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HomeMy WebLinkAboutTRUSS REVIEW 4-25-18? p RECEIVED Lum er design values are in accordance with ANSI/TPI 1 section 6.3 The. truss, designs rely on lumber values established by others. APR 25 2018 i . Lucie RE: 29624 - 29624-LiCausi, Steve-LiCausi Res MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: LiCausi, Steve Project Name: LiCausi Res Model: . Lot/Block: Subdivision: Address: 4905 River Place K; City: Ft. Pierce State: St. Lucie County, F 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: FBC2014/TP12007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 [All HeighlI Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 69 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date No. Seal# Truss Name Date 1 IT13774993 IA01 4/13/18 118 1 T13775010 1 Alb 4/13/18 12 I T13774994 I A02 14/13/18 119 ' I T13775011 I A19G 14/13/18 J 13 IT13774995IA03 14/13/18 120 1 T1 3775012 1 A20G 14/13/18 1 14 I T13774996 I A04 14/13/18 121 1 T13776013 1 B01 14/13/18 15 I T13774997 I A05 14/13/18 122 1 T13775014 I B02 14/13/18 1 16 IT13774998IA06 14/13/18 123 1 T1 3775015 1 B03G 14/13/18 1 17 IT13774999IA07 14/13/18 124 1 T1 3775016 1 B04 14/13/18 J 18 I T13775000 I A08G 14/13/18 125 1 T13775017 1 B05 14/13/18 J 19 IT13775001 IA09 14/13/18 126 1 T1 3775018 1 B06 14/13/18 J 110 I T13775002 J A10 14/13/18 127 1 T13775019 1 B07G 14/13/18 J Ill IT13775003 All 14/1,3/18 128 1 T1 3775020 1 B08G 14/13/18 1 112 IT13775004IA12 14/13/18 129 1T137750211B09 14/13/18 J 113 I T13775005 I A13 14/13/18 130 1 T13775022 1 B 10 1 4/13/18 114 I T13775006 I A14G 14/13/18 131 1 T13775023 1 C01 14/13/18 1 115 I T13775007 I A15 14/13/18 132 1 T13775024 1 CO2 14/13/18 1 116 IT13775008IA16 14/13/18 133 1T137750251CO3G 14/13/18 1 117 iT13775009IA17 14/13/18 134 1 T1 3775026 1 FG01 14/13/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification thatthe engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIrrPI 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 MiTews customers file reference purpose only, and was not taken Into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/TPI 1, Chapter2. F"-go 58:1 is y y _- 7S 'STATE Of • M File Copy ORegan, Philip 1 of 2 3 RE: 29624 - 29624-LiCausi, Steve-LiCausi Res Site Information: Customer Info: LiCausi, Steve Project Name: LiCausi Res Model: Lot/Block: Subdivision: Address: 4905 River Place City: Ft. Pierce State: St. Lucie County, F No. I Seal# Truss Name Date 135 IT13775027 I MV1 4/13/18 136 IT13775028 I MV2 14/13/18 137 IT13775029 I MV2A 14/13/18 138 IT13775030 I MV4 14/13/18 139 IT13775031 I MV6 14/13/18 140 IT13775032 I MV8 14/13/18 141 ' IT13775033 I PB01 14/13/18 I 142 IT13775034 I PB02 14/13/18 143 IT13775035 I PB03 14/13/18 I 144 IT13775036 I PB04 14/13/18 I 145 IT13775037 I PB05 14/13/18 I 146 IT13775038 I R1 14/13/18 I 147 I T13775039 I ZCJ 1 14/13/18 I 148 IT13775040 I ZCJ3 14/13/18 I 149 IT13775041 I ZCJ5 14/13/18 I 150 IT13775042 I ZEJ1 14/13/18 I 151 IT13775043 I ZEJ1A I4/13/18 I 152 IT13775044 I ZEJ2 14/13/18 I 153 IT13775045 I ZEJ2A I4/13/18 I 154 IT13775046 I ZEJ3 14/13/18 I 155 IT13775047 I ZEJ3A I4/13/18 I 156 IT13775048 I ZEJ3B I4/13/18 I 157 IT13775049 I ZEJ4 14/13/18 I 158 IT13775050 I ZEJ4A 14/13/18 159 I T13775051 I ZEJ 5 14/13/18 160 I T13775052 I ZEJ7 14/13/18 161 1T13775053IZEJ7A 14/13/18 I 162 IT13775054IZEJ7B 14/13/18 I 163 I T13775055 I ZEJ8 14/13/18 I 164 IT13775056 I ZEJ8A I4/13/18 I 165 IT13775057 ZEJ8B 14/13/18 I 166 IT13775058 I ZEJ8C 14/13/18 I 167 IT13775059 I ZEJ9 14/13/18 I 168 IT13775060 I ZHJ3 14/13/18 I 169 IT13775061 I ZHJ7 14/13/18 I 2 of 2 d Job,t Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res T13774993 29624 A01 ROOF TRUSS 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:30:55 2018 Page 1 ID: MQIF7nZmION?1 rr6nNtmOWyrH2 W-RgPGBGtaHlzxxoFxQe8DgCe_ZyJnjSUKHcg8CczRC8_ 22-8-12 14-0-12 20-1-7 22-1-7 26.4.4 26 1 -9 32-0-0 36-0-0 39.11-15 46.1-8 3.11-8 6- _11 6.0.11 2-0-0 0.7- 3.7-8 0.7- 5-0-7 3.11-15 3.11-15 6-1-9 Scale = 1:84.9 5x5 = 5x5 = 5x8 = 5x5 = 5x5 = Sx8 = 8.00 112 6.00 12 5 6 7 8 y 31, 10 3x6 ! 3x6 4 11 3x6 Q 3.00 12 12 5x5 3x4 II m 3x6 ::�4x8 3 i 13 2 1 4x8 �� IV9 14 0 32 33 34 35 36 18 4 24 23 22 21 20 19 � ' 5x10 = I Sx6 = 3x6 = 3x6 = 5x5 =3x8 = 5x12 = 3x6 = 16 17 15 3x6 11 4x6 = 0 0 8-0-0 0- 32-0-D 39- 1-,5 0- 1 0-10-8 7-,-8 6-0-11 6-0-11 11-10-9 7-11-15 0- -12 5-10-13 Plate Offsets (X.Y)—f1:0-2-4,0-2-21.f5:0-6-0.0-2-81,f7:0-2-8,0-2-41,f8:0-2-8,0-241.f10:0-6-4,0-2-41,f18:0-2-12,0-2-81,f22:0-1-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.33 23-24 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.58 23-24 >836 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.15 16 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 348 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins (4-5-6 max.): 5-6, 7-8, 13-16: 2x6 SP No.2 9-10. WEBS 2x4 SP No.3 "Except* BOT CHORD Rigid ceiling directly applied or 4-10-4 oc bracing. Except: 14-15: 2x6 SP No.2 5-1-0 oc bracing: 16-18 SLIDER Left 2x4 SP No.3 4-0-3 WEBS 1 Row at midpt 3-23, 10-19, 6-21, 9-20, 5-21, 11-18, 4-22, 7-20 REACTIONS. (lb/size) 1=1482/0-8-0, 16=206910-7-10, 15=149/0-7-0 These truss designs are based upon the building code shown. This code has been specified Max Horz 1=437(LC 7) by the project engineer/architect, or building designer. The applicability of this code Max Uplift 1=-680(LC 8), 16=1041(LC 8), 15=-327(LC 13) in any particular jurisdiction should be confirmed with the building official prior to truss fabrication. This determination is not the responsibility of the componentitruss designer. