8-0 20-0 - 41Z 1-7-9 N20 - 3-01-9- -- -0-4-7' 2-40" 5x8 MT18HS II Io THDH28 HUS26 HUS26 HUS26 Scale = 1:43.1 LOADING (psf) TCLL 30.0 TOOL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017ITP12014 CS]. TO 0.52 BC 0.58 WB 0.84 Matrix -MS DEFL. in Vert(LL) -0.12 Vert(CT) -0.23 Horz(CT) 0.06 Wind(LL) 0.15 (loc) Well L/d 8-9 >999 360 8-9 >888 240 6 n/a n/a 8-9 >999 240 PLATES MT20 MT18HS Weight: 237 Ib GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc pudins. GOT CHORD 2X8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 `Except* 4-9: 2x4 SP M 30 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=6256/0-8-0, 6=9482/0-8-0 Max Horz 2=-033(LC 6) Max Uplift 2=-3539(LC 8), 6=-4942(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10612/5815, 3-4=-9401/5219, 4-5=-9454/5182, 5-6— 13840/7082 BOT CHORD 2-10=-4547/8712, 9-10=-4547/8712, 8-9=-5649/11487, 6-8=-5649/11487 WEBS 4-9=-5576/10047,5-9= 4530/2158,5-8=-2119/4711,3-10=-1240/1880,3-9=-1805/1249 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 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 7) ' This buss has been designed fora live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3539111 uplift at joint 2 and 4942 lb uplift at joint 6. 9) Use USP THDH28 (With 36-16d nails into Girder & 12-16dnails into Truss) or equivalent at 7-0-12 from the left end to connect Muss(es) to back face of bottom chord. 10) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 Walter P. Finn PE No.22839 from the left end to 15-0-12 to connect truss(es) to back face of bottom chord. MiTek USA, Inc. FL Cart 6634 11) Fill all nail holes where hanger is in contact with lumber. 6904 Parke Fast Blvd. Tampa FL 33810 LOAD CASEStandard Date:S) April 17,2019 A WARNING -Vivify design parameters and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE 141-7479 rev. lNAY2015 BEFORE USE Design valid for use only with MITekS 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 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablify and to prevent collapse with possible penond Injury and property da�8ymyage. For general guidance regarding the fabrication. storage. OSB49 and SCSI Building Component and bracing of truges and tnes age ems Alexa�al. Russ 6904 East VA 22314.Me� Plate Institute. 218 N. Lee Steel, Son Safety lnfemm/brsavolloble from 312, Tampa. FL 336101vtl. Jdb Truss Thus Type. Oly Ply THOMAS T16806641 75548 GRK Common Girder 1 n L Job Reference o [tonal Chambers I russ, Inc., hon Pierce, hL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:49 2019 Page 2 ID:_03YKgzFABiAZZOFYFdn2yWo?i-j?jC9HeNW CTmpl_dg5dOXJUKMIUuNipZ4WXOT6zPtfW LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plQ Vert: 1-4=-90, 4-7=-90, 2-6=-20 Concentrated Loads (Ib) Vert: 15=-4718(B) 16=-2199(B) 17=-2204(B) 18=-2204(B) 19=-2204(B) ,&WARNING-Vertlydaslgn peramefara and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MO-74MMl 1N 015 BEFORE USE Design valid for use only with MgeM connectors. This design Is based only upon parameters shown, and IS for an Individual building component. not a muss system. Before use, Me building designer must verify the opplicablllly of design parameters and properly Incorporate fills design into Me overall building design. Bracing Indicated is to prevent bucl of individual truss web and/or chord members oNy. Ad lonal temporary and permanent bracing ��- WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and miss systems seeANSI/IPIt Cuall Cdl DSB419 and BCSI Bulding Component Safety Infpnnalionavdiable from Truss Plate Institute. 218 N. Lee Sheet, Sulfa 312. Alexandria, VA 22314. 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T76806642 75548 GRL Half Hip Girder 1 1 Job Reference (optional) Truss, inc., ran rierce, FL 8.240 s Uec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:50 2019 Page 1 I0:_03YKgzFASiAZZOFYFdn2yW o7i-BBGaMdfOHWbdRBZgOp8d4W 1 ac ixl6J311AGx?YzPtfV 48 = Scale: 314'=1' 3x4 = Plate Offsets (X.Y)-- (2:0-5-12 0-2-01 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.22 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.12 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Corte FBC2017/TP12014 Matdx-MP Weight: 331b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=352/0-8-0, 4=35M0-8-0 Max Horz 1=133(LC 8) Max Uplift 1=-193(LC 8), 4=-270(LC 5) Max Gmv 1=498(LC 36), 4=483(LC 36) FORCES. gb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-650/238 BOT CHORD 1-5=-236/505, 4-5=-238/522 WEBS 2-5=-37/302, 2-4=-594/271 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=22N; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1931b uplift at joint 1 antl 2701b uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 346 Ib down and 223 lb up at. 3-0-0, and 146 Ib down and 69 lb up at 5-0-12 on top chord, and 215 lb down and 113 lb up at 3-0-0, and 51 lb down and 5 Ib up at 5-0-12 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber lncrease=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-2=-90, 2-3=-90, 4-6=-20 Concentrated. Loads (lb) Vert: 2=-1(B) 5=45(B) 9=-1(B) 10=5(B) Walter P. Finn PE No.22839 MfTek USA Inc. FL Carl 6634 6904Parka East Blvd. Tampa FL 33610 Date: April 17,2019 QWARNING-Vmsydeergnp4remeteroend READNOTES ON THISAND INCLUDED MNEKREFERANCEPAGEMIF74nnn,10Po 015BEFORE USE Design valid for use only with Hirer connectors. Ws design Is based only upon parameters shown, antl is for on ind vidual building component, not �- a hum system. Before use, Me building designer must verify fine applicability of design parameters and property Incorporate this design into Me overall building design.Bracing indicated is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for smicily and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems seeANSI/IPII Quaint, Criteria, DSB49 and BC51 Building Component 6904 Parke East Blvd. Safety Informellonavailable from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, Tampa. FL 33610 Job Truss Truss Type OtY Ply T76806643 75548 GRM Roof Special Girder 7 2 �THOMAS Job Reference (colonel) umrncars i russ, inc., turn Fierce, r, 8.240 s Use 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:52 2019 Scale=1:15.3 4xB = 5.66112 2 14 15 16 3 4x4 = 3x4 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well Ud PLATES GRIP TCLL 30.0 Plate Onto DOL 1.33 TC 0.09 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(CT) -0.03 5-6 >999 '240 BCLL 0.0 ' Rep Stress ]nor NO WB 0.09 Horz(CT) 0.01 4 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matd%-MP Wind(LL) -0.02 5-6 >999 240 Weight: 651b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=896/0-9-13, 4=853/0-9-13 Max Herz 1=45(LC 7) Max Uplift 1=-387(LC 8), 4=-378(LC 8) Max Grav 1=1193(LC 36), 4=1156(LC 37) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2219/682, 2-3=-2039/651, 3-4=-2226/682 BOT CHORD 1-6=-589/1988, 5-6=-604/2062, 4-5= 577/1982 WEBS 2-6=-153/634, 3-5=-154/638 NOTES- 1) 2-plytruss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 do. Webs connected as follows: 2x4 -1 row at 0-2-0 oc, Except member 5-2 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psi; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 387 Ib uplift at joint 1 and 378 Ile uplift at joint 4. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1761to down and 162 lb up at 1-9-12, 120 lb down and 291b up at 2-5-11, 1261b down and 25 lb up at 2-9-12, 138 Ib down and 25 lb up at 4-2-4, 126 lb down and 251b up at 5-4-4, and 120 lb down and 29 lb up at 5-8-5, and 1761b down and 162lb up at 6-4-4 on top chord, and 108 Ib down and 88 lb up at 1-9-12, 362 lb down and 94 lb up at 1-11-12, 83 lb down and 56 lb up at 2-5-11, 77lb down and 271b up at 2-9-12, 362 lb down and 94 lb up at 3-11: 12, 77 lb down and 27lb up at 4-2-4, 771b down and 27 lb up at 5-4-4, 83 lb down and 56 lb up at 5-8-5, and 362 lb down and 941b up at 5-11-12, and 108 Ib down and 88 Ib up at 644 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Walter P. Finn PE NoIN39 MiTek USA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 AWARNING -VentydeaignpammarersandREAONOTESONTMSANDSCLUDEDMREKREFERANCEPAGEW747JreV. rNDYprSBEFOREUSE Design vord for use only with Mirada, 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 verily Me applicability of design parameters and pmpe4y 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' B always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeMSVrplr 1Buomy Cmrrda, DSB419 and SCSI Building component 6904 Parke East Blvd. Safety Infermationavallabie from Truss Fate Institute. 218 N. Lee Street Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T16806643 75548 GRM Roof Special Girder 1 2 Job Reference (optional) Truss, Inc., Foil Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:52 2019 Page 2 ID:_03YKgzFABiAZZOFVFdn2yWo?i-7aOLnIgGp7rLgUiCVEB69n6yMW bNaFFOmU124RzPtFr LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-2=-90, 2-3=-90, 3-4=-90, 7-10=-20 Concentrated Loads (Ib) Vert: 6=23(F) 5=23(F) 13=52(F) 17=52(F)18=-319(F=42,B=-362) 19=-362(B) 20=-362(B) 21=42(F) ,&WARNING-Vedrydeslgnpsramrr..dREADNO7ES ON MIS AND INCLUDEDMR KREFERANCEPAGE MIL747arev. 1GGJ2015 BEFORE USE. ' Design valid for use only with MRek® connectors. This tlesign 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 domaga. For general guidance regarding Me fobrication, storage, delivery, erection and bracing of hum it and hum systems seeANSVTPII QuaBBttyy CMrrAo, DSS-89 and SCSI Buldli Component' 6904 Parke East Blvd. Safety Nfomia8onwoiloble from Truss Plate Institute, 21 B N. Lee Sheet Suite 312, Alexondria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply THOMAS T16806644 75548 HV4 Valley 3 1 - Job Reference (optional) a.zao a Ueo a ZU1d MI I ex Inoustnes, Inc. wea ADf 1 N U/:3/:bZ zU19 Paae 1 3x6 = 2 3x4 G 3x4 Scale =1:9.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.13 Vert(LL) n/a - n/a 999 MT20 244/190 TCOL 15.0 Lumber DOL 1.33 BC 0.19 Vert(CT) n/a - n/a 999 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-P Weight: ll It, FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=167/4-0-0, 3=167/4-" BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bral Max Horz 1=47(LC 11) Max Uplift 1=-78(LC 12), 3=-78(LC 12) 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22N; B=45ft; L=241t; eave=4ft; 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 1 and 78 lb uplift at joint 3. Walter P. Finn PE No.22839 RITek USA, Ina FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 O WARNING- Verily tleslgn gam Nava,end READ NOTES ON MIS AND INCLUDED MmEK REFERANCE PAGEMs74Ta rev. la,mal BEFORE USE Design valid for use only win Maelda connectors. ih6 design Is based only upon parameters shown. and Ls for an Individual building component, not a huss system. Before use, me building designer must verify me applicablllty of design parameters and properly Incorporate this design Into me overall bu00ingdesign. Bracing bdlcoted is to prevent buckling of individual huss web and/or chord members only. AddMonaitempararyandpermonentbracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guldance regarding me fabrication, storage, delivery, erection and bracing of musics and truss systems, seeANSfm I1 duality Cdfedd. DSBd9 Md BCSI Building Component MiTek' 6904 Parke East BNd. Safety InformoBonovailable from Truss Plole institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T16806645 75548 HV7 Valley 1 i Job Reference (optional) Chambers Truss, Inc., - Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:53 2019 Pageo I D:_03YKgzFABiA7ZOFYFdn2yW o?i-bmA?ehuaRzCleHO3xi U9f5wwyB-Iit9?BVbctzPNS 0-10-8 2-3-7 4-B-9 11-B _ 7-0-0 0-10-8 1-4.15 2-5-1 1-4-15 0-70-6 3x4 O 5.66 12 3x6 = 2 3 • 2 3 2x3 II 3x6 = 3x4 a Scale=1:13.0 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate GOP DOL 1.33 TC 0.23 Verfil) n1a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.17 Vert(CT) n1a - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Hori 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 21 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=199/7-0-0, 5=199f7-0-0, 6=275f7-0-0 Max Horz 1=-36(LC 10) Max Uplift 1=-106(LC 12), 5=-106(LC 12), 6=-128(LC 9) FORCES. fib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-242/274, 2-3=-1791296, 3-4=-179/296, 4-5=-242/274 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and PC Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106lb uplift at joint 1, 1061In uplift at joint 5 and 1281b uplift at joint 6. Waller P. Finn PE No32839 Iii USA, Inc. FL Ceti 6834 6904 Parke East BNd. Tampa FL 33610 Date: April 17,2019 ,&WARNING - yerllydaegn parametersandHEAO NOTES ON TNISANOINCLUOEDMRKREFERANCEPAGEM6747amv. taysoo]SBEFOpEusE Design valid for use only with MBea connectors. fib 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 Me applicability of design porameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible pawnor Injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracing of trusses antl truss systems seeANSVfNI Quality Criteria, DSB419 and SCSI Bolding Component Sacs Parke East Blvd. Safety Informe6unavoiloble from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply THOMAS T16806646 75546 HVB Valley 1 1 IOly Job Reference (optional) a.zrua uec ozuto Nll iex mowmes, Inc. vveaH rit ulacoa zule rape i. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 5.66 12 3x6 = 2 2x3 II 3 4 3x6 = Scale = 1:14.8 6 3x4 4 2x3 II 3x4 C PLATES GRIP MT20 244/190 Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=234/"-0, 5=234/8-0-0, 6=316/8-0-0 SPACING- 2-0-0 Plate Grip DOL. 