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. This applies to all truss design drawings in this job. TOP CHORD 2-3=3683/1671, 3-4=-2687/1259, 4-5=1916/1003, 5-6=1619/931, 6-7=1692/976, 7-8=1361/847, 8-9=1510/934, 9-10=-1389/849, 10-1 1=-1276/715,11-13=-196/921, 13-14=362/904, 14-15=-49/279 BOT CHORD 1-24=1229/3136, 23-24=-1442/3825, 22-23=827/2586, 21-22=-405/1807, 20-21=-357/1698, 19-20=-120/1082, 18-19=-71/685, 16-18=-2007/959, 13-18=-387/346 WEBS 3-23=-1318/654, 4-23=-157/597, 10-20=378/866, 10-19=-326/164, 11-19=-90/674, 14-1 7 218-349I81852 24=-212/�4701280, 714, 5 22=312/719?422=--81024 55517-20 452 17081 ���,`,`,3. 0l111 z. I f,. NOTES- ,Q�\\'\P G•E N S+ ��'92 i� 1) Unbalanced roof live loads have been considered for this design. •• V F•. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=46ft; eave=Gft; Cat. NO 58126 •: II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right k : exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. fl 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This has F C(/ 6) truss 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 fit between the bottom BCDL 0. �� T �' will chord and any other members, with = 10.Opsf. •• O R I �. ••`�\ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) s 1 ON N Ai 8) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■■■■■■• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• I 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, see ANSUTPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job* Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res f T13774994 29624 A02 ROOF TRUSS 1 1 Job Reference o tional Last toast I cuss, Ft. Pierce, FL 34946 8.210 S Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:30:56 2018 Page 1 I D:MQI F7nZm[ON?l rr6nNtmOWyrH2W-vOze0cuC2c5oZyg8—LfSNPA9EMggStkUVGPhk2zRC7z 4-0-8 8-0-0 12-9-12 17-7-7 19-7-7 22.8-12 , 26-4-4 29-5-9 33-10-8 39-11-15 47-1-0 4-0-8 3-11-8 4-9-11 4-9-11 2-0-0 3-1-5 3-7-8 3-1-5 4-4-15 6-1-7 7-1-1 Scale = 1:86.3 5x8 = 5x5 = 5x5 = 5x5 = 8 9 5x5 = 5x5 = 8.00 12 6.00 12 6 10 3x6 i 36 37 11 3.00 12 5 3x6 Q 5x5 2x4 Zz 12 4x8 13 3x8 �2 4 d 6x6 = 3 d 1 1 4x8 26 25 24 23 22 21 38 39 20 4x6 = 19 14 0 1 d N 4x6 = 3x6 = 3x6 = 3x8 = 3x6 = 3x8 = 3xl0 = 5xl0 = o 17 16 18 3x6 11 46 = 4x6 = 0 10 8-0-0 7- - -8- 6 33-10- 39- 1- 5 40- 6- -8 4 -1 0 Oil0- 7-1 8 4-9-11 4-9-11 5-15 3 7 8 7E11 6 1-7 0- -12 5-11-13 0-10-8 Plate Offsets (X.Y)—t1:0-2-12,0-2-21,11:Edae.0-2-91,16:0-2-8,0-2-41,18:0-6-0.0-2-81,19:0-2-8,0-2-41.111:0-2-8.0-1-131,119:0-7-8.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.30 25-26 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.52 25-26 >934 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(TL) 0.13 17 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 325 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins, _ 1-4: 2x4 SP 285OF 1.8E except BOT CHORD 2x4 SP No.2 *Except* 2-0-0 oc purlins (44-0 max.): 6-7, 8-9, 10-11. 13-17: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-9 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 5-0-0 oc bracing: 17-19 14-16: 2x6 SP No.2 WEBS 1 Row at midpt 10-20, 8-21, 7-22 rSLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 1 =1467/0-8-0,17=2177/0-7-10, 16=-154/0-8-0 Max Horz 1=420(LC 7) Max Uplift 1=-676(LC 8), 17=-1070(LC 8), 16=349(LC 13) Max Grav 1=1467(LC 1), 17=2177(LC 1), 16=10(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2848/1380, 3-4=-3569/1651, 4-5=-2752/1325, 5-6=-2075/1081, 6-7=-1811/1022, 7-8=-1640/961, 8-9=1327/841, 9-10=-1511/893, 10-11=871/570, 11-13=1094/579, 13-14=-436/1127 BOT CHORD 1-26=112412812, 25-26=-1427/3653, 24-25=902/2611, 22-24=-554/1944, 21-22=-343/1566, 20-21=-339/1371, 19-20=-860/471, 17-19=-2107/990, 1 13-19=-2180/1099 WEBS 4-25=-1151/577, 5-24=-908/500, 6-24=-320/706, 10-20=-991/479, ,�1111111flIl/I ,,�� p , Q 11-20=-76/341, 13-20=-607J1657,14-19=-903/618,14-16=-1181334,3-26=-302/861,5-25=-194/589, �� ��..... E N '9jL% ,♦�Q� .• C s+'• F•'• 8-22=-428/874, 9-21=-241/509, 8-21=456/177. 7-22=933/519 ,•' �� NOTES- No 58126 •: 1) Unbalanced roof live loads have been considered for this design. :• 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 •• ((� 3) Provide adequate drainage to prevent water ponding. )#OF 4) Plates checked for a plus or minus 0 degree rotation about its center. ONN Q Q �.' ��i 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 live load 20.Opsf the '0 R k �_,♦♦ `' �"I ss� • �>`, a of on bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �\ AI/110 N Al will fit between the bottom chord and any other members, with BCDL = 10.Opsf. /,,��� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 1=676, 17=1070, 16=349. Philip J. O'Regan PE No.58126 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ■■■■ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, election and bracing of trusses and truss systems, see ANSVTPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job �, r Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res T13774995 29624 A03 ROOF TRUSS 1 1 Job Reference (013tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:30:58 2018 Page 1 ID:MQI F7nZmION?1 rr6nNtm0 WyrH2 W-rP40plwSaDMWoF_W5miwSgFS4AL?wo8nzZuoowzRC7x i 4-0-8 8-0-0 1411-7 �6-11-7 i 22-8.12 26-4-4 1 32-1-9 35-10-8 39-11-15 47-1-0 4-0-8 3-11.8 6.11-6 2-0-0 5-9-5 , _ii 5-9-5 3-8-15 4-1-7 7-1-1 5x8 = 5x5 = 7 8 6.00 ,z 5x8 = 5x5 = 5 3.00 12 5x5 % 2 2x4 Z:Z�:: 4 3x8 25 24 23 22 21 20 3x6 = 3x6 = 4x6 = 3x6 = 3x8 = 6x6 = 4x6 = 3x6 Scale = 1:86.0 5x8 = 5x5 = 9 8.00 12 4x8 '� 11 0 4x8 17 12 I 19 18 Igo 4 2x4 II 3x10 = 5x10 16 15 14 3x6 11 4x6 = 5x5 = 0 10-14.11-7 16.11-7 32-1-9 35-10.8 39-11-15 40. 11 46.2-8 4 -1- 0-10- 7-1-6 6.1T6 2-0-0 15-2-3 3.8.15 4-1-7 0. -12 5-11-13 0-10- LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.77 BC 0.93 WE 0.72 Matrix -MS DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft Ud 0.32 24-25 >999 240 -0.61 24-25 >791 180 0.14 15 n/a n/a PLATES GRIP MT20 244/190 Weight: 318 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-4: 2x4 SP 285OF 1.8E, 4-5: 2x4 SP No.1 •BOT 2-0-0 oc purlins (3-9-3 max.): 5-6, 7-8, 9-10. CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 11-15: 2x6 SP No.2 4-10-0 oc bracing: 15-17 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-24, 9-18, 6-21, 9-20, 7-20 12-14: 2x6 SP No.2 *SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 1=1452/0-8-0, 15=2299/0-7-10, 14=260/0-8-0 Max Horz 1=415(LC 7) Max Uplift 1=670(LC 8), 15=1111(LC 8), 14=436(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2801/1350, 3-4=-3556/1654, 4-5=2410/1161, 5-6=-2164/1158, 6-7=-1652/921, 7-8=-1284/833, 8-9=-1498/852, 9-10=-553/414, 10-11=-698/427, 11-12=512/1350 BOT CHORD 1-25=-1096/2699, 24-25=-1436/3557, 23-24=-718/2197, 21-23=754/2241, 20-21=-334/1473, 19-20=-319/1198, 18-19=318/1201, 17-18=1097/592, 15-17=-2227/1030, 11-17=2338/1135 WEBS 4-24=14401757, 5-24=183/559, 5-23=105/266, 9-18=1280/582. 11-18=699/1887, 2-47-21=351I838, 8-20=160/421, 11111111►�,� 6 21132325857 205-5100/741, \p 3- OrRF,I'0 -1084/599091201 `..%% � NOTES- •• V '(S 1) Unbalanced roof live loads have been considered for this design. No 58126 •� 2) Wind: ASCE 7-10; Vuit=160mph-(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=16ft; B=54ft; L=47ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS left left * (directional); cantilever and right exposed ; end vertical and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 = — 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for 10.0 bottom S F 1(/ �•, �(/ a psf chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for live load 20.Opsf the bottom in Q �i T Q;•� a of on chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,� Q ����� �i�t� • f� will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ill uplift at joint(s) except `� `� �I Ss� • •tom\ plate Qt=lb) 1=670, 15=1111, 14=436. ��� �•,,��NA it 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. ■■■■ Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' AI��1�• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the � Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job: r Truss Truss Type Qty Ply Steve-LiCausi Res �29624-LiCausi, T13774996 29624 A04 Piggyback Base 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 13 13:19:11 2018 Page 1 ID:MQIF7nZm]ON?1 rr6nNtmO WyrH2 W-d VtOgi?r5OLBLBODOq Wg34_pL4R1 CtD9UWQN F5zR7vk 4-0 8 8-0-0 12-3-7 143-7 18 6-1 22-B-12 26 4-4 29-3 8 34-9-9 37-10-8 40-5-8 4-0-8 3-11-8 4-3-6 2-0-0 4-2-11 4-2-11 3-7-8 2-11� 5-6-1 3-0-15 2-7-0 5x5 = 5x8 = Scale = 1:73.6 0 112 u c I G 4 � r; N � 21 20 ly 600 12 16 15 14 . 5x8 II 3x4 = 3x8 = 5x6 5x10 = 3x8 = 3x6 11 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.37 BC 0.85 WB 0.72 Matrix -AS DEFL. in floc) I/deft L/d Vert(LL) 0.40 18-19 >999 240 Vert(TL) -0.81 18-19 >597 180 HOR(TL) 0.30 14 n/a n/a PLATES GRIP MT20 244/190 Weight: 264 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 1-4: 2x4 SP 285OF 1.8E 2-0-0 oc purlins (3-4-1 max.): 5-6, 8-9, 11-12. `BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied. 1-19: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 *Except* 13-14: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 1=1535/0-8-0, 14=1442/0-7-0 Max Horz 1=422(LC 7) Max Uplift 1=-703(LC 8), 14=663(1_C 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3002/1437, 3-4=-3776/1741, 4-5=-2987/1426, 5-6=-2661/1340, 6-7=-311511578, 7-8=-3449/1584, 8-28=-2860/1391, 9-28=2860/1391, 9-10=-2104/1122, 10-11 =-1 882/970, 11-12=-804/452, 12-13=990/496, 13-14=-1460/640 BOT CHORD 1 -21 =-1 303/2832, 20-21=-1642/3697. 19-20=1227/2910, 18-19=-1360/3423, 17-18=658/2061, 16-17=-658/1815, 15-16=638/1549 WEBS 4-20=-1168/589, 5-20=-481/1127, 6-20=-585/245, 6-19=-970/591, 7-19=512/201, 16=-749/323, 8;185 51333/70735/1328, 912-15 6172/3992/1685, 913-15= \p J • O 415/1166, 3 2115339 913 ,♦`�� NOTES- ,�♦ Q •� �� Ci•E N 5+IiSl... i 1) Unbalanced roof live loads have been considered for this design. NO 58126 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. •; 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber * ; DOL=1.60 plate grip DOL=1.60 = = 3) Provide adequate drainage to prevent water ponding. -b ; 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0.psf bottom chord live load nonconcurrent with any other live loads. -33F 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 do •� O Q�.