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. DEFL. in (loc) Vdefl L/d TC 0.27 Vert(L-) n/a - Na 999 BC 0.23 VerI CT) n/a - n/a 999 WB 0.08 Horz(CT) 0.00 5 n/a n/a Matrix-S Max Horz 1=36(LC 11) Max Uplift 1=-123(LC 12), 5=-123(LC 12), 6=-158(LC 9) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-309/340, 2-3=-240/355, 3-4=-240/355, 4-5=-309/340 WEBS 3-6=-220/267 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45f ; L=24ft; eave=lft; 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) Provide adequate drainage to prevent water policing. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pet 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 1, 123 lb uplift at joint 5'and 158 lb uplift at joint 6. Walter P. Finn PE No.22039 MITek USA, Inc. FL Cad 6634 6904 Padce East Blvd. Tampa FL 33610 Date; April 17,2019 Q WARNING-VeNly Ces]gnparametersand READ NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE MM17a73rev.7114131n015 BEFORE USE. Design valid for use only with MTek® 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 appllcablify of design parameters and properly incorporate this design into the overall build Ing design. Bracing Indicated 13 to prevent buckling of individual truss web and/or chord members only. Adtlitional temporary and permanent bracing MiTek' is aiwaysrequked for stability and to prevent collapse with possible personal lolury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPtt Quality CA*da, DSl and BCSI Building Component 6904 Parke East Blvd. Safety Informolbnovallabie from Truss Plate Institute, 218 N. We sheet Suite 312, Alexandra, VA 22314. Tampa. FL 33610 Job Truss Truss Type Ory Ply THOMAS T76806647 75548 HVA Valley 1 1 Job Reference (optional) ChambersTruss, Inc., Fort Pierce, FIL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:54 2019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yW o?i.3zW 5C_i W Lk53wosbcfDaEMBF_JH V29_IDoE99JzPtfR 0-7-11 2-4-10 5-7-6 7-0-5 B-0-0 ~0-7-11 1-845 3-2-12 - - 1-8-15 0.111 LOADING (psi) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 3x6 = 3x6 = 5.66 12 2x3 II � 3 a 3x4 i SPACING- 2-0-0 Plate Grip DOL. 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC20171FP12014 17M 3x4 Scale = 1:14.8 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TC 0.27 Ven(LL) n/a - 1 999 MT20 244/190 BC 0.23 Veri n/a - n/a 999 W B 0.08 Hor ii 0.00 5 n/a rda Matrix-S Weight: 24111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ill 1=234/8-0-0, 5=234/8-0-0, 6=316/8-0-0 Max Horz 1=36(LC 11) Max Uplift 1=-123(LC 12), 5=-123(LC 12), 6=-157(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-309/340,.2-3=-241/356, 3-4=-241/356, 4-5=-309/340 WEBS 3-6=-220/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf;.BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ftl Cat. 11; E1gr 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live loadhonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 1, 123 Ib uplift at joint 5 and 157lb uplift at joint 6. Walter P. Finn PE No1283ti fill ek USA, Inc. FL Cad 6634 Still Parise East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNING - Verily tlesign Pammefersand NERD NOTES ON MIS AND INCLUDED MITEKREFERANCE PAGE Mp7475 rev. IGr011U15 BEFORE USE. R Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and a for an Individual building component, not �■ a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ■ buedingdesign. Bracing Indicated IsMprevent buckling ofIndividual truss web and/or chord members only. Additional temporary and perrnanembracing MiTek' s always required for stabllty and to prevent collapse with passible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delNery, erection and bracing of musses and muss systems seeANSVIPII Quality CRado, DSB49 and BC9 aulding Component 69N Parke East Blvd. Safety Nlormaaonwolloble from Truss Plate Institute. 218 N. Lee Street SLBe 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T76806648 75548 J1 Jack -Open 7 i Job Reference (optional) Truss, Inc., Fort vierce, FL 8.240 is Dec 6 2018 MiTek Industdes, Inc. Wed Apr 17 07:37:55 2019 Page 1 ID_03YKgzFABiAZZOFYFdn2yWo?i-X94TPKj862DwXyRnAMkpnakPDjcjndTSSS_i ill -2-0-0 1-0-0 2.0.0 1-0-0 LOADING (pi SPACING- 2-0-0 CSI. 12EFL. in (loc) Vdefl L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Ven(LL) 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.30 Ved(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Hori 0.00 2 1 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=-60/Mechanical, 2=439/0-8-0, 4=-83/Mechanical Max Hom 2=182(LC 12) Max Uplift 3=E0(LC 1), 2=492(LC 12), 4=-83(LC 1) Max Grav 3=109(LC 12), 2=439(LC 1), 4=141(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shaven. Scale = 1:12.3 PLATES GRIP MT20 244/190 Weight: 7lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave--4N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Etdedor(2) 2one;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 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 60 lb uplift at joint 3, 492111 uplift at joint 2 and 83 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 ,&WARNING - Veritydesignparemetersand REAONOTES ON TNISANDINCLUDWMWEKREFERANCEPAGEMX74TJmv. Twousa01SREFORE USE Design valid for use only with Mimi connectors. Tins design Is based only upon parameters shown, and is for on Indvduol building component, not �■- a truss system. Before use, the building designer must verily the appllcablllty of design parameters and properly Incorporate this design into the overall `r building design, Bracing Indicated is to prevent buckMg of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isaiwaysrequlredforstabllltyondtoprevent. collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storai delivery, erection and bracing of trusses antl tnrss systems seeANS"!I Quality Cdti D3149 and BCSI Building Component 691 Parke East Bind. Safely hdeenalbrsavailable from Truss Plate Inflator, 218 N. We Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Otty Ply THOMAS T76806649 75548 J2 Jack -Open 9 1 Job Reference (optional) wd,nueo Trua, um., con nerve, rL 8.24U s Uec 6 2018 MITek Industries, Inc. Wed Apr 17 07:37:56 2019 Page 1 ID_03YKgzFABiAZZOFYFdn2yWo?i-OLerdgkmtMLn960zk4F2KnHaz7wTW4jbh6jGDCzPNP 1-0-0 1-9.0 00 Mo LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d TCLL 30.0 Plate Grip DOL 1.33 TO 0.37 Vert(CL) 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 2 n1a n1a BCDL 10.0 Code FBC2017/rP@014 Malnx-MP Wind(L-) -0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=10/Mechanica1, 2=395/0-8-0, 4=-26/Mechanical Max Horz 2=215(LC 12) Max Uplift 3=-16(LC 9), 2=-374(LC 12), 4=-26(LC 1) Max Grav 3=29(LC 8), 2=395(LC 1), 4=71(LC 12) FORCES. gle) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =9:14.8 PLATES GRIP MT20 244/190 Weight: 10 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps4 BCDL=3.0psf;.h=22N; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 0-11-0. Intedor(1) 0-11-0 to 1-8-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live lead of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 3, 374 lb uplift at joint 2 and 26 Ib uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced 6634 fill Parke East Blvd. Tampa FL 33810 Date: April 17,2019 Job Truss Truss Type Ory Ply THOMAS T76806650 75548 J3 Jack -Open 5 1 Job Reference o tional ' a.zrusvec uzuromnex Inc. W ea, r 1 / U/:J/:5 YU19 3 Scale = 1:19.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL. 1.33 TC 0.37 Ve it I( -0.00 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.40 Ved(CT) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Marini Wind(LL) -0.02 4-7 >999 240 Weight: 14111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size)3=82/Mechanical, 2=41510-8-0, 4=14/Mechaninal Max Horz 2=268(LC 12) Max Uplift 3=-58(LC 9), 2=-320(LC 12) IMax Grave 3=98(LC 17), 2=415(LC 1), 4=45(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 3-0-0 oc purtins. GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops4 h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-0 to 0-11-0, Intedor(1) 0-11-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load 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 58 Ib uplift at joint 3 and 320111 uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 ,& WARNING- srenlydeslgnperereets.and READ NOTES ON THISANO wCLUDED MIIEKREFERANCEPAGEMINiTJmv. 1,10=15eEFORE USE. ' Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and k for on Individual building component, not a truss system. Before use, the building designer must verify fee applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent callopse with possible personal injury and property damage. For general guidance regarding the fobricoflon, storage, delivery, erection and bracing of trusses and truss systems sereANSI/fpll Quality Criteria, DSB49 and Best Building Component 691 Parke East Blvd. Safety Infomrellorlavailoble from Truss Plate Institute, 218 N. We Sheet. Suite 312. Alexandrl¢ VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T16806657 75548 JS Jack -Open 10 1 �THOMAS Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:57 2019 Page 1 ID:_03YKgzFABiA7ZOFYFdn2yW o7i-UYCEgOkPdfTenGbAI=Hs7plfx8BFXylvmTplezptr0 -2-0-0 5-0.0 2.0-0 - 5-0.0 Scale = 1:25.5 5-0 0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Vert(ILL) -0.02 4-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a We BCDL 10.0 Code FSC20171TPI2014 Matrix -MP Wind(LL) -0.08 4-7 >768 240 Weight: 201b FT=20% LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ih/size) 3=177/Mechanical, 2=498/0-8-0, 4=55/Mechanical Max Hoe 2=355(LC 12) Max Uplift 3=-151(LC 12), 2=-302(LC 12), 4=-1 (LC 9) Max Grav 3=203(LC 17), 2=498(LC 1), 4=88(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purims. BOT CHORD Rigid ceiling directly applied or 7-6-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -2-1-0 to 0-11-0, Intedor(1) 0-11-0 to 4-11-4 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 Ito uplift at joint 3, 3021b uplift at joint 2 and 1 Ile uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 17,2019 Job Truss Thus Type OIY Pl�THOMAST16806fi52 75548 J7 Jack -Open 12 I was, Inc., Fort Pierce, FL f8.240 s Dec'6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:57 2019 Scale: 3/8•=l' Plate Offsets(X,Y)-- f2:0-2-00-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.70 Vert(L-) -0.09 4-7 >924 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(CT) -0.21 4-7 >393 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Wind(LL) -0.21 4-7 >400 240 Weight: 27 In FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEDGE Left: 20 SP No.3 REACTIONS. (lb/size) 3=259/Mechanical, 2=597/0-8-0, 4=94/Mechanical Max Horz 2=443(LC 12) Max Uplift 3=-232(LC 12), 2=-307(LC 12). 4=-9(LC 9) Max Gran, 3=295(LC 17), 2=597(LC 1).4=132(LC 3) FORCES. (lb) - Max. CompJMaiL Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -2-1-0 to 0-11-0, Interior(1) 0-11-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 232 lb uplift at joint 3, 3071b uplift at joint 2 and 9 It, uplift at joint 4. Walter P. Finn PE No.12839 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNING -Verlfydesi9nper4metemend BEADNOTES ON TMSANDrNCLUDEOMffE R FENANCEPAGEMIP74]3rev. 14114,21P15BEFONE USE. • Design valid for use only wlth MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a buss system. Before use, me buiding designer must verify the oppllcabalN of design parameters and properly incorporate this design Into the overall building design, Bracing Indicated a to prevent buckling of individual buss web and/or chord members only. AddHioncl temporary and permanent bracing Is always requlred for stability and to prevent collapse with posslble personal injury and property damage, For general guidance regarding the fobricatlon, storage, delivery, erection and bracing of husses and hues systems. seeANSVMII Quality Criteria, DSI-09 and IICSi bultlhp Component Safety Informa6pnwollable from Truss pate Inctllute, 218 N. Lee Sheet Suite 312. Alexondri¢ VA 22314, MiTek' 69ol Parke East Blvd. Tampa, FL 33610 7 Job Truss Truss Type Oty Ply THOMAS T76806653 75548 VA Jack -Open 3 1 Job Reference (optional) I ubs, IF Fen nerue, rL ADEQUATE SUPPORT REQUIRED. 4x5 = a.24US uec 5'2U18 No I ek Industries, Inc. Wed Apr 17 07:37:58 2019 Page ID:_03YKgzFABiAZZQFYFdn2yW o?i-yklc2Ml1 OzbUOPAMrUI W PCMMnD_CUBQCMl4zPtfN LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL '30.0 Plate Grip DOL 1.33 TC 0.68 Vert(LL) -0.13 3-6 >634 360 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.27 3-6 >305 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-MP Wind(LL) 0.21 3-6 >392 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (l ize) 1=382/Mechanical, 2=272/Mechanic 1, 3=109/Mechanical Max Hoe 1=303(LC 12) Max Uplift 1=-74(LC 12), 2=-251(LC 12), 3=,30(LC 12) Max Grant 1=382(LC 1), 2=308(LC 17), 3=137(LC 3) FORCES. (lb) - Max. Comp./Mass. Ten. -All forces 250 (Ih) or less except when shown. Scale=1:28.1 PLATES GRIP MT20 244/190 Weight: 231to FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft;.8=45ft; L=24ft; eave=4ftl Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interi0r(1) 3-0-0 to 6-11-4 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 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 741to uplift at joint 1, 251 lb uplift at joint 2 and 30 Ib uplift at joint 3. Walter P. Finn PE NoI2839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 Q WARNMG- Verhydeslgnpammerereand READ NOTES ON THISANO INCLUDED MmEKREFERANCEPAGEMa.7a3nI,K. ifV0Y101SBEFORE USE. Design valid for use only with M9ek®connectors. This design L based only upon parameters shown, and B 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 tlesign into the overall building design. Bracing Indicated is to prevent buckling of IndMtlual truss were and/or chord members only. Additional temporary and permanent bracing B always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrlcotlon, storage, delivery, erection antl bracing of trusses and hum systems. seeANSVIPII QualN1yy Criteria, DSB-89 and SCSI Building Component SaNty mfomsationavailoble from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria VA 22314. ■■��YY■ ��• MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T16806654 75548 JA Jack -Open 4 1 Job Reference (optional) truss, mc., ron rierce, rL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:37:58 2019 Page 1, ID:_03YKgzFABiAZZOFYFdn2yW o?i.yklc2Ml1 OzbUOPAMd11 W PCMwSxcz_CuBOCM14zPtfN -2,0,0 1-4-02 2.0-0 1-4-02 LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Ve I(LL) 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Hom(CT) 0.00 2 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matti Wind(LL) -0.00 7 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=-18/Mechanice1, 2=404/0-8-0, 4=-46/Mechanical Max Horz 2=200(LC 12) Max Uplift 3=-18(LC 1). 