•\_♦♦♦ will fit between the bottom chord and any other members. F(1 ��j SS. ......... •�\ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 lb uplift at joint 1 and 663 lb uplift at �7`, joint 14. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Philip J. O'Regan PE No.58126 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING- V dfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 A is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jotr Truss Truss Type Qty Ply Steve-LiCausi Res 129624-LiCausi, T13774997 29624 A05 Piggyback Base 1 1 Job eference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Mar 12 2018 MiTek Industries, Inc. Fri Apr 13 13:19:53 2018 Page 1 I D:MQI F7nZmION71 rr6nNtmO WyrH2 W-OaPue3VBCwdDOeDIreH WmxjyROn22syK82bbkgzR7v4 4-2-4 8-0-0 14-4-6 20-8-12 26-1-10 , 31-6-8 35-9-7 3-9-12 6�E 6 4 6 5 4-14 5 4-14 4-2-15 Scale = 1:63.2 Sx8 = 2x4 11 5xB = • 8.00112 6x6 = 3x4 = 3x4 = 4x6 = 3x8 = 3x4 = 3x6 II 3x6 = 3x4 = 0- 8-0- 4-4-6 0-8- 3 -6-8 -9- -10- 7-1-8 6-4-6 6-4-6 5-0-14 5-4-14 4-2-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.28 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.49 15-16 >871 180� BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Weight: 242 lb FT = 0% LUMBER- BRAC ING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 1-4: 2x4 SP 2850F 1.8E 2-0-0 oc purlins (5-6-4 max.): 6-8. ' BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-15, 5-13, 6- 12, 7-12, 8-11 9-10: 2x6 SP No.2 SLIDER Left 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 1=1362/0-8-0, 10=1269/0-6-15 Max Horz 1=509(LC 7) Max Uplift 1=620(LC 8), 10=587(LC 8) Max Grav 1=1362(LC 1), 10=1295(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2651/1249, 3-4=-3343/1495, 4-5=-2340/1079, 5-6=1548/816, 6-7=-1070/693, 7-8=-1070/693, 8-9=-772/488, 9-1 0=-1 263/616 BOT CHORD 1-1 6=-1 160/2669, 15-16=-1435/3467, 14-15=839/2230, 13-14=839/2230, 13-23=596/1460, 12-23=-596/1460, 12-24=-298/623, 11-24=-298/623 WEBS 3-16=275/823, 4-1 5=-1 308/656, 5-15=-142/584, 5-13=1017/552, 6-13=-280/825, 6-12=542/204, 7-12=-323/269, 8-12=-431/1026, 8-11=678/379, 9-11=-379/1032 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 620 lb uplift at joint 1 and 587 lb uplift at joint 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �.`Qd�.'�GEN3 •�''92�. No 58126 A. ��,�tJ.�`. O N A Philip J. O'Regan PENo.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSBTPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res T13774998 29624 A06 PIGGYBACK BASE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:01 2018 Page 1 I D:MQI F7nZmION? 1 rr6nNtmOWyrH2 W-F_mXRKyKt8k4fjj5muFd4TtzTNQv7CTDfx7SPFzRC7u i 3-6-8 9.7-7 i 11-7-7 1 1410.8 22-8-12 26.4-4 29-3.1 i 33-4-9 37-119 . 40.5.8 3.6-8 6-0.15 2-0-0 3.3-1 7-10-4 3-7-8 2-11.4 4-1-1 4-1-1 2-11-15 5x5 = 5x8 = 20 5x10 = 3x6 = 5x6 _ 4.00 F12 3x10 II Scale = 1:77.3 11-7-7 9-6-8 1�1 40.22-1-0 26-04 6 374MY,N 51 ME 6-0-0 7-2.8 3.4 221134 2-11-15 1-1-11 Plate Offsets (X.Y)— f1:0-1-9.0-11-11, 1`1:0-0-0.0-0-131, f3:0-2-8,0-2-41, f4:0-8-4,0-2-81, f6:0-2-8.0-2.41, f7:0-6-0 0-2-81 f14:0-4-12 Edoel, f17:0-4-12.Edne1 f18:0-1-12.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.14 13-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.39 13-14 >907 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code FBC2014rTP12007 Matrix -MS Weight: 268 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 11-12,4-18: 2x6 SP No.2 WEDGE Left: 2x8 SP No.2 REACTIONS. (lb/size) 12=977/0-7-0, 18=1840/0-11-5, 1=16010-8-0 Max Horz 1=552(LC 7) Max Uplift 12=-436(LC 8), 18=1112(LC 8). 1=-252(LC 8) Max Grav 12=977(LC 1), 18=1840(LC 1), 1=201(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-326/792, 3-4=-502/974, 4-5=-444/146, 5-6=-1459/550, 6-7=-1172/584, 7-8=-1065/609, 8-9=1058/595, 9-1 0=-1 024/515, 10-11=-843/388, 11-12=-991/417 BOT CHORD 1-20=-547/143, 19-20=-548/200, 18-19=729/339, 17-18=-775/543, 16-17=-132/526, 15-16=-221/1041, 14-15=-262/1011, 13-14=347/981 WEBS 2-19=696/585,3-19=-277/181, 3-18=-752/681, 4-18=-11361533,4-17=-730/1450, 5-17=-1034/560, 5-16=-187/960, 6-16=0/371, 7-16=-163/581, 7-15=-161/264, 8-14=-273/125, 10-13=-608/372, 11-13=-471/1211 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-2-8 max.): 3-4, 6-7. 10-11. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except Qt=lb) 12=436,18=1112,1=252. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,,,I�IIIIIII►�/�, \GEN& No 58126 'XZ O OF :44 O R O Q I \ , i4 s�0 N AL �,.`` 1111111111 Philip J. O'Regan PE No.58126 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. ■■■■ Design valid for use only with Mi rek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Mire k• 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, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, Ply 29624-LiCausi, Steve-LiCausi Res T13774999 29624 A07 Piggyback Base 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:02 2018 ID:MQI F7nZmION?1 rr6nNtmOWyrH2W-jAKvfgzzeSsxHtHHKcrosdgQAYnpFsf7MuBsO: 3E-8 6-11-7 , 8-11-7 , 13-.11 ,14-10-8, 22-8-12 26-4-4 29-3-8 34-8-12 40-5-8 31- 3-4-15 2-0-0 4-0-10 1-10-7 7-10-4 3-7-8 2-11-4 5-5-4 5-8-12 5x5 = 21 3x6 = 5x6 4.00 12 3x10 II 5x8 = Scale = 1:76.6 0.12-13 3-0-8 , 6-11-7 9-6-8 , 13-0-1 14-10-8, 22-1-0 26 4� 29-3-8 34 8-12 40-5-8 0�10-� 2-8-0 3-4-15 1 2-7-1 35-9 �1-10-7 7-2-8 4-3-4 2-11-4 5-5-4 5-8-12 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in (loc) I/deft Ud TC 0.68 Vert(LL) -0.12 16-17 >999 240 BC 0.46 Vert(TL) -0.31 16-17 >999 180 WB 0.53 Horz(TL) 0.06 12 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' BOT CHORD 5-18: 2x8 SP No.2, 11-12: 2x6 SP No.2 WEDGE Left: 2x8 SP No.2 •REACTIONS. (lb/size) 12=906/0-7-0, 18=1775/0-10-12, 1=296/0-8-0 Max Horz 1=515(LC 7) Max Uplift 12=390(LC 8), 18=-1147(LC 8), 1=-337(LC 8) Max Grav 12=943(LC 14), 18=1775(LC 1), 1=324(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-87/534, 4-5=-83/591, 5-6=-283/191, 6-7=-1148/345, 7-8=-929/412, 8-9=-924/512, 9-10=-989/514, 10-11 =-1 142/499, 11-12=-891/417 BOT CHORD 1-21=-479/206, 20-21=-485/238, 19-20=526/138, 18-19=-722/594, 17-18=-722/594, 16-17=185/350. 15-16=-74/886, 14-15=179/896, 13-14=297/931 WEBS 3-19=-558/377, 5-18=-1712/1051, 6-17=1105/612, 6-16=-229/1071, 7-16=0/267, 8-16=-1151419, 8-15=-221/271, 11-13=-303/899, 5-17=-731/1381, 5-19=-580/424 PLATES GRIP MT20 244/190 Weight: 264 lb FT = 0% Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-7 max.): 3-4, 7-8. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except ()t=lb) 12=390,18=1147,1=337. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,11111111/��� `�.•� �p J. O'RF���i No 58126 Z-0- Z ?� F.40 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: April 13,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the. building designer must verify the applicability of design parameters and 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 Is MiTek 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Steve-LiCausi ResT13775000A08G [29624-LiCausi, Piggyback Base Girder Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:04 2018 Page 1 ID:MQIF7nZmION?lrr6nNtmOWyrH2W-gZRf4L DA36fWARgS1oKi5VTYaS2KV8fLVL60azRC7r -2-8 2-4-0 0-8-1 2-0-0 3-3-1 3-0-0 1-10-0 3-11-2 3-11-2 3-7-8 2-11-4 5.1-8 6.1 30 29 JV 3x6 oxo — 5x5 = 5x8 = 10 Scale = 1:83.7 11 17 5x5 -- 18 4x6 = 5x6 4.00 12 5x6 = 2x4 11 1-2-8 47-1-0 1 3E8 637 %-8 13-0-8 1410.8 18-9-10 22-1-0 26-0-4 29-3-0 34-5-0 3958 4258 45-6-8 4 2 0-1 2-0-0 2-8.15 331 3-6-0 1-10-0 3.11-2 336 4-3-0 2-11-0 5-1-8 5.1.84i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.19 20-21 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.37 24-25 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.20 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except* BOT CHORD 16-18,7-26,2-30: 2x6 SP No.2 REACTIONS. (lb/size) 18=1187/0-8-0, 26=2128/0-8-0, 30=163/0-8-0 Max Horz 30=517(LC 7) Max Uplift 18=541(LC 32). 26=-1260(LC 8), 30=-351(LC 8) Max Grav 18=1226(LC 14). 26=2128(LC 1), 30=249(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=46/258, 2-3=101/299, 4-5=0/554, 5-6=324/1121, 6-7= 651/1307, 7-8=-225/483, 8-9=1265/370, 9-1 0=-1 035/433, 10-11=1172/619, 11-13=-1345/690, 13-14=1994/884, 14-15=-3079/1290,15-16=-2357/980 BOT CHORD 1-30=-261/54, 29-30=-610/225, 28-29=-678/180, 27-28=939/0, 26-27=-1154/453, 25-26=1140/842, 24-25=-501/538, 23-24=-34/1114, 22-23=-228/1233, 21-22=510/1657, 20-21=977/2643, 19-20=-818/2128 WEBS 4-28= 472/0, 5-28=-91/442, 5-27=-564/568, 6-27=-355/78, 6-26=-309/455, 7-25=-902/1790, 8-25=-1328/677, 8-24=279/1432, 9-24=01318, 10-24=-241/395, 10-23=363/477, 11-23=368/364, 13-22=846/422, 13-21=-1201522, 14-21=-1065/505, 14-20=-182/643, 15-20=223/693, 15-19=579/293, 16-19=-887/2237, 16-118=1134/541, 7-26=-1953/932 PLATES GRIP MT20 244/190 Weight: 291 lb FT = 0% Structural wood sheathing directly applied, except 2-0-0 oc purlins (5-6-12 max.): 4-5, 9-10. Rigid ceiling directly applied or 5-4-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except Qt=lb) 18=541, 26=1260, 30=351. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 87 lb up at 2-9-12 on top chord, and 100 lb down and 34 lb up at 2-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 1111111111111 `%%J��p J. O'gF���,�i No 58126 Z 0. X O .. OF : ��C/` 11111111/1111 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13.2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Joq r Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res T13775000 29624 A08G Piggyback Base Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:04 2018 Page 2 I D:MQIF7nZmION71 rr6nNtm0 WyrH2 W-gZRf4L_DA36f WARgS1 oKi5VIYaS2 KV8fLVL60azRC7r LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54, 4-5=-54, 5-9=54, 9-10=-54, 10-17=-54, 29-31=-20, 27-29=-20, 25-27=-20, 24-25=20, 22-24=20, 20-22=-20, 18-20=-20, 18-34=20 Concentrated Loads (lb) Vert: 38=6(B) WARNING -Verify design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 f Job Truss Truss Type city Ply 29624-LiCausi, Steve-LiCausi Res � T13775001 29624 A09 Piggyback Base 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:05 2018 Page 1 I D:MQI F7nZmION?l rr6nNtmOWyrH2W-81?2Hh?rwNEW8KOs?kKZEJ2eX_o63wRpa95gY1 zRC7q i 6-8-0 10.2�1 