2= 413(LC 12), 4=-46(LC 1) Max Grav 3=57(LC 12), 2=404(LC 1), 4=94(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:13.6 PLATES GRIP MT20 244/190 Weight: 8lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22fl; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 0-11-0, Intedor(1) 0-11-0 to 1-4-10 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 get bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.01 on the bottom chord in at I 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 beading plate capable of withstanding 18lb uplift at joint 3, 4131b uplift at joint 2 and 46 lb uplift at joint 4. Walter P. Finn PE No22839 MRek USA, Inc. FL Carl 68U 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNING- Vs1dydeslyn era d0l Land READ NOTES ON THISANO INCLUDED MREKREFENANCEPAGEMa-74Tam1 laTYlaTa BEFORE USE. Design valid for use oNy with M0els 9connectors. Mb 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 Me applicability of design parameters and properly Incorporate thls design into the overall building design. Bracing Indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobricalli storage, delvery, electron and bracing of trusses and muss systems. seeviam It Quality Cefeda, OBB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informallon vollable from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t THOMASO T76806fi 55 75548 re 6.44U s UeC b2Ulb MI I eK Inc. Wed Apr 17 07:37:59 2019 .LOADING (psp SPACING- 2-M CSI. DEFL. in (too) I/deft Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Vart (LL) -0.01 5 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.01 5 >999 240 BCLL 0.0 Rep Stress Mor YES WE 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(ILL) 0.01 5 >907 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 4--0/Mechanical, 2=296/0-8-0, 3--0/Mechanical Max Hom 2=821(LC 12), 3=-639(LC 12) Max Uplift 2= 242(LC 12) Max Gmv 2=296(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-756/521 Scale = 1:12.3 PLATES GRIP MT20 244/190 Weight: 7In FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. NOTES- 9) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh, h=22ft; B=45tt; L=24f; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint 2. Walter P. Finn PE No.22839 Mrrek USA Inc. FL Ced 663E 69041sarke East Blvd. Tampa FL 33810 Date: April 17,2019 Job Truss Truss Type City Ply THOMAS T16806656 75548 JA3 Jack -Open t 1 Job Rate(optional 11 ADEQUATE SUPPORT REQUIRED. 4x4 = n. en inuwenes, inc. vvea npr l r utmmuu zola rages ID:_03YKgzFABiAZZOFYFdn2yW o?i-u7lMT1 nHwnCejKlrvK_UdRHkkJLSuiBckhTMmPtfL 2-5.0 2.8.0 3 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) -0.00 3-6 >999 360 TCDL 15.0 Lumber DOL I 1.33 BC 0.27 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.01 3-6 >999 240 LUMBER - TOP CHORD 2X4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=97/10echanical, 3=46/Mechanical, 1=143/Mechanical Max Horz 1=114(LC 12) Max Uplift 2= 93(LC 12), 3= 23(LC 12), 1=-17(LC 12). Max Grav 2=112(LC 17), 3=51(LC 3), 1=143(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:14.8 PLATES GRIP MT20 244/190 Weight: 10 lb _FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45tt; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 2, 23 lb uplift at joint 3 and 17 to uplift at joint 1. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 17,2019 Job Truss Truss Type OtY ��IYPMAS75548 JA7 Jack -Open 2 eference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:00 2019 Page 1 ID:_03YiKgzFABiAZZOFYFdn2yW o?i-u7tMT1 nHwasCe)KIzvILUdRB6kGhSuiBckhTMssPtfL 7.0-0 7.0-0 3.6 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in goo) Vdefl L/d TCLL 30.0 Plate Gdp DOL 1.33 TC 0.68 1/an(LL) -0.13 3-6 >634 360 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Ver(CT) -0.27 3-6 >305 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) 0.01 2 n/a n/a BCDL 10.0 Code FBC20177TP12014 Mardi Wind(LL) 0.21 3-6 >392 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEDGE .Left: 2x4 SP No.3 REACTIONS. (Ho/size) 1=382/0-8-0, 2=272IMechanical, 3=109/Mechanical Max Hoe 1=303(LC 12) Max Uplift 1=-74(LC 12), 2=-251(LC 12), 3=-30(LC 12) Max Grav 1=382(LC 1), 2=308(LC 17), 3=137(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:28.6 PLATES GRIP MT20 244/190 Weight: 241b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; 3=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interim(1) 3-0-0 to 6-11-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 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 fall 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 741b uplift at joint 1, 251 lb uplift at joint 2 and 30 lb uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 ®WANN/NG-VeHfydeslgnpammefemmdRE D NOTES ON TNISANOINCLUOEOM?EKBEFEBANCEPAGEMO74nmre IOM2015BEFOBEUSE Design valid for use only with MSekll) connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and property Incorporate this design into the overall buildingdesign. Bracing Indicated Stoprevent bucl4ingofindividual 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 Me fabricall storage, delivery, erec9on and bracing of trusses and truss systems seeANSlyrptf Quality CMMa. DSi and SCSI BuldND Component 6904 Parke East Blvd. Safoty Infomrationd olloble from Teas Plate Institute, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Gly Ply THOMAS T16806658 75548 JB Jack -Open 2 1 Job Reference (ooConalt . u...... c. a.zw s Use o zo lD Mn eK industries, Inc. free Apr r ui:3i 2ul9 page 1 ID:_03YKgzFABiAZZGFYFdn2yWo7i-MJRkgNnvhu_3GtuxXdiDt r Ri8fpBLyKgORI uPzPtfK 1-2-10 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Vert(LL) 0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 Na Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(LL) -0.00 7 >999 240 LUMBER- TOPCHORD 2x4SPM30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ito/size) 3=-35/Mechanical, 2=41510-8-0, 4=-60/Mechanical Max Horz 2=192(LC 12) Max Uplift 3= 35(LC 1), 2=-442(LC 12), 4=-60(LC 1) Max Grav 3=78(LC 12), 2=415(LC 1), 4=111(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. F Scale=1:13.0 PLATES GRIP MT20 2441190 Weight: 8111 FT=20% BRACING - TOP CHORD Structural mod sheathing directly applied or 1-2-10 or; puffins. BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gffp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351b uplift at joint 3, 442111 uplift at joint 2 and 60 lb uplift at joint 4. Walter P. Finn PE NoM39 M7ek USA, Inc. FL Carl 6634 6934 Parke East Blvd. Tampa FL 33BIO Date: April 17,2019 O WARNING -Verity Ceslgn parametchi READ NOTES ON MIS AND WCLUDED MR'EKREFERANCE PAGE M674m rev. lawaoin; saii USE Design valid for use only with MMIM connectors. This design Is based only upon parameters shown, and Is for an IncMdual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of lndivIdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posdble personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdferla, DSB-59 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute. 218 N. Lee Sheet Sulte 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T16806659 1554E JC3 Jack -Open 2 1 �THOMAS Job Reference (options) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2010 MiTek Industries, Inc. Wed Apr 17 07:38:01 2019 Scale=1:19.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Vert(LL) 0.00 10 >999 360 MT20 244/190 TOOL 15.0 Lumber DOL 1.33 BC 0.32 Vert(CT) 0.00 10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n1a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MR Wind(L-) -0.01 7-10 >999 240 Weight: 161b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 4=43/Mechaniml, 2=415/0-8-0, 5=53IMechanimI Max Horz 2=268(LC 12) Max Uplift 4=-44(LC 12). 2=-320(LC 12), 5=-32(LC 9) Max Grav 4=45(LC 17), 2=415(LC 1), 5=70(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=3.Opsf; h=22B; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-0 to 0-11-0, Intedor(1) G-11-0 to 2-11-4 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 pat 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 44 Ib uplift at joint 4, 320 lb uplift at joint 2 and 32 It, uplift at joint 5. Water P. Finn PE No.22639 61iTek USA, Inc. FL Cad 6636 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Job Truss Truss Type Oily Ply T16806660 75548 JCS Jack -Open 6 1 �THOMAS Job Reference National) t:namoers I runs, Inc., Port Pierce, rL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:02 2019 Page 1 ID_03YKgzFABiAZZOFYFdn2yW o?i-qV?7tjoXSC6wt1T74KMSZ2XGSYgewoCU32AaRszPtfJ -%1-0 2-8-0 5-0-0 2-0-0 2-8-0 2-4-0 LOADING (lost) SPACING- 2-0-0 CSI. DEFL. in (loc) Mail L/d TOLL 30.0 Plate Grip DOL 1.33 TC 0.37 Veit -0.02 6 >999 360 TCDL 15.0 Lumber COL 1.33 BC 0.98 Vert(CT) -0.05 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 5 n/a Was BCDL 10.0 Code FBC2017/rP12014 Matdx-MR Wind(LL) -0.06 5-6 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 4=148/Mechanical, 2=498/0-8-0, 5=B4/Mechanist Max Horz 2=355(LC 12) Max Uplift 4=-117(LC 12), 2=302(LC 12), 5=-28(LC 9) Max Grav 4=169(LC 17), 2=498(LC 1), 5=95(LC 17) FORCES. (lb) - Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-265/0 BOT CHORD 2-7= 168/383 PLATES MT20 MT18HS Weight: 221b Scale =1:25.5 GRIP 2441190 244/190 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24tt; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18;.MWFRS (directional) and C-C Exterior(2) -2-1-0 to 0-11-0, Intedar(1) 0-11-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 lost 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ito uplift at joint 4, 3021b uplift at joint 2 and 28 lb uplift at joint 5. Walter P. Finn PE No.22939 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 0 WARNING- Ver/lydesfgnpemmetemand REAP NOTES ON TNISAND wCLUBEG MITEKR£FENANCEPAGEMIP74M rev. 1e'111fp15 BEFGHE USE Design valid for use oNywlth Mucks, connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system, Before use, the building designer must verity Me applicability of design parameters and property Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to prevent buckling of individual hues web and/or chord members only. Additional temporary and permanent bracing MlTek- IsalwaysrecurredforstabilityantltopreventcollapsewithpossiblepersonalInjury and property, damage. For general guidance regarding the fab4catlon. storage, delivery. erection and bracing of trusses antl hues systems seeANSVrPI I Quality Cmelfa, OS0419 and BCSI Building Component 6904 Parka East Blvd. Safety InfoenationaNcaable from Truss Rate Institute. 218 N. lee Sheet, Suite312, Alexandria, VA 22314. Tampa, FL 33610 JACK -OPEN T16806661 -2-0-0 1-D-0 2-0-0 1-0-0 Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL. 1.33 TIC 0.37 Vert(L-) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BIG 0.10 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 War n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x6'SP No.2 REACTIONS. (lb/size) 3=-14/1viechanical, 2=439/0-8-0, 4= 129/Mechanical Max Horz 2=182(LC 12) Max Uplift 3=-14(LC 1). 