19.10-4 23.5.12 26.5.0 i 31-6-8 i 368.0 42-8.0 d4-2-8 3-6-0 1-10.0 7-10-4 3-7-8 2-11-46.0.0 1-6-8 qI d 6.00 12 4x8 5x5 = 5x8 = Scale = 1:79.6 13 I 14 23 2x4 11 4.00 12 5x6 = 3x6 — 44-2-8 6.8.0 10.2.0 12 '0' 19-241 23512 2650 3I fl 36-0-0 424" 4 6-8-0 3-6-0 1-10.0 7-2-8 43-0 2-11-0 5-1-8 6-0-0 0$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.23 15-16 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.43 15-16 >914 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.21 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except" BOT CHORD 12-15: 2x4 SP No.2, 12-14,3-21,1-23: 2x6 SP No.2 REACTIONS. (lb/size) 23=-45/0-8-0, 14=1193/0-8-0, 21=2106/0-8-0 Max Horz 23=521(LC 7) Max Uplift 23=222(LC 6), 14=-551(LC 8), 21=1155(LC 8) Max Grav 23=76(LC 17), 14=1215(LC 14), 21=2106(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-135/1059, 2-3=471/1230, 3-4=528/1334, 4-6= 1296/427, 6-7=1035/480, 7-8=-1152/650, 8-10=-1322/715, 10-11=1971/915, 11-12=-3113/1316, 12-13=-335/193 BOT CHORD 22-23=613/447, 21-22=-1157/233, 20-21=-433/347, 19-20=506/405, 18-19=-64/1130, 17-18=-254/1247, 16-17=-531/1660, 15-16=-1032/2637, 13-14=236/381 WEBS 2-22=383/108, 2-21=-409/548, 4-21=-2135/1018, 4-20=79/345, 4-19=-249/1422, 6-19=0/318, 7-19=254/363, 7-18=-348/477, 8-18=-368/350, 10-17=-837/419, 10-16=-139/531, 11-16=-1085/540, 11-15=-124/588, 12-15=-1072/2783, 12-14=-1218/694, 1-22=-972/423 PLATES GRIP MT20 244/190 Weight: 276 lb FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-11 max.): 6-7. Rigid ceiling directly applied or 5-5-13 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; 13=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 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) 23=222, 14=551, 21=1155. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. No 58126 o � : V •:4(;�C/` Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Oert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and.BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r Jok. Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res A T13775002 29624 A10 Piggyback Base 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:06 2018 Page 1 I D:MQI F7nZmION?1 rr6nNtmOWyrH2W-cxZQU 10ThgMNmUb3ZRron WbmO3moQeyppgD4TzRC7p it-6-e 7-6-8. 11-0-8 i2-10.8i 20-8-12 24.4-0 i 27-3.8 32-2-0 37-1-0 41-0.8 45.1-0 1-6.8 6.0.01-10-0 1010.4 3-7.8 2.11.4 4-10-12 4-10-12 3.11.8 4-0-8 Scale = 1:83.2 6.00 12 5x5 = _ Sx8 = 7 8 3x6 3x6 % 9 • 3x6 - 6 3x6 48 % 5 10 3.00 12 4 5x5 J 3x6 11 2x4 3 18 3x6 12 13 5x8 4x8 i q � 17 14 I¢ 2 1 3x6 \ cc?? o d 21 20 19 N 6.00 12 16 d 15 N N I4 d 5x5 = 5x8 5x10 = 3x8 = 4x6 II 22 5x6 = 4x6 = 46 = 5x6 4,00 12 1-M 01 11�8 1 1V_0 24� L 37-1-0 4 4 1 _10-8 0-1 6.0-0 3-6-0 1-10-0 7-2-8 12-8 4J-0 2-11-4 9-9-8 7-1-8 0-1 0-8-0 Plate Offsets (X.Y)— 17:0-2-8,0-2-41. 18:0-6-0,0-2-81, 114:0-2-6,0-3-41, r14:Edge,0-2-91f19:0-2-8.0-2-41.f20:0-2-4,0-2-121 LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.34 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -0.96 15-16 >425 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.10 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 271 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except 11-14: 2x4 SP 285OF 1.8E • 2-0-0 oc purlins (5-5-3 max.): 7-8. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* 2-22,4-20: 2x6 SP No.2 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (Ib/size) 14=1187/0-8-0, 22=63/0-8-0, 20=2087/0-8-0 Max Horz 22=433(LC 7) Max Uplift 14=-536(LC 8), 22=230(LC 8), 20=1197(LC 8) Max Grav 14=1187(LC 1), 22=182(LC 17), 20=2087(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-209/1004, 3-4=-537/1178, 4-5=146/398, 5-7=-1354/504, 7-8=-1084/544, 8-9=-1191/673, 9-10=-1347/718, 10-11=-3085/1437, 11-12=2741/1187, 12-14=2229/1065 BOT CHORD 21-22=-466/427, 20-21=-1052/197, 19-20=-1049/646, 18-19=-424/329, 17-18=-210/1173, 16-17=-378/1290, 15-16=-672/1659, 14-15=947/2059 WEBS 2-21=-907/398, 3-21=-333/103, 3-20=-376/525, 4-19=886/1775, 5-19=-13441749, 5-18=-361/1432, 7-18=0/334, 8-1 8=-1 92/345, 8-17=-305/438, 9-17=-359/298, 10-16=-766/479,10-15=-596/1439,11-15=-975/568,4-20=-1873/854,12-15=130/638 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load noncon current 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 at joint(s) except (jt=lb) 14=536,22=230,20=1197. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `III1111111►/j��, No 58126 3 S Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1f Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res T13775003 29624 All ROOF TRUSS 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MITek Industries, Inc. Fri Apr 13 07:31:07 2018 Page 1 ID:MQIF7nZmlON?lrr6nNtmOWyrH2W-487oiN15S_UENeAF79M1Kk72UoU_XrR5lTamcvzRC7o i 1.6.8 46.8 7-6-8 11-0.8 78.0.12 22-6-8 27-0.4 34-0-8 i 37.6-8 i 40-6-8 i 43-6-8 d5-1-Oi 1-6-B�Tr3.0.0 3.6.0 7-0.4 4-5.12 45-12 7-0.4 3-6.0 3.0.0 3-0-0 ¢I 0 Scale = 1:80.2 6.00 12 5x8 = 2x4 II 5x8 = 5x5 % oxo 27 3x6 = 16 4x6 = 5x6 = 5x6 = 4X6 4.00 12 1-6-8 45-1-0 1 4S8 7-0-8 11-0-8 18-0-12 27-0-4 340A 37$9 L 43E-6 4 2 1 Mo 3-0-0 3-0-0 7-0A 8-11-8 7-0-4 3-0-0 3-0.0 3.0-0 -8- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 7.0 Lumber DOL 1.25 BC 0.62 BCLL 0.0 Rep Stress Incr YES WB 0.84 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 . WEBS 2x4 SP No.3 *Except* 2-27,5-24,11-19,14-16: 2x6 SP No.2 OTHERS 2x4 SP No.3 .REACTIONS. (lb/size) 27=143/0-8-0, 16=1222/0-8-0, 24=1971/0-8-0 Max Horz 27=458(LC 7) Max Uplift 27=289(1_C 8), 16=-555(LC 8), 24=-1118(LC 8) Max Grav 27=230(LC 17), 16=1242(LC 14). 24=1971(LC 1) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.19 19 >999 240 MT20 244/190 Vert(TL) -0.40 19-20 >971 180 Horz(TL) 0.16 16 n/a n/a Weight: 277 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-22, 11-20 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=32/471, 34=-1661764, 4-5=427/926, 5-7=790/410, 7-8=-976/608, 8-9=976/608, 9-11=-1371/689,11-12=-2294/1028,12-13=-3095/1312,13-14=-2406/1021 BOT CHORD 26-27=-456/324, 25-26=-821/174, 24-25=883/329, 23-24=-769/606, 22-23=01665, 20-22=-208/1152, 19-20=-685/1979, 18-19=983/2645, 17-18=861/2175 WEBS 2-26=-387/62, 3-25=-460/394, 4-25=-343/93, 4-24=-206/367, 5-24=-17541954, 11-19=105/534, 12-19=782/349, 12-18=220/630, 13-18=-192/676, 13-17=-589/311. 14-17=-930/2277, 14-16=-1134/544, 5-23=-630/1554, 7-23=-589/374, 9-20=172/620, 7-22=-323/725, 9-22=-431/174, 11-20=-1061/540 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 27=289,16=555,24=1118. 8) This truss design requires that a minimum of 7/18" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `��IIIIIIIIII No 58126 10 : ?3 ' S O F : 'JJ • • O R , O P \_��� 'e.#s1�NAi ��%% Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 ivi iTe k• 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, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job, Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res T13775004 29624 Al2 Hip 1 1 Job Reference (optional) Last toast I russ, m. tierce, rL 44a4b b.Zlu s Feb 12 ZU18 MiTek Industries, Inc. Fri Apr 13 07:31:09 2018 Page 1 ID:MQIF7nZm]ON?1 rr6nNtmO WyrH2 W-OWFY732M_bkydyKeEaOV P9DNibAO?pzOVn3thozRC7m i 1-6-8 i 4-0-8 7-6-8 15-4-12 22.6.8 29.8.4 37.6-8 40.6-8 43&-Il AS-1.0 1-6.8 3.0-0 3.0.0 7-10-4 7-1-12 7.1-12 7-10-4 3.0.0 3.0.0 1-6-8 5x8 = 4x6 = 5x8 = 5 29 6 730 6.00 12 3x6 i 4 4 3x6 a8 4x8 3 2 1 20 19 15 0 31 18 17 16 32 21 5x6 = 3x6 = 3x6 _ 0 22 4x6 % 5x5 = 4x6 = 5x5 = 4x6 =5x6 = 4.00 12 - 3x6 8 3x6 9 Scale = 1:78.0 4x8 10 4 14 o 9 5x6 = 13 11 Iuj w 4x6 zz 12 5x6 = 4x6 = 1.6-8 45-1-0 10 4.6.8 7-6.8 15-0-12 22-0-6 3-0- 29-8-4 37-6-8 4058 43d-6 4 -2 10 3-0.0 3.0-0 ft4 6-7-12 -0-0 6-7-12 7-10-03.0-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.29 19-20 >841 240 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.31 14-15 >832 180 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' 2-22,6-18,6-17,10-12: 2x6 SP No.2 REACTIONS. (lb/size) 22=544/0-8-0, 12=597/0-8-0, 18=2195/0-B-0 Max Horz 22=402(LC 7) Max Uplift 22=-632(LC 8), 12=-201(LC 8), 18=-1560(LC 8) Max Grav 22=618(LC 17), 12=746(LC 14), 18=2195(LC 1) PLATES GRIP MT20 244/190 Weight: 261 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-19. 5-18, 7-17, 8-15 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=876/911, 3-4=1046/1117, 4-5=-101/353, 5-6=-621/1119, 6-7=-533/930, 7-8=-461/160, 8-9=1537/176, 9-10=-1229/184 BOT CHORD 21-22=387/256, 20-21=-974/781, 19-20=1042/912, 18-19=456/184, 17-18=969/965, 15-17=-112/465, 14-15=22/1305, 13-14=-75/1085 WEBS 2-22=531/543, 2-21=-826/838, 4-20=-431/377, 4-19=-936/1062, 5-19=-480/473, 5-18=-1287/1146, 6-18=-1224/610, 6-17=-272/845, 7-17=-1201/652, 7-15=-33/514, 8-15=-1151/504, 8-14=0/405, 9-14=0/322, 9-13=280/53, 10-13=112/1127, 10-12=-685/238 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100.Ib uplift at joint(s) except Qt=lb) 22=632,12=201,18=1560. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. �11111111//�� No 58126 OF 441 ORIV s`S�O N A � E�.�`• 11111 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,0I-7473 rev. 10/03/2015 BEFORE USE. '-'�• Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not f-L.'Ytq a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p q building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VI iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res T13775005 29624 A13 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:10 2018 Page 1 I D:MQIF7nZmI ON? 1 rr6nNtmOWyrH2W-UipxKP3_IvspE6vgoHvkxMlbU?WekBXYkRoRDEzRC71 i1-6-8 i 4-6-8 7-6-8 121-12 i 17-7-10 i 22.6-8 27-5-6 32.4-4 i 37-6-8 40.6.8 43.6.8 AS-1-Oi 1-0-8 3-0-0 3-0.0 5-2.4 4-10.14 410-14 4-10-14 4-10-14 , 52-4 3-0.0 3-0-0 1-6-8 5x5 = 3x6 = 4x6 = 3x6 = 5x5 = 531 32 6 7 8 33 9 34 6.00 12 4x8 Scale = 1:78.0 24 4x6 ':--' axes �- 14 5x5 = 4x6 =5x6 = 4.00 12 5x6 = 46 = 1$8 as-1-0 10 4-6-8 7.6-8 12A-12 ??41 3 32-0-0 37.6-8 1= e3:,& 4 2 10 3-0-0 3-0-0 5.2-0 s3 -0-0 9312 5.2.4 3-0-0 3-0-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.27 20-21 >921 240 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.36 17-19 >726 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except' 2-24,7-20,7-19,12-14: 2x6 SP No.2 REACTIONS. (lb/size) 24=604/0-8-0, 14=654/0-8-0, 20=2079/0-8-0 Max Horz 24=346(LC 7) Max Uplift 24=682(LC 8). 