2=468(LC 12), 4=129(LC 1) Max Gray 3=29(LC 12), 2=439(LC 1), 4=197(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4'.2psf; BCDL=3.Opsh h=22tr,.B=45ft; L=24R; eave=4N; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and fight 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 pet bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 14lb uplift at joint 3, 468 lb uplift at joint 2 and 129 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6SM Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNING- Vadlydeslen paramafera and READ NOTES ON THLSANU INCLUOEUMfTEKREFERANCEPAGEMLL70arcv.. 10413V20159EFOREUSE !' Design valid for use only with MOels)connectors. This tleslgn is based only upon parameters shown, and is for an Individual building component. not s` a truss system. Before use, the buading designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn&doing Indicated is to prevent bucIdIng of individual truss web and/or chord members only. AddItlonol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posable personal Inlury and properly damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of busses and truss systems, seeANSMII Duality Crdedo. DS849 and SCSI Suldtrg Component 6904 Parke East Blvd. Safety Informationovalloble from Truss Plate ImBtute, 218 N. Lee Sheet Suite 312: Alexandria, VA 22314. Tampa, FL Were Job Truss Truss Type Oty Ply THOMAS T76806662 15548 JS3 JACK -OPEN 6 1 Job Reference (optional) r r , irlc., run Fierce, rL 6.24U s UeC B 2018 MI rek Industries, Inc. Wed Apr 17 07:38:032019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yW o7i-1hZV53pADVEnVB2Je21h6G3nCylOfFRGIiw7zlzPlfl -2:00 3-0-0 2 - 300 Scale = 1:19.0 Plate Offsets (X Y)— t2:0-2-0 0-1-81 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (too) Vdetl L/d PLATES GRIP TOLL 30.0 Plate Gdp DOL 1.33 TO 0.37 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Weight: 16 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=84/Mechanical, 2=415/0-8-0, 4--12/Mechanical Max Horz 2=315(LC 12) Max Uplift 3=-80(LC 12), 2=-361(LC 12), 4=-62(LC 9) Max Grav 3=93(LC 17), 2=415(LC 1), 4=45(LC 3) .FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170ni (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psh h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-0 to 0-11-0, Intedor(1) 0-11-0 to 2-11-4 zone; porch left and right ealposed;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 pat bottom chord live load nonconcurent 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) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 361 It, uplift at joint 2 and 62 It, uplift at joint 4. Walter P. Rnn PE No.22839 MiTek USA, Ina FL Cad 6634 6934Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNING- Verifydesignpenmeten and READNOTES ON More AND INCLUDEDWEKBEFENANCEPAGEM67423rev- raNa20r5BEFOBE USE. ' Design valid for use only with MBek® connectors, Ak design h based only upon parameters shown, and Is for on IndMaluol building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is W prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is aiwaysrequired for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabtlmtlon, storage. delivery, erection and bracing of masses and truss systems seeANSVIP1f Quality CdMda, all and BCSI Building Component Safoty Nrormalbnaeoilable from Truss Mate Institute, 218 N. We Sheet Suite 312. Alexondria. VA 22314. MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Cry Ply T76806663 75548 K Common 3 1 �THOIVIAS Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 17 07:38:04 2019 Axe = Scale = 1:39.0 �b LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.33 BC 0.35 WB 0.27 Matrix -MS DEFL. in Vert(L,) -0.07 Vert(CT) -0.14 Horz(CT) 0.02 Wind(LL) -0.06 (too) Vdefl L/d 8-11 >999 360 8-11 >999 240 6 We n1a a-14 >999 240 PLATES GRIP MT20 244/190 Weight: 841b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=110410-8-0, 6=1104/0-8-0 Max Hom 2=333(LC 11) Max Uplift 2= 618(LC 12), 6= 618(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1355/621, 3-4=-1091/525, 4-5=-1091/525, 5-6=-1355/621 BOT CHORD 2-8= 269/1067, 6-8=-328/1120 WEBS 4-8=-299/809, 5-8=-570/356,3-8=-571/356 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCOL=3.Opst h=22ft; 6=45ft; L=24ft; eave=4R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extehor(2) -2-1-0 to 0-11-0, Intedor(1) 0-11-0 to 8-4-0, Extedor(2) B-4-0 to 11-4-0, Intedor(1) 11-4-0 to 18-9-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 618It, uplift at joint 2 and 618Ib uplift at joint 6. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 69114 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 OWARNING. Vsdrydes19np1remefersend NEADNOTES ON THIS AND WCLUDEDMREKREFERANCEPAGEMIFT47afay. 111aY2015aEFOREUSE Design valid for use only with MnekO 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 appllcablilty of design parameters antl propedy Incorporate this design Into Me overall bulldIng design, Bracing Indicated is to prevent buclaing of Individual truss web and/or chord members only. Addlnonal temporary and permanent bracing Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek- fabrication, storage, delloery, erection and bracing of trusses and buss systems, seeANSVIPIi Quality Criteria. DSB49 and SCSI [Wilding Component Safety Informatbmvoiloble from Truss Plate Institute, 218 N. Lee Street, Sui1e312. Alexandria. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply THOMAS T16806664 75548 KJ2 Diagonal Hip Girder 6 1 Jab Reference (optional) a.zau s use b 2u1 Is Sir i ea Inaustrres, Inc. wed Apr 17 07:38:05 2019 Page 1 F LOADING (psf) SPACING- ' 2-0-0 CSI. TCLL 30.0 Plate Gnp DOL 1.33 TC 0.41 TCDL 15.0 Lumber DOL 1.33 BC 0.13 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 BCDL 10.0 Code FBC2017/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 .REACTIONS. fib/size) 2=426/0-8-8, 4=-34/Mechanical, 3=14/Mechanical Max Holz 2=214(LC 12) Max Uplift 2=-400(LC 12). 4=-34(LC 1), 3=-18(LC 9) Max Gran, 2=426(LC 1), 4=82(LC 12), 3=25(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown DEFL. in (loc) Vdefl Ud Ved(LL) 0.00 7 >999 360 Vert(CT) 0.00 7 >999 240 Horz(CT) 0.00 2 n1a Na Wind(L-) -0.01 4.7 >999 240 BRACING - Scale = 1:14.7 PLATES GRIP MT20 244/190 Weight: 101b FT=20% TOP CHORD Structural wood sheathing directly applied or 1-10-7 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) antl C-C Comer(3) zone;PC 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 400 lb uplift at Joint 2, 34 lb uplift at joint 4 and 18 In uplift at joint 3. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 QWARNING- Verttydes/gnpaav mersand READ NOTES ON TN/SAND INCLUDED MlrEKREFERANCEPAGEMII-74xarcv. IdmamOTSBEFOREUSE. Design valld for use only with M iek®connectors. INS 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 MIS 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 N)ury and Property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANBprplt CYOIBy CdMb, DSB49 and SCSI BuldhB Component 69N Parke. East Blvd. Safety Nfonnatbmvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job TrDse Truss Type - Oty Ply THOMAS T7680fi665 75548 KJ3 Diagonal Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:05 2019 Page 1 Scale=1:18.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Ven(LL) -0.11 4-7 >453 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Ved(OT) 0.07 4-7 >705 240 BCLL 0.0 Rep Stress Incr NO WE 0.00 Horz(CT) 0.01 2 fil n1a .BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=76/1viechanical, 2=436/0-10-15, 4= 23/Mechanical Max Horz 2=264(LC 8) Max Uplift 3=-82(LC 5), 2=-522(LC 8), 4=-86(LC 17) Max Grant 3=159(LC 28), 2=667(LC 28), 4=166(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 1 D-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; Ill 3=45111; L=24ft; Save=4tt; 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 10.0last bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-M 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 821b uplift atjoint 3, 522111 uplift atjoint 2 and 66 Ib uplift at joint 4. 6) "NAILED" Indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Veil: 1-3=-90, 4-5=-20 Concentrated Loads (lb) Vert: 8=121(F=61, B=61) 9=102(F=51, 3=51) Walter P. Finn PE No.22639 Mil USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 17,2019 ,&WARNING- Verffy CerInsparenieiersend BEAD NOTES ON WISANOINCLUD£DMITEKBEFERANCEPAGEMO7473.e.. 1W0,32015BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown. and is for an IntlNldual building component, not a truss system. Before use, me bustling 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. Addlfionoi temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabrication storage, deIrmly, erection and bracing of trusses and buss systems. seeANSI/IPII Quality Criedo, DSB49 and SCSI BuSding Component 6904 Parke East Blvd. Safety Informatbnavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Thus Type City P=THOMAST16806666 75548 KJ5 Diagonal Hip Girder 1 (options 0 uss, Inc., Fort Tierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:06 2019 Page 1 ID_03YKgzFABiAZZOFYFdn2yWo?i-jGEdj52W OcMMenuJAROkuhFH9KVsav3- g8nadzPHF -2-9-15 3-]-6 7-0.2 2.9-15 3-7-6 3-4-11 Scale = 1:24.9 I LOADING (psi) TOLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL. 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017rFP12014 CSI. TC 0.51 BC 0.41 WB 0.15 Matdx-MP DEFL. in Vert(LL) -0.04 Vert(CT) -0.06 Horz(CT) -0.03 WmcI(LL) 0.06 (too) Vdefl Ud 8 >999 360 8 >999 240 4 Was Na 8 >999 240 PLATES GRIP MT20 244/190 Weight: 351b FT=20% - -LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 GOT CHORD Rigid ceiling directlyapplied or 6-0-0 oc bracing. WEBS 2x4 SP NILS WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 4=152/Mechanical, 2=702/0-11-5, 5=70/Mechanical Max Horz 2=352(LC 8) Max Uplift 4=424(LC 8), 2=-594(LC 8), 5=-74(LC 5) Max Grav 4=157(LC 17), 2=857(LC 28), 5--238(LC 24) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-709/169 GOT CHORD 2-7=-137/469, 6-7=-137/469 WEBS 3-7=-181/293, 3-6=-540/158 NOTES- 1) Wind: ASCE.7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22f1;.B=45ft; L=24ft; eave=4ft; Cat. II; Eire C; Encl., GCpI=0.18; MWFRS (directional); Lumber DOL=1.60 plate gip DOL--1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 124 lb uplift at joint 4, 594 Re uplift at joint 2 and 741b uplift at joint 5. 6) "NAILED" indicates 3-1 Od (0.148"x3") or2-12d (0.148°x3.25") toe -nails per NOS guidllnes. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 12--61(F) 14=51(F) 15=-12(F=5, B=-17) Walter P. Finn PE NoIU39 MiTek USA Inc. FL Cart 6634 6994 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 ,&WARNING - Varrydeslga ralemetersand READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEMx7mma. IDWAYAf50EFORE USE Design valid for use only with MOelt® connectors. This design is based only upon parameters shown. and Is for on 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 buildingdedgn. Bracing Indicated is to prevent trucking 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, McANSVTPit Goody Ct@ub. DSBd9 and BCSI Building Component Sateb, In(oenallonsvotable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexondrio, VA 22314. MiTek- 6904 Parke Best Blvd. Tampa, FL 33610 7 Job Truss Truss Type Oty T16806667 =is]) 75548 KJ7 Diagonal Hip Girder 1 Im s, Inc., on Fierce. FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:07 2019 Scale = 1:34.7 a 5.66 12 3x4NAILED2m NAILED <EDIo n N NAILED a NAILED 11 2 4 15 7 16 6 1 NAILED NAILED NAILED 5 3x4 _ II 3x4 NAILED NAILED NAILED ADEQUATE SUPPORT REQUIRED. -2-10-2 5-0.6 840-1 2.10-2 5-0-6 1 4-9-01 Plate Offsets (X )D-- [2:0-0-9 0-0A] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Vert(LL) -0.07 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.30 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Hom(CT) 0.01 5 rate n/a BCDL 10.0 Code FBC2017trP12014 Matrix -MS Weight: 461b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-10-1 cc bracing. WEBS 2x45P No.3 REACTIONS. All bearings Mechanical except Qt=length) 2=0-10-15. (Ib) - Max Horz 2=388(LC 24) Max Uplift All uplift 100 Ito or less at joints) except 1=-138(LC 24), 4=-181(LC 8), 2=-421(LC 8), 5= 268(LC 8) Max Gray All reactions 250 Its or less at joints) 1, 4 except 2=1071(LC 28), 5=514(LC 28) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1135/344 BOT CHORD 2-7=-541/902, 6-7=-541/902 WEBS 3-7=-28/324, 3-6=-1025/615 NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; 11=22h; B=45ft; L=24ft; eave=4ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional); 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138Ib uplift at joint 1, 181 Ito uplift at joint 4, 421 lb uplift at joint 2 and 268 lb uplift at joint S. 6) "NAILED" Indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NOS guldlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (13). LOAD CASE(S) Standard 1) Dead +Float Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-9=-112, 4-9=-90. 5-8=-20 Concentrated Loads (lb) Vert: 11=121(F=G7, B=61) 13=-100(F=-50, B=-50) 14=102(F=51, B=51) 15=11(F=5, B=5) 16=-53(F=27, B=-27) Walter P. Finn PE No22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 ,& WARNING-Vedfydeegnperemetere end READ NOTES ON TN/SANDWCLUDED MmEKREPERANCEPAGEM6747a rev. la=aD150EFOREOSE. Design void for use only with M179M connectors. This design is based only upon parameters shown. and is for an hcMdual bWOing component, not a truss system. Before use, the building designer must varlry the applicability of design parameters and property Incorporote 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 stabilty end to prevent collapse w1h possible personal Injury and property damage. For general guidance regarding the fabticaflon, storage. delivery, erection and bracing of trusses and buss sys ems seeANSVIPII CuoW CMeM, D5549 and SCSI flooding Component 69M Parke East Blvd. Safety Informanonevaaable from Truss Plate Institute. 216 N. Lee Sheet, Sulte 312. Alexandho. VA 22314, Tampa, FL 33610 Jab Truss Truss Type Oty Ply THOMAS T16806668 75546 KJCS Diagonal Hip Girder 1 1 Job Reference (optional) 0.4ea 5 Uea a ew C MI I eK Inaummes, Inc. W ea Apr 1 / U1:36:aa W19 1 I� Scale=1:24.9 NAILED NAILED 5.66 F12 3x4 i 15 4 NAILED 2z3 II x^ NAILED 3 14 2 to 3x10 = 3x4 = NAILED 16 10 9 NAILED NAILED 3x4 = 3.4 II 1 4x4 = NAILED 2-1-5 3-8-8 7-0-2 ' 2.1-5 1-7-3 3-3-10 Plate Offsets (X,Y)-- f2:0-0-5 Edcel LOADING (psQ SPACING- 2-" CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.51 Vert(LL) -0.05 73 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.08 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 37111 Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-10 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 4-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=162/Mechanical, 2=539/0-10-15, 6=147/MechanimI Max Horz 2=352(LC 8) Max Uplift 5=-129(LC 8), 2=-574(LC 8), 6=-116(LC 5). Max Grav 5=173(LC 28), 2=876(LC 28), 6=316(LC 29) FORCES. (lb) - Max CompJMax. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3-1428/413, 3-4=-1410/394 BOT CHORD 2-10= 356/1107, 9-10=-166/250; 4-8=-318/929, 7-8=-532/1217 WEBS 3-10=-378/148,8-10=-575/1296, 4-7=-1247/545 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60.plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 Ib uplift at joint 5, 574 lb uplift at joint 2 and 116111 uplift at joint 6. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). - LOAD CASE(S) Standard 1) Dead+ Roof. Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-5= 90, 9-11=-20, 6-8=-20 Concentrated Loads (lb) Vert: 14=121(F=61, B=61) 16=102(F=51, B=51) 17=48(F=--24, B=-24) Walter P. Rnn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Job Truss Truss Type Oty Ply T16806669 75548 KJS DIAGONAL HIP GIRDER 1 1 �THOMAS Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:09 2019 Scale= 1t18.6 Plate Offsets (X,y)— f2:0-1-15,0-1-81 LOADING (pail SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Vert(LL) -0.11 4-7 >442 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(CT) 0.08 4-7 >629 240 BCLL 0.0 ' Rep Stress Mar NO W B 0.00 Hoa(CT) 0.02 2 rda n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20 to FT=20% LUMBER- TOPCHORD 2x4SPM31 BOTCHORD 2x4SPM31 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=83/Mechanlr 1, 2=436/0-9-13, 4=-29/Mechanical Max Horz 2=311(LC 24) Max Uplift 3= 96(LC 8), 2=578(LC 8). 4— 130(LC 13) Max Gray 3=140(LC 28), 2=642(LC 28), 4=118(LC 24) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (to) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=22ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M vide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 to uplift at joint 3, 578 lb uplift at joint 2 and 130 lb uplift at joint 4. 7) "NAILED" indicates 3-1Od (0.148'x3°) or 2-12d (0.148')0.25°) 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=1.33, Plate Increase=1.33 Uniform Loads (plp Vert: 1-3_ 90, 4-5=-20 Concentrated Loads (lb) Vert: 8=92(F=46, B=46) 9=132(F=66, Bi Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East BNd. Tampa FL 33610 Date: April 17,2019 0 WARNWO-Vedydes/gnp.remefersend READNOTES ON THISANDMCLUDWMrt KREFERANCEPAGEMII-74Tarev. 10,03y 115BEFORE USE Design valid for use only with Mifek® 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 Me applicability of design parometers and popery incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of lndIvduol hire web and/or chord members orgy. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fobricat on. storage, delivery. erection and bracing of trusses and truss systems. weANSVIPII Quality Criteria. D5849 and SCSI Building Component 6904 Parke East Blvd. Safety Infomrp onevallable from Titus mate Institute. 218 N. too Sheet, Suite 312. Alexandria. VA 22314. Temp., FL 33610 Job Truss Truss Type Oty Ply THOMAS T76806670 75548 MV2 Valley 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:10 2019 Page 1 ID_03YKgzFABiAZZOFYFdn2yWo7i-b2UBZSuZaf6orF5gYOVKuks1 OmnHoPANH67jOzptfB 2.0-0 2.0-0 Scale =1:9.5 3x4 i LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.12 Vert(LL) n/a - r1a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.04 Vert(CT) n/a - n1a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Harz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=84/2-0-0, 2=68/2-0-0, 3=15/2-M Max Harz 1=66(LC 12) Max Uplift 1= 17(LC 12), 2=-66(LC 12) Max Grav 1=84(LC 1), 2=78(LC 17), 3=30(LC 3) FORCES. (Ib) - Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 244/190 Weight: 6lb FT=20% BRACING - TOP CHORD Structural mod sheathing directly applied or 2-0-0 cc pur ins. GOT CHORD Rigid ceiling directlyapplied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22H; B=45tt; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 66 lb uplift at joint 2. Walter P. Finn PE No.22839 MTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: April 17,2019 Q WARNING- Vedfydesr9n pacyrcfen end READ NOTES ON MMANDINCLVDED MREKREFERANCEPAGEMIFTCTa me 101103OO1SBEFOREDSE Design valid for use only with M7ek9 connectors. IIThis design 6 based only upon parameters shovm, and is for on IndiNducl building component, not a truss system, Before use, the building designer must verify the eppllcabYiN of design parameters and properly Incorporate this design Info the overall buacing castors. Bracing Indicated Is to prevent buckling of individual Imss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse calm possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of flumes and truss systems seeANSUipll Qua[ NNyy Caserta, DSB49 and SCSI Building Component 6904 Parke East 13W. Safely Informationavictable from Truss Rafe Institute, 218 N. Lee Sheet, Suite 312. Alexantltia. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T16806671 75548 MV4 Valley 2 1 Job Reference (optional) Uhambers Truss, Inc., than Pierce, FL 8.240 s Dec 6 2018 li Industries, Inc. Wed Apr 17 07:38:10 2019 Page 1 ID_03YKgzFABiAZZOFYFdn2yWo7i-b2U8ZSUZaf60rF5gYOVKuksVTmkOOPAfvH6?iOzPSB 3x4 II 2 3 3x4 G 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdef1 L/d TOLL 30.0 Plate Grip DOL 1.33 TO 0.63 Ved(LL) Na - n/a 999 TOOL 15.0 LumberDOL 1.33 BC 0.22 Ven(CT) r1a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 HocgCT) 0.00 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrii LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No-3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=185/4-0-0, 3=185/4-" Max Horz 1=148(LC 12) Max Uplift 1=37(LC 12), 3=-136(LC 12) Max Grav 1=185(LC 1). 3=206(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -Aft tomes 250 (lb) or less except when shown. Scale=1:16.2 PLATES GRIP MT20 244/190 Weight: 151la FT=20% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C( Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 3-10-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 37 lb uplift at joint 1 and 136111 uplift at joint S. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date; April 17,2019 Q WARNING -Verlrydesrgnpa®..there.READ NOTES ON PIISAND INCLUOEp MREKREFERANCEPAGE11411i reeJ003aOr5BEFORE USE Design valid for use only with Maei connectors. Pre design 6 based only upon parameters shown, and Is for an Individual bulldog component, not �- a truss system. Before use, the building designer must verily 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 wIM possible personal Iniury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of lenses and muss systems. seeANSVIPII Qual CMab, DS049 and SCSI Building Component 69N Parke East Blvd. Satisfy Mformotbmvailoble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra, VA VIM, Tampa, FL 33610 Job Truss Truss Type Illy Ply THOMAS T76806672 75548 PBA Piggyback 7 1 Job Reference (optional) a.Gvu s UVU o zV le m, r eK lnau51De5, mc, "eu mr ll urjo;ii zule 3x4 = 6 2.3 II 4x4 = Scale = 1:15.1 TOP CHORD UNDER. PIGGYBACKS 3x4 = TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. TYPICAL. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.31 Vert(LL) 0.00 5 n/r 120 TCDL 15.0 Lumber DOL 1.33 BC 0.12 Vert(CT) 0.01 5 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 4 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=192/4-10-14, 4=192/4-10-14, 6=237/4-10-14 Max HDrz 2=93(LC 11) Max Uplift 2= 139(LC 12), 4=-139(LC 12), 6=-56(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 211b FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=22N; B=45N; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and tortes & 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1391b uplift at joint 2, 1391b uplift at joint 4 and 561b uplift at joint 6. 7) 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 MTek USA, Inc. FL Cad 6634 6904 Padre East Blvd. Tampa FL 33810 Date: April 17,2019 Q WARNWG-Vedrydeslgnpmemefers end READ NOTES ON 1NISAND INCLUDED MREKREFERANCEPAGEMIF7473 rev. I&A110 20f5BEFOREUSE DeslgnvalId tar use only with MRek®connectors. This do n6 based oNy upon parameters shown and is for on IndNldualbullcing component, not a}luss system. Beforethe bustling designer must vetlty the applicablliy of tleslgn parameters and propery Incorporate IDis design into the overall ����YY■ buId tleslgn. BrocingIna .led"topreventbucWingofIntlNltlualbussweband/orchortlmemb6eonly. Atlditionaltemporaryantlpermanentbracing MiTek' b always requlretl for 5labllByantlto prevent collapse wlM passible p.rsonoI"jury antl property tlamage. For general guidance regarding the fobdl storage.'.".ry e,..,an and brodng of trusses and truss system. seeANSU1P11 Guell CmalM, DSM9 end 8 all Butdbp Cemponont 69N Parke East BNtl. Sal InlormotbMv.,."a from Truss Plot. Institute, 218 N. Lee Sfreet. Suite 3,2. A ..nano, VA 22 14, Tampa, FL 33610 Joh Truss ����P[Y�THOMfAS T76806673 55 Reference (Optional) Ohambers Truss, Inc., Fon Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:11 2019 Page 1 I D-03YKgzFABiAZZOFYFdn2yW o?i-3E2 W movBKzEeSPfs6j 1 ZOxOBYA7EXs8o8nYFgzPtfA 4x4 = 3x4 = Scale=1:15.1 fi-4.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.16 Ven(LL) 0.00 5 nlr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(CT) 0.00 5 Nr 90 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 4 n/a I BCDL. 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size). 2=192/410-14, 4=192(4-10-14, 6=237/4-10-14 Max Ho z 2=93(LC 11) Max Uplift 2=-139(1-C 12), 4=-139(LC 12), 6=-56(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 1Od (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. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wind: ASCE 7-10; Vult=170Mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22f; B=45ft; L=24ft; eave=4ft; 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 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 It, uplift at joint 2,139 Ib uplift at joint 4 and 56 lb uplift at joint 6. 9) 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 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Cate: April 17,2019 Q WARNING- VeNry EesignpemmetelsanOREADNO7ES ON MS AND INCLUDED MNEKFEFEFANCEPAGEM/F)4]3rev. 1N012015 BEFORE USE Deslgn valid for use only with MBepla, connectors. Mis tleslgn 6 based only upon parameters shown, and is for an individual building component, not a fiuss system. Before use, the building designer must verify Me appllcablliN of design parameters and properly Incorporate this design info the overall builtling design. Brccing Indicated is to prevent buckling of intlivitlual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' k always required for stall llty and to prevent collapse with possible personal Injury and property damage, For general guldonce regarding the fabrication, storage. delivery, erection and bracing of trusses and truss system% seemSU1P11 Quality Cdbda, DSB-89 and BCSI BuldbD Companrrnt 69M Parke East Blvd. Safety lnfonnalonwoiloble from Truss Note Insfil 218 N. We Sheet, Sulte 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Div Ply THOMAS T76806674 75548 PBC Piggyback 1 1 Job Reference option, Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 1707:38:12 2019 Page 1 ID_03YKgzFABiAZZOFYFdn2yW o7i-YOcv_8wp5GMV4ZE2gRYoz9xKaaDIGJgyMbb6nHzPtf9 2-0-0 4.4.0 1 2-0-0 24.0 Moo ads 9 3x4 = 3x6 O 3x4 = Scale = 1:12.6 Plate Offsets (X,Y)— f3:0-0-0.0-0-2] [4:0-3-0 0-0-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.27 Vert(L-) 0.00 6 r✓r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(CT) 0.00 6 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 5 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix-R Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=310/4-10-14,5=310/4-10-14 Max Horz 2d7(LC 11) Max Uplift 2=-167(LC 12), 5=167(LC 12) FORCES. (Ito) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-335/361, 3-4=-269/335, 4-5=335/361 BOT CHORD 2-5=-224/262 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=170mph (3-second gust) Vasd=132ni TCDL=4.2pst BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1671b uplift at joint 2 and 167lb uplift at Joint S. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE N4.22879 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 Q IVARNMG-VrvV desfenparemefersand READNOTES ON TNISANDMCLUDEDMREKREFERANCEPAGEM&74M.. lDA'YLDiSREFORE USE Design valid for use only with Mlfelfw connectors. this design Is based only upon parameters showNid n, and Is for on Indual building component, not a truss system. Before use, me building designer must verily 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 WOW Is always required for stability and to prevent collapse with possible personol injury and properly daaNmyage. For general guidance regarding the DSe49 and lCSl Sultlhp Component Nd Sol�ry lnformarrofwoOoble from Taus Plate imtltu1e. 218 N. Lee Sheet.!iu fe 31 Z Alxand al. VA 22314.meAo, T pa. FL 33610 Jab Truss Truss Type Dry Ply THOMAS T76806675 75548 PBD Piggyback 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL d 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:36:13 2019 Page 1 ID:_03YKgzFABiA7ZOFVFdn2yW o4i-Od9HBUxRsaUMijpEE831 WMUPO_k97ko5bFLlKjzPde 44 = 44 = 3x4 = 13 12 11 10 9 3x4 = 2.3 11 3x6 = 2x3 11 2.3 11 2x3 II Scale = 1:36.5 18.8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.65 Vert(LL) 0.01 8 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.35 Vert(CT) 0.02 8 n/r 90 BCLL 0.0 Rep Stress liner YES W B 0.14 Horz(CT) 0.00 7 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 81 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-2-14. file) - Max Horz 2=251(LC 11) Max Uplift All uplift 100 lb or less at joinds)12, 10 except 2=-128(LC 12), 13- 383(LC 12), 9=-383(LC 12). 7=-128(LC 12) Max Grev All reactions 2501b or less at joint(s)12, 10 except 2=266(LC 1), 13=584(LC 17), 9=584(LC 18). 7=266(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 file) or less except when shown. TOP CHORD 3-4= 267/265, 4-5=-229/254, 5-6=-266/267 WEBS 3-13=-585/460, 6-9=-586/460 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.OpsF h=22f; B=45ft; L=24ft; eave=4f ; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-2 to 3-3-2, Interior(1) 3-3-2 to 8-1-4. Extenor(2) 8-1-4 to 14-9-11, Interior(l) 14-9-11 to 18-4-14 zone;C-C for members andforoes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjointfs) 12, 10 except 0t=11b) 2=128, 13=383, 9=383, 7=128. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Waller P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 O WARMING- Vs1/rydssfgnparametereand READ NOTES ON THEANOWCLUDWM?EKREFERANCEPAGEM&74MMK 10=2015BEFOREUSE valid for use only with Miredl connectors. This design is based only upon parameters shown. and Is for an Individual bullding component, not Wit a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign. BrocingIndicated Istoprevent sucking oflndIvidualtrussweband/or chord members Only. Additional temporary and permanent bracing MiTek' For general guidance regarding the Is always required for Mobility and to prevent collapse with possible personal bury and property dSVTPII and bracing of trusses and truss systemZ Baymage. mR��036-09 antl eCSI Bu1Ehp Cornponrrnt }Safety Blvd. East L mlomlarlonovoeable from Truss Pion Immure,2BN.LeSteel.tlon 1e A1.aml VA 22314 Tampa, F6904 33810 Job Truss Truss Type Oly T16806676 =Roferenm 75548 PBE Piggyback 2 a0 ••••+�. �+ •�••_�_.••- o.44u s aec o zU ro MI r ex mausmes, me. wed Apr l/ U I:38:142U19 Paget ID _03YKgzFABiA7ZOFYFdn2yW o7i-UpjfPgx3ducDJtORnraG2aOVgN1 BkCTFgv4DsgzPtf/ Scale: 3/8'=1' 44 = 2x3 II 4x4 = 3 14 15 4 16 17 5 3x4 = 11 10 9 8 3x4 _ 2x3 II 3x6 = 2x3 II 2x3 II 18-8.0 Plate Onsets (X Y)— r3:0-2-4 0-2-4t (5:0-2-4 0-2-41 LOADING (psQ SPACING- 2-" CSI. DEFL. in (too) Udell Ud PLATES GRIP TOLL 30.0 Plate Gdp DOL 1.33 TC 1.00 Vert(LL) 0.02 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Ven(CT) 0.03 7 n/r 90 BCLL 0.0 Rep Stress ]nor YES WB 0.11 Horz(CT) 0.00 6 Na We BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 72 Us FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ors bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-2-14. (Ib) - Max Horz 2=184(LC 11) Max Uplift All uplift 100 Ile or less at jolnt(s) except 2=-201(LC 12), 9=-226(LC 9), 6=-201(LC 12), 11=-232(LC 12), 8=-232(LC 12) Max Grav All reactions 2501b or less at joint(s) except 2=329(LC 1), 9=309(LC 21), 6=329(LC 1), 11=565(LC 17), 8d31(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. WEBS 4-9=-299/253, 3-11=-409/284, 5-8=-375/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=3.Opsf; h=2211; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-2 to 3-3-2, Interior(l) 3-3-2 to 6-", Exterior(2) 6-0-0 to 10-2-15, Interior(1)10-2-15 to 12-8-0. Extedor(2) 12-M to 16-10-15, Interior(1) 16-10-15 to 18-4-14 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 2, 2261le uplift at joint 9, 201 lb uplift at joint 6, 232 lb uplift at joint 11 and 232 lb uplift at joint 8. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE NoR2839 MITek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 A WARNING- w&ydesfgapaaua asead BEADN07ES ONTNBANDMCLUDEDMmEKBEFERANCEPAGEM674M... fa,DYL915BEFOREUSE Design valid for use only with Mitoses connectors. Als design Is based only upon parameters shown. and Is for on Individual building component. not ��- a hum system. Before use, the building designer must verify. the appllonallfy, of design parameters and property Incorporate this design Into the overall bulldeng design. Bracing Indicated b to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal hqury and properly damage. For general guidance regordhg the fabrication, storage. delivery, erection and bracing of trusses and hurt systems seeANStMIT Quality Criteria, D31419 and BC31 Bultlbp Component seat Parke East Bind. Safety fnfomlationcyalloble from Truss Mote Institute, 218 N. Lee Sheet, Suite 312. Aiexandi VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply THOMAS T76806677 75548 PBF Piggyback 1 1 Job Reference (optional) 4x4 = 3 ZZ cmo ran ee mausmes, Inc. weu Apr w uran:to zutu regal ID:_03YZZCFYFdn2yWo7i-y7 KgzFABiAH1 CAyhOB14xlzdLZ5VbnZienPxTePO2ZgmObzPlf6 Scale: 3/8'=1' 2x3 11 13 14 4 15 16 4x4 = 5 3x4 = 11 10 9 8 3x4 = 2x3 II 3x6 = 2.3 11 2x3 11 13-8.0 LOADING (psf) SPACING- 2.0-0 CS]. DEFL in (too) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.85 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(CT) 0.01 7 n/r 90 13CLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 6 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 65 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purilns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. All bearings 17-2-14. (Ib) - Max Hoe 2=-120(LC 10) Max Uplift All uplift 1 OD lb or less at joints) except 2=-143(LC 12), 9=-403(LC 9), 6=-143(LC 12). 11=-185(LC 12), 8=-185(LC 12) Max Grav All reactions 250 lb or less at joints) 2.6 except 9=663(LC 21), 11=450(LC 17), 8=446(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. WEBS 4-9=-557/437,3-11=-342/271,5-8=-341/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-3-2 to 3-3-2, Interior(l) 3-3-2 to 4-0-0. Extedor(2) 4-0-0 to 8-2-15, Interior(1) 8-2-15 to 14-8-0, Extedor(2) 14-M to 18-4-14 mne;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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2, 403 lb uplift at joint 9, 1431b uplift at joint 6, 1851b uplift at joint 11 and 185 lb uplift at joint 8. 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 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 A WARNWG-Ver/tydesgnperemefe..nd READNOTESON7N/SANDMCLUDWMREKREPERANCEPAGEMM174M... 1aN32p15BEFOREUSE Design valid for use only with Miler connectors. This design Is based only upon parameters shown. and Is for an Inc Mdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulIdIng 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 seeANSU1PN Quality Crtlub. DSB49 and SCSI Bultlhp Component Safety NformatbNvallable from Truss Plate Institute. 218 N. Loa Sheet. Suite 312 Alexandria, VA 22314. M!Tek' 6e04 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type Oty]P71yTTHOMAST16806678 75548 PBG Piggyback 1 Reference (optional) ruse, u , run neme, r b.z4u a uec a Zuld MI I eK Industries, Inc. Wed Apr I U7:38:16 2019 Page 1 ID:_03YKgzFABiAZZOFYFdn2yWo7i-OCrPgWzl9VtxZAYpvGck7?fi YBINC6tYHDZJv2zPD5 Scale: 3/6'=1' 8.00 F12 44 = 3 2.3 11 2x3 11 14 15 4 5 16 17 4.4 = 6 3x4 = 13 12 11 10 9 3x4 = w II 2.3 113.6 = 2x3 11 2x3 II LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress [nor YES Code FBC2017/TP12014 CSI. TC 0.40 BC 0.38 WB 0.11 Matil DEFL. in (roc) Vdefl Ud Ved(LL) -0.00 7 Nr 120 VergCT) -0.00 8 n/r 90 Horz(CT) 0.00 9 Na n/a PLATES GRIP MT20 244/190 Weight: 581b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oq pudlns. 3-6: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. All bearings 17-2-14. fill) - Max Harz 2=-56(LC 10) Max Uplift All uplift 100 Its or less at joints) 2, 7 except 13=-220(LC 8), 12=-360(LC 8), 10=-360(LC 9), 9=-224(LC 9) Max Gmv All reactions 250lb or less atjoint(s) 2.7 except 13=469(LC 1). 12=490(LC 22), 10=490(LC 21), 9=469(LC 1) FORCES. (lb) - Max Comp/Max. Ten. -All forces 250 fib) or less except when shown. WEBS 3-13=-370/316, 4-12- 407/384, 5-10=-407/384, 6-9=370/311 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-3-2 to 6-2-15, Intedor(1) 6-2-15 to 16-8-0, Extedor(2) 16-8-0 to 18-4-14 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument With any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7 except Qt=lb) 13=220, 12=360, 10=360, 9=224. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Waller P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 17,2019 A WARNING - Vedly des/gn parameters end READ NOTES ON THISAND INCLUDED mB£K REF£RANCE PAGE MIL74Ta rev. I DA12015 BEFORE USE • Design volid for use only wit, Mirada connectors. This design is based only upon, parameters showr% and is for an Individual building component not a truss system. Before use, the bulding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse win possible personal Injury and properly damage. For general guidance regarding the fobrlcanom storage delivery, erection and bracing of trusses and muss systems seeANSVTP11 Caudill Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Infodnutbnavolloble from Ass Plate iraltute, 218 N. Lee Sheet Suite 312. Alexandria. VA 22 14. Tampa, Ft. 33610 Job Thus ]T�s PBH ]OtyT1680667978548 ference o tional 8.24U s use a 2ul8 MI I ek Industries, Inc. Wed Apr 17 07:38:17 2019 a 0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 3 44 = 3x4 = 10 9 8 3.4 = as II 2x3 II 2x3 II 13 8-0 SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES Plate Grip DOL 1.33 TC 0.43 Ven(LL) -0.00 6 rVr 120 MT20 Lumber DOL 1.33 BC 0.07 Vert(CT) -0.00 6 Fri 90 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 6 n/a Na Code FBC2017QPI2014 Matrix-S Weight: 52 lb Scale=1:28.8 GRIP 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-2-14. (lb) - Max Horz 2= 21 O(LC 10) Max Uplift All uplift 100 lb or less at joints) 2, 6, 9 except 10=-296(LC 12), 8=-296(LC 12) Max Grav All reactions 2501b or less at joints) 2,6 except 9=356(LC 1). 10=457(LC 17), 8=456(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 4-9=-270/85, 3-10=-496/396, 5-8=-4961396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=45ft; L=24ft; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-2 to 3-3-2, Interior(1) 3-3-2 to 6-10-0, Extedor(2) 6-10-0 to 9-10-0, Interior(1) 9-10-0 to 13-4-14 zone;C-C for members and tomes & MW FRS 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 pat bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 9 except Qt=lb) 10=296, 8=296. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: April 17,2019 AWARNING-Vedty design parameersend HEAD NOTES ON MIS AND MCLUDED MrTEK REFERANCE PAGE MIP74M rev. lr=aor56EFORE USE ' Design valid for use onlywith MBeka9 connectors. This design a based only upon parameters shown, and is for an Individual building component, not a hum system. Before use, the building designer must verify the applicability of tlesign parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. AddiHanal temporary and permanent bracing MiTek' Is always required for stabllity antl to prevent collapse with possible persond hlury and properly damage. For general guidance regarding the fabrication, storage. delivery, erectlon and bracing of trusses and truss systems. seeANSVIPI1 Cual CMCM, DSB-89 and fill Bultlbp Component 6904 Parka East Blvd. Safety la/ormatbrrnoilable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Thus Truss Type T16806680 75548 PBI Piggyback �Qtyp[�YTHOMAS erence (optional) Iua, 11 u, ruu rie,w, r� B:Lau S Dec b?ul a MI I ek Industries, Inc. Wed Apr 17 07:38:18 2019 Scale=1:24.6 3x6 i 2x3 11 3x6 3x4 = 12 11 10 3x4— 2x3 11 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.29 Ved(LL) -0.00 8 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.08 Ved(CT) 0.00 8 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 501b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-2-14. (Ib) - Max Horz 2=-174(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)11 except 2= 102(LC 12), 8=-102(LC 12), 12=-234(LC 12), 10=-234(LC 12) Max Grav All reactions 250 Ib or less atjojnt(s) 2, 8 except 11=270(LC 1), 12=402(LC 17), 10=400(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except When shown. TOP CHORD 2-3=-285/92, 3-4=-295/258, 4-5=-280/272, 5-6=-280/272, 6-7=-295/258, 7-8=-265/82 WEBS 3-12=-395/351, 7-10=-395/351 NOTES- 1) Unbalanced mot live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterioil 0-3-2 to 3-3-2, Intenor(1) 3-3-2 to 5-8-0, Extedor(2) 5-8-0 to 12-2-15, Interior(1) 12-2-15 to 13-4-14 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 11 except (jt=lb) 2=102, 8=102, 12=234, 10=234. 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 Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 AIVARNING-Vw1ydesi9.jcS1mctersend READ NOTES ON TMSANUINCLUDWMrTEKBEFEBANCEPAGEMIP74n3 l.. 1MtYSp15BEFOBE USE Design valid for use only with Mnek® connectors. This design 6 based only upon parameters shown. and Is for an Intlivltlual building component, not a hum system. Before use. the building designer must verify Me applicability of design parameters and properly Incorporate MIS design into the overall building design, Bracing Indicated is to prevent buckling of IndNltlualtmss 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 guldanceregording the fabrlcol storage, delivery, erection and bracing of pusses and huss systems. seeANSum I I pualih OmaM, DSB-09 antl BCSI Burdbp Componont 6904 Parks East Blvd.Safety mfolmatbmvallable ham Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type OfY Ply THOMAS T16806681 75548 PBJ Piggyback 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:18 2019 Page 1 ID_03Y KWABiAZZOFYFdn2yW o?i-MarAEB?ah67foUICOhfCDOBMh? W pgOlgl%2O?mPtf3 13-8-0 13.8-0 Scale=1:23.4 04 = 2x3 II 4z4 = 3 12 4 13 5 n n N to 0 9 a 3x4 = 2x3 II 2x3 11 2.3 11 3x4 = 13.8.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ndefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.29 Vert(LL) 0.00 7 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(CT) 0.00 7 Nr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix-S Weight: 48 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. ROT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-2-14. (Ib) - Max Horz 2=-109(LC 10) Max Uplift All uplift 100lb or less atjolnt(s) except 2=-133(LC 12), 6=-133(LC 12), 9=-257(LC 9), 10=-150(LC 9). 8=-141(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=374(LC 21). 10=338(LC 17). 8=325(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=324/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psh BCDL=3.Opsf; h=2211; B=45ft; L--24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-2 to 3-3-2, Intenor(1) 3-3-2 to 3-8-0, Exterior(2) 3-M to 7-10-15, Imenor(1) 7-10-15 to 10-0-0, Extenor(2) 10-0-0 to 13-4-14 zone;C-C for members and forces B MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 It, uplift at joint 2,133 It, uplift at joint 6, 2571b uplift at joint 9, 150 lb uplift at joint 10 and 141 lb uplift at joint B. 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 MTek USA, Inc. FL Cod 6634 6904 Parise East ENd. Tampa FL 33610 Date: April 17,2019 Q WARNING-VeNfydeaignperamerer4a.d READNOTES ON THIS AND INCLUDED M?EKREFENANCEPAGEMIP74".. 100.Y1pISEEFONE USE Design valid for use only with Mnek& connectors. This design Is based only upon parameters shown. and Is for an IndNidual builtling component, not a truss system. Before use. the building designer must verify the applicability of design parameters antl properly Incorporate this design Into Me overcll building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bmcing MiTek' Is always recurred for stability and to prevent collapse with passible personal injury and properly damage. For general guidance regarding the fabrlcctlon, storage, delivery. erection and bracing of trusses and hum systems. seeANSIMII Dually Crests, DS549 and BCSI Bulding Component 6904 Parke East Blvd. Safety Infomsotbmvallable from Truss Plate Institute. 218 N. Lea Sheet Suite 31Z Alexandria. VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply T76806682 75548 PBK Piggyback 1 1 �THOMAS ' Job Reference (optional) smami I was, Inc., ran rlerce, rL a.eau s uec o zm a run ex Inaus[nes, mc. wee npr , r urad:[ u zm s 8.00 F12 4x4 = 4x4 = 0 9 8 3z4 = 2.3 11 2z3 II 2.3 II 3z4 = Scale-1:23.4 Id , 13-8-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Mail Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.79 Vert(L-) -0.00 6 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.10 Vert(CT) -0.00 7 Nr 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.14 Harz(CT) 0.00 8 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 12-2-14. (lb) - Max Hoe 2=46(LC 11) Max Uplift All uplift 1001b or less atjoint(s) 2,6 except 1D=-172(LC 8). 9=-424(LC 9), 8=-174(LC 9) Max Gmv All reactions 250111 or less at )olnt(s) 2, 6 except 1011), 9=641(LC 21). Si 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-101 4-9=-535/462, 5-8=-287/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45$ L=24f ; eave=48; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-2 to 5-10-15, Inte lor(1) 5-10-15 to 12-0-0, Exlerior(2) 12-0-0 to 13-4-14 zone;C-C for. members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable: requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolni 2, 6 except (jt=lb) 10=172, 9=424, 8=174. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Waiter P. Finn PE No22839 MiTek USA, Inc. FL Cart 6834 69U Parke East ENd. Tampa FL 33810 Date: April 17,2019 Q WARNING- Ved/ydealgnparamereraend REAUNOMSONTN/a ANDMCLUDm MrrEKREFERANCEPAGEMM174Ma v. 101XV2015BEFOREUSE. Design valid for use only with MReises connectors. This design Is based only upon parameters shown, and a for an Individual building component, not �,- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate Ihls dengn 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 Me fabrication. storage, delivery, erection and bracing of musses and hues systems seeANSVTPiI Quality CMedo, DSB-69 and BCSI SutdhB Component 691 Parke East Blvd. Safety Informatsmovalloble from Thus Plate Instrute, 218 N. Lee Street, Suite 312. Alexondrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply THOMAS T168GS683 75548 PBL Piggyback 1 1 Job Reference (optional) chambers Truss, Inc., Fort Pierce, FL 8.0 I 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:20 2019 Page 1 ID _03YKgzFABiAZZOFYFdn2yW o?i.Jz4wftOgDkNN1 orb86hglrGZNo8Xeve7CrXX3pzPtlt 4x4 = 3x4 = 13 12 11 10 9 3x4 = 2.3 II Skit It 3.6 2x3 II as II Scale = 1:32.9 Io 6 18-8-0 Plate Offsets (X,Y)-- 13:0-2-8 0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall LJd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.79 Ven(LL) 0.00 7 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.30 Vert(CT) 0.00 8 n/r 90 BCLL 0.0 Rep Stress [nor YES WB 0.13 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-S Weight: 68 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-2-14. (Ib) - Max Herz 2=-210(1_0 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 7 except 9=-268(LC 12), 13=-223(LC 8), 12=-344(LC 12) Max Grav All reactions 250lb or less at joint(s) 2,7 except 9=426(LC 18), 13=408(LC 17), 12=598(LC 1). 10=388(LC 17) FORCES. (Ib) - Max. Comp fMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-9=426/331, 3-13=-342/318, 4-12=-501/434, 5-10= 301/73 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) 0-3-2 to 5-0-0, Inteffor(1) 5-0-0 to 11-10-0, Exterior(2) 11-10-0 to 14-10-0, Intedor(1) 14-10-0 to 18-4-14 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (byothers) of truss to beading plate capablo of withstanding 1001to uplift atjoint(s) 2, 10, 7 except qt=lb) 9=268, 13=223, 12=344. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Finn PE No22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 AWARNING-VerlrydesigngenmerersendREADNOTESONTNISANDWCLUDEDM KREFFAANCEPAGEA!irev. faDYLa16BEFOREUSE Design valid for use only with MnekQ0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Me building designer must verlN fie cpiptcabilty, of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated 6 to prevent buckling of Individual truss web and/or chord members only. Addl6onal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal injury, and properly damage. For general guidance regarding Me fabrication storage, delivery. erection and bracing of hoses and truss systems. soaANSVrPI I Quality Ciliate, DSB-09 and BCSI Boding Component 6904 Plate East Blvd. Safety bstormatbmavalloble from Truss Rate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. Tampa, FL 33010 Job Tmas Truss Type Gty Ply THOMAS T16BO6684 75548 PBM Piggyback 1 1 Job Reference (optional) d runs, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 17 07:38:212019 Page 1 ID._03YKgzFASiAT10FYFdn2yW o7i-n9eltD13_l VEWnigCvg2pmbCULtN7HRV H4cFzPtfO 4x4 = 3x4 = 12 11 10 9 3x4 = 2.3 11 Site = 2x3 II 2x3 II Scale - 1:32.9 LOADING (psf) TOLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOLL 1.33 Rep Stress Incr YES Code FBC2017/fP12014 CSI. TC 0.70 BC 0.26 WB 0.11 Matnx-S DEFL. in (too) Mail L/d Vert(LL) 0.00 7 n1r 120 Vert(CT) 0.00 8 n/r 90 Horz(CT) 0.00 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 71111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-2-14. (lb) - Max Horz 2=210(LC 11) Max Uplift All uplift 100 lb or less atjolnt(s) 7 except 2=-102(LC 12), 9= 287(LC 12). ll=-297(LC 12). 12=-232(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2.7 except 9=446(LC 18). 10=272(LC 1), 11=478(LC 1), 12=494(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-9=-459/354, 4-11= 399/385, 3-12=-391/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=22ft; B=45ft; L=241t; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 03-2 to 33-2. Interior(1) 3-3-2 to 3-10-8, Extenor(2) 3-10-8 to 6-10-8. Interior(l) 6-10-8 to 11-10-0, Exterior(2) 11-10-0 to 14-10-0, Intedor(1) 14-10-0 to 18-4-14 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1001b uplift at joints) 7 except 01=11h) 2=102, 9=287, 11=297, 12=232. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Walter P. Rnn PE No.22839 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 0 WARNING- Vedyydesignparemefersand NERD NOTES ON MMANDMCLUDFDMREI REFERANOEPAGEM674Mrev. 111Da2015DEFONEUSE Design valid for use only wim Mli connectors. this design is based only upon parameters shown, and is for on Individual building component not a muss system. Before use, the building designer must venty the aploidablity of design parameters and properly Incorporate this design Into the Overall building design. Bracing Indicated is to prevent buckling of lndMdual muss web and/or chord members only. Additional temporary and permanent bracing isalways required for stability and to prevent collapse wim passible personal hjury and property damage. For general guidance regarding the fabrication storage. delivery. erection and bracing of trusses and two systems seeANSVrPil Qua ply Criteria, V3549 and SCSI Building Component Safety Info rnafle xrvalabie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexontlrlo. VA 22314. �'• MiTek' 69U Parke East Blvd. Tampa, FL 33610 Job Trss Truss Type �Q�tyPly�THOMAST16806685 75548 SGEA Common Structural Gable ce ational I russ, Inc., Fort Fierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:22 2019 Page 1 3x4 II 4x5 II n )d 4x5 = ra - rY ,a rc Ir ra 4x5 = ]-8.5 10.8-0 14.11-11 22.8-0 ]-e-s 1 aunt 1 4.3m I zas � Scale - 1:67.3 Plate Offsets (X Y)-- 12:0-0-00-0-41 15:0-1-7 0-1-81 18:0-0-0 0-0-41 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.36 Vert(LL) -0.07 18-39 >999 360 MT20 244/190 TOOL 15.0 Lumber DOL 1.33 BC 0.28 Vert(CT) -0.15 1"9 >877 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 HOrz(CT) 0.01 40 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.09 18-39 >999 240 Weight: 177Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-13 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0 except Qt=length) 2=0-8-0, 16 073-8. (Ila) - Max Horz 2=429(LC 11) Max Uplift All uplift 100 lb or less at jolnt(s)15, 10,16 except 2=-570(LC 12), 13=-607(LC 12), "10(LC 12) Max Gmv All reactions 250111 or less atjoint(s) 15, 14, 12, 11, 10.16 except 2=980(LC 1), 13=1147(LC 1). 8=480(LC 22), 8=457(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1027/484, 4-5=-1043/575, 6-8=-288/126 BOT CHORD 2-18- 175/915, 16-18=-94/385, 15-16=-94/385, 14-15=-94/385, 13-14=-94/385 WEBS 5-13=-818/317, 6-13=-644/464, 5-18=-423/912,4-18=-703/470 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45tt; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) -2-1-0 to 0-11-0, Intedor(1) 0-11-0 to 11-4-0, Extedar(2) 11-4-0 to 14-4-0, Interior(1) 14-4-0 to 24-9-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (none[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-M oc. - 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001to uplift at joint(s) 15, 10, 16 except (jt=11b) 2=570, 13=607, 8=410, 8=410. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WMNING-Vedlyd4slgnpemmefersend NERDNOTES ON THWAND INCLUDED MfTEKNEFEBANCEPAGEM 7473rev. MM2015BEFOBE USE Design valid for use only with Mgek®connectors. This design a based any 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 tleslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional femparary and permanent bracing MiTek- IsalwaysrequiredforstalarllyandtopreventcollapsewithpossiblepersonalByuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVRII CualXXyy CM9da, DSB49 and BCSI BWtlkrg Component 69M Peck, East Blvd. Saleh mlosmalbMrolloble from Truss Rate Institute. 218 N. Lee Street. Suite 314. Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oly T16806686 =naft �5548 SGEK Common Structural Gable 1 unambers I runs, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:23 2019 4x4 = Scale = 1:39.0 Io n 'LOADING (psQ TCLL 30.0 TCDL 15.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TC 0.33 BC 0.35 WB 0.27 Matrix -MS DEFL in Ved(LL) -0.07 Vert(CT) -0.14 Hoa(CT) 0.02 Wind(L-) -0.06 (roc) I/dell Ud a-23 >999 360 8-23 >999 240 6 n/a n/a 8-26 >999 240 PLATES GRIP MT20 244/190 Weight: 1071b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1104/0-8-0, 6=1104/0-8-0 Max Horz 2=333(LC 11) Max Uplift 2=-618(LC 12), 6=-618(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1355/621, 3-4=-1091/525, 4-S=-1091/525, 5-6=-1355/621 BOT CHORD 2-8=-269/1067, 6-8=-328/1120 WEBS 4-8=-299/809,5-8=-570/356, 3-8=-571/356 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psi BCDL=3.Opsi h=22ft; B=45111; L=24f ; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-0 to 0-11-0, Interior(1) 0-11-0 to 8-4-0, Exterior(2) a-4-0 to 11-4-0. Intedor(1) 11-4-0 to 18-9-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (nonnal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed fora 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ql=lb) 2=618, 6=618. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date; April 17,2019 Q WARN/NG-V ft des/gnparamefers.d READ NOTES ON MSANDMCLUDED MREKREFERANCEVAGEM674MMre . IG=2015 BEFOREUSE. Deagn valid for use cnlyvAth MRek® connectors. This desgn Is based only upon porametersshown. and s for on individual bullding component, not a truss system. Before use, the building designer must verify the appllcolothry of design parameters and properly Incorporate the tlesign Into the overall bulltling 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 stobity and to prevent collapse with passible personal Injury and property damage, For general guidance regarding the fabrication storage. delivery. erection and bracing of cusses and Was systems seeANSURit Quality CMnYs. D3549 and BCSI Wilding Component Safety fnformutionavallcble from Taus Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria VA 22314. ��- MiTek' 69M Parke East Blvd. Tampa, FL U610 7 Job Truss Truss Type Oty Ply THOMAS T16806687 75548 V4 Valley 2 1 Job Reference (optional) ,m u., run rierw, rL a.z4u s uec a iiUl a Mu eK Industries, Inc. Wed Apr 17 07:38:27 2019 3x4 i 3x6 = 2 3x4 LOADING (part) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TOLL 30.0 Plate Grip DOL 1.33 TC 0.13 Ve t(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.19 Ven(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(OT) 0.00 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 20 SP No.3 REACTIONS. (lb/size) 1=167/4-0-0,3=167/4-0-0 Max Harz 1=49(LC 11) Max Uplift 1=-78(LC 12),.3= 78(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All tomes 250 (lb) or less except when shown. Scale =1:9.4 PLATES GRIP MT20 244/190 Weight: 12 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45tt; L=24ft; eave=oft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chard beading. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 3. Walter P. Finn PE No12839 MIT& USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 Q WARNWG-Vedfydeslgnperamereraend RaDUOi SONTR/SANOLNCLUOEOMREKREFERANCEPAGEMI74T mr IND 20f5BEFOREUSE Design vold ! for use only with Maewb connectors. This design a based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppllcablliN of design parameters and properly Incorporate this design Into we overall bdlding tlesign. Bracing indicated a to prevent buckling of Individual truss web and/or chord members only. Addli nal temporary antl permanent bracing WOW Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecacn and bracing of busses and truss systems seeANSUTPII Quo" CrB�de, DS549 cmd ICSI building Component 6904 Parke East BNd. Safety Informancrrwaaable from Truss Plate Institute. 218 N. Lee street Sulte 312. Alexondrlo. VA 22314. Tampa, P. 33610 Job Truss Thus Type City Ply THOMAS T16806688 75548 V8 Valley 2 1 r Job Reference (optional) u.znu s uec o auaa mI I ex mausm2s, Inc. Wed Apr 17 U/:9t1:ZB 2U19 Pagel 4x4 = 2 4 3.4 1 area II 3.4 1� LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (Joe) Well Ud TOLL 30.0 Plate Grip DOL 1.33 TC 0.64 Ved(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Ven(CT) r✓a - n/a 999 SCLL 0.0 ' Rep Stress Inc, YES WE 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=21318-0-0, 3=21318-0-0, 4=348/8-0-0 Max Horz 1=-112(LC 10) Max Uplift 1=-126(LC 12), 3=-126(LC 12), 4=-108(LC 12) FORCES. glo) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-263/192 Scale a 1:18.5 PLATES GRIP MT20 2441190 Weight: 28lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. . 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: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=22ft; B=45111; L=24ft; eave=oft; Cat. II; Exp Q Encl., GCpl=0.18; MWFRS (directional) and C-C Exledor(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0, Intedor(1) 7-0-0 to 7-6-4 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 pet 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 346-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 1001b uplift at joint(s) except (jt=lb) 1=126, 3=126, 4=108. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 69D4 Parke East Blvd. Tampa FL 33610 Dale: April 17,2019 ,&WARNING-Vedv deslgn,eerx&revard READN0?TS ON TNISANO INCLUDED MREKREFERANCEPAGEMIL74Tlree. 111403120156EFORE USE Design valid for use only with MneeD Connectors. ibis design Is barred only upon parameters shown. and B for an IndNlduai building component not a truss system. Before use. Me building do4ner must verity Me applicability of design parameters and properly Incorporote this design Into Me overall building design, Bracing Indicated 8 to prevent bucking ofln lvduol has web and/or chord members only. Addilonai temporary antl permonent bracing MiTek- Isalways required for stability and to prevent collapse with passible personal Injury and properly damage. For general guidance regarding Me fobrico6on, storage, delivery. erection and bracing of tucses and truss systems seeµSVrP11 Cuantr CriteM, DSB49 and SCSI Building Component 69M Pans East Blvd. Safety MformatbrWalloble from Truss Plate Institute. 218 N. Lea Street. Suite 312. Mexondrla VA 22314. Tempo, FL 33610 Job Truss Truss Type pry Ply THOMAS T76806689 75548 V10 Valley 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Scale = 1:21.0 4x4 = 4 3x4 i 96 11 3.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.59 Von(L-) rVa - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(CT) rda - n/a 999 SCLL 0.0 ' Rep Stress [net YES WB 0.07 Hom(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 33 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (Ib/size) 1=229/9-4-0, 3=229/94-0, 4=463/9-4-0 Malt Horz 1=134(LC 10) Max Uplift 1=-125(LC 12), 3=-125(LC 12). 4=-178(LC 12) Max Grav 1=229(LC 1), 3=229(LC 18), 4=463(LC 1) FORCES. (lb) - Max. Comp./Max Ten. -All tomes 250 (Ib) or less except when shown. WEBS 2-4=335/237 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. SOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opst h=228; B=458; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional)and C-C Exterior(2) 0-5-12 to 3-5-12, Intedor(1) 3-5-12 to 4-8-0, Exterior(2) 4-8-0 to 7-8-0, Intedor(1) 7-8-0 to a-10-4 zone;C-C for members and forces 8 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 Ile uplift at joinl(s) except Qt=lb) 1=125, 3=125, 4=178. Walter P. Finn PE NoIN39 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 O WARNING- V nvy desfgnperemetereeed READ NOTES ON WISAND INCLUDEDM/rEKFEFENANCEP4GEM1P74YJ rev. 1bD1201SHEFOREUSE Deslgn valid for use only with Meek® connectors. Mls design Is based only upon parameters shown, and is for an Individual bullCing component, not ��- a truss system. Before use, the budding designer must verify me opplicabally of design parameters and properly Incorporate this design Into the overall building cousin. Bracing Indicated 6 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* MiTek* Is always required for stablllly and to prevent collapse with passible personal Wury and piopeny damage. For general guidance regording the fabrication, storage. delivery, erection and bracing of busses antl buss systems, seeANSVRII Cual2ryyy Cdbdu, DSB49 and SCSI Building Component 69M Parka East Blvd. Safety Infam ortionavoilcbie from Truss Rate Institute. 218 N. Lee Street Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T16806690 7,5548 V12 Valley 1 1 Job Reference (optional) cnamoers r russ, inc., ran Pierce, I-L 6.240 s uec 6201E MITek Industries, Inc. Wed Apr 17 07:38:25 2019 4x6 II 2 Scale = 1:25.5 3.4 r, 4 3x4 Q 2x'3 11 LOADING (Pat) SPACING- 2-0-0 CS]. DEFL in (loc) Well L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.34 Vertu) We - n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=309/12-0-0, 3=309/12-0-0, 4d95/12-0-0 Max Harz 1=-176(LC 10) Max Uplift 1=-174(LC 12), 3=-174(LC 12), 4=-218(LC 12) Max Grav 1=309(LC 1), 3=310(LC 18), 4=595(LC 1) FORCES. (Ib) - Max..CompJMax. Ten. -AU forces 250 (lb) or less except when shown. WEBS 2-4=-423/275 PLATES GRIP MT20 244/190 Weight: 431b FT-=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22h; B=45ft; L=24ft; eave=4N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-0-0,. Extedor(2) 6-0-0 to 9-", Intedor(1) 9-0-0 to 11-6-4 zone;C-C for members and forces 8, 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except jt=1b) 1=174, 3=174, 4=218. Walter P. Finn PE NoIN39 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 17,2019 A WARNING- Vedfydesl9npenmetersend READNOTES ONTN/SANDMCLUDEOMREKREFERANCEPAGEM67473rev. 10=2015DEFOREUSE Daslgn vclitl for use onlywlfn MReI� connectoa. Als tledgn Is bosetl only upon parameters "hand Is ror on IntlNlducl budding component, not ��- p hues system. Before use. the bulming tlesigner must verity tt,0 OppllcaDllity otdesign parameters and properly Incorporate MIs design Into the ov.roll builtlingdesign.&acing lndlcatetlblo prevent buckling of lntlMtlucl buss weD antl/or chord members only. Atltl111onal temporary end permanent bracing MiTek' is alwaysrepu6ed for st.bg antl to prevent c."cpse with possible personal Injury antl propeM tlomO9e. For O.nerol gultlance re0artlinD the fobrlcpdon. storage, delivery. erection and bracing of busses antl truss systems seeAN91/IPII C-.1dyCM.M D9t149 and lCSI euldYrp Cam"nant 6904 Parke East Blvd. Sed ty ml4mlafbrxrvclloble ham $tas plot. J."t., 218 N. Lee Sfr..t. Sun. 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THOMAS T1fiBOfi691 7#5548 V16 Valley 1 1 Job Reference o Bonet ulidmuers 4 luv' Arru., ran riurw,, b.24u a ueo b ZUIU MI I ek Industnes, Inc. Wed Apr 17 07:38:26 2019 4.4 = 3 3.4 b a 7 6 3.4 Q 2x3 11 5x6 = 2x3 11 Scale=1:33.9 16.0-0 Plate Offsets (X,Y)-- (7:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.52 Vert(L-) n(a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.20 Vad(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix-S Weight: 64 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Hom 1=240(LC 11) Max Uplift All uplift 100 Ib or less at Joints) 1, 5 except 6=-358(LC 12), 8=-358(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=337(LC 1), 6=545(LC 18), 8=545(LC 17) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-7=-263/17, 4-6=-559/424, 2-8=-559/424 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi-0.18; MWFRS (directional) and C-C Extenor(2) 0-5-12 to 3-5-12, Interior(l) 3-5-12 to a-0-0, Exterior(2) 8-M to 11-0-0, Intedor(1) 11-0-0 to 15-6-4 zone;C-C for members and forces 8 MW FRS 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 fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to basing plate capable of withstanding 1001b uplift at joint(s) 1, 5 except 61=11b) 6=358, 8=358. Walter P. Finn PE 11022839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 3361D Date: April 17,2019 ®WARNING-wedry Cesfgnparame#hand READNONS ON PIISANDINCLUDEDMREKREFERANCEPAGEM67473mK faDYtDiSBEFORE USE Design valid for use only with MRekaa connectors. this design Is based any upon Parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall buiding design. Bracing indicated is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and muss systems seeANSVrPiI Quality Criteria. DSa419 and Best Building Component 6904 Parke East Blvd. Safety Informatlonovotable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply THOMAS T7680fi692 7�548 V20 Valley 1 1 Job Reference ogonal mss, me., Fort rleme, FL, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 17 07:38:27 2019 4x4 = 3x4 6 9 14 8 7 15 6 3x4 Q 2x3 11 3x6 = 2x3 11 2x3 II Scale=1:42.0 20-0-o .LOADING (pso SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.82 Vert(LL) n1a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.46 Vert(CT) rda - n/a 999 BCLL 0.0 ' Rep Stress Mar YES W B 0.25 Horz(CT) 0.00 5 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 1=-304(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6=-454(LC 12), 9=-454(LC 12) Max Gmv All reactions 250 lbor less at joint(s) 1, 5 except 7=572(LC 17), 6=729(LC 18), 9=729(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-263/230, 2-3=-311/272, 3-4=-311/272 WEBS 3-7=-326/17, 4-6=-705/516, 2-9=-705/516 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=22ft; B=45ft; L=24ft; eave=41t; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and PC Extenor(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 10-0-0, Extenor(2) 10-0-0 to 13-0-0, Interior(1) 13-0-0 to 19-6-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This tress 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 5 except at=lb) 6=454, 9=454. Waiter P. Finn PE NoMS39 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 17,2019 Q WARNING-v rfiydes/9nperemerereoed READ NOTES ON THIS AND INCLUDFDMREKREFERANCEPAGEMA-747are, 1a41n2015 BEFORE USE ' Dadgn void for use only with MReR® connectors. ThLs design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, me building designer must verify me opolcoWity, of design parameters and properly Incorporate this design Into the overall building design. Bracing lndcated is to prevent buckling of Individual puss 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 guklonce regarding ma fobnca ion. storage, delN9ry, erection and bracing of trusses and truss systems. SeeANS91PIt Guaply Cdfedn, DSB-89 and B051 Building Component 6904 Parke East BNd. Safety Nfarmatbrxrvallable from Two Rate 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 ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q I/1 dr I For 4 x 2 orientation, locate plates 0-110 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 4 x 4 width measured perpendicular to slots. Second dimension is The length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown rind/or by Text in The bracing section of The output, Use T or I bracing If Indicated. 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/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide To Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown In sixteenths scale) II�II (Drawings not To scale) 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 PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved W MiTek® MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2016 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stabllity bracing for truss system, e.g. diagonal orX-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIJTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI[Wl 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size,. and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/1PI 1 Quality Criteria.