14=248(LC 8), 20=1463(1_C 8) Max Grav 24=650(LC 17), 14=755(LC 14), 20=2079(LC 1) PLATES GRIP MT20 2441190 Weight: 254 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=976/1055, 3-4=-1084/1199, 4-5=-410/531, 5-6=-308/534, 6-7=652/1182, 7-8=-592/951, 8-9=-593/104, 9-10=690/58, 10-11=-1486/303, 11-12=1280/307 BOT CHORD 23-24=-330/193, 22-23=-964/871, 21-22=-941/930, 20-21=-447/313, 19-20=-1004/946, 17-19=-212/496, 16-17=-10711239, 15-16=-197/1133 WEBS 2-24=559/588, 2-23=-981/949, 4-22=-375/316, 4-21=-664/752, 6-21=694/797, 6-20=-1153/990, 7-20=1172/341, 7-19=-107/935, 8-19=10671639, 8-17=-351/737, 10-17=-813/368, 10-16=-34/386, 11 -1 5=-280/109, 12-15=241/1195, 12-14=-687/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except Qt=lb) 24=682,14=248,20=1463. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ��Illuur/r��� %%% I i No 58126 �''s`S�0 N A � �c�.�`• Illll Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. '-'�• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -L•r7j�CR a truss system. Before use, the building 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' 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 E Job. Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' T13775006 29624 A14G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:12 2018 Page 1 I D:MQI F7nZmION?l rr6nNtmOWyrH2W-R5wh145EH W6XUP2CwiyC 1 nrtdp9rC6MgBIHX17zRC7j i 1-6-8 , 4-6-8 7-6.8 10.0.12 16-3-12 i 22-6-8 28.9-4 35-0-4 37-6.8 40.6.8 43.68 A5-1-Oi 1 3-0.0 3-0.0 2-6-4 6-3-0 6-2-12 6.2-12 6-3.0 2-6.4 3-0-0 3.0-0 1.6-8 6x8 = 5x8 = 6x6 = 4x6 = 6x6 = 5x8 = ' 6.00 12 Ad 5 AS AR A7 :1A6 AQdn At 7 d2 A AA dd d5 9AR d7 AA dQ 5n10 At 3x6 i 3 4x8 2 1 26 27 5x5 4x6 =6x6 = 4.00 12 25 24 52 53 54 5523 56 57 22 21 58 5_b 60 1961 62 63 6x6 3x6 3x6 = 6x6 = 46 = 3x6 = 6x6 = Scale = 1:78.0 3x6 12 4x8 13 18 64 17 14 3x6 = 6x6 = 16 5x5 15 6x6 zz 4x6 = 1-6-8 45-1-0 010 4E8 788 10.0-12 16312 22-0-8 285-0 35-0-4 37.6.8 40-GB 43-0-8 4 2 0.10 3-0-0 3-0-0 2-0-0 6-3-0 5-8-12 -0-0 5-&12 6.3-0 2E-0 3-0-0 3-0-0 0-8- 0-8-0 0-10-8 olnto nl-- /V V\_ ra-n a n n 2o1 r7.nz n cA—i r4n•na_n n 7 of r4 a-n 7 o AAAl M4•AA A ni M r7Tn n.A n 9 nt Ma• O G n O Al LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.27 23-24 >926 240 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.30 18-19 >865 180 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.23 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 5-7,7-10: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-27,13-15: 2x6 SP No.2, 6-22,9-21: 2x4 SP No.2 8-22,8-21: 2x8 SP No.2 ' REACTIONS. (lb/size) 27=1051/0-8-0, 15=114510-8-0, 22=3892/0-8-0 Max Horz 27=290(LC 7) Max Uplift 27=1172(LC 8), 15=-824(LC 8), 22=3848(LC 8) Max Grav 27=1067(LC 17). 15=1341(LC 30), 22=4193(LC 29) PLATES GRIP MT20 244/190 Weight: 250 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-7-13 oc bracing. WEBS 1 Row at midpt 5-23, 6-22, 9-21, 10-19 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1943/2190, 3-4=-2465/2823, 4-5=1473/1796, 5-6=-141/495, 6-8=-2499/2939, 8-9=-1938/2193, 9-10=860/330, 10-11=2198/1374, 11-12=3435/2225, 12-13=-2636/1633 BOT CHORD 26-27=-377/235, 25-26=197811797, 24-25=2311/2186, 23-24=-1520/1344, 22-23=-517/141, 21-22=-2246/2284, 19-21 =-1 43/785, 18-19=1020/1930, 17-18=1752/2907, 16-17=-1425/2387, 15-16=-251/169 WEBS 2-27=-953/1051, 2-26=2088/1892, 3-26=543/491, 3-25=657/614, 4-25=-1085/1067, 4-24=-1147/1161, 5-24=-818/856, 5-23=-1527/1338, 6-23=-692/957, 6-22=-3263/3440, 8-22=-2635/2032, 8-2 1 =1 076/1789, 9-21=-3329/2606, 9-19=-347/901, 10-19=-130311086, 10-18=-493/1033, 11-18=-1315/970, 11-17=-895/1248, 12-17=-619/809, 12-16=-648/478, 13-16=-1520/2513, 13-15=1240/800 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at Joint(s) except Qt=lb) 27=1172,15=824,22=3848. ``111I11111111 %%* �P J. O��I��i No 58126 O F A 1��,,�� 1111t1 Philip J. O'Regan PE No.58126 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ADril 13.2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res T13775006 29624 �A14G Hip Girder 1 1 East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:12 2018 Page 2 ID:MQIF7nZmION?l rr6nNlmOWyrH2 W-R5wh145EH WBXUP2CwiyC 1 nrtdp9rC6MgBIHXI7zRC7j NOTES- 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 lb down and 73 lb up at 7-7-4, 219 lb down and 269 lb up at 9-7-4, 222 lb down and 259 lb up at 11-7-4, 222 lb down and 259 lb up at 13-7-4, 222 lb down and 259 lb up at 15-7-4, 222 lb down and 259 lb up at 17-7-4. 222 lb down and 259 lb up at 19-7-4, 222 lb down and 259 lb up at 21-7-4, 222 lb down and 259 lb up at 23-5-12, 222 lb down and 259 lb up at 25-5-12, 222 lb down and 259 lb up at 27-5-12, 222 lb down and 259 lb up at 29-5-12, 222 lb down and 259 lb up at 31-5-12, 222 lb down and 259 lb up at 33-5-12, and 219 lb down and 269 lb up at 35-5-12, and 37 lb down and 73 lb up at 37-5-12 on top chord, and 622 lb down and 500 lb up at 7-6-8, 79 lb down at 9-7-4, 79 lb down at 11-7-4, 79 lb down at 13-7-4. 79 lb down at 15-7-4, 79 lb down at 17-7-4, 79 lb down at 19-7-4, 79 lb down at 21-7-4, 79 lb down at 23-5-12, 79 lb down at 25-5-12, 79 lb down at 27-5-12, 79 lb down at 29-5-12, 79 lb down at 31-5-12, 79 lb down at 33-5-12, and 79 lb down at 35-5-12, and 584 lb down and 539 lb up at 37-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-10=54, 10-14=-54, 27-28=20, 25-27=20, 17-25=20, 15-17=-20, 15-31=-20 Concentrated Loads (lb) Vert: 25=-458(B) 20=-39(B) 17=-458(B) 34=93(6) 35=-92(8) 37=-92(B) 38=92(B) 40=-92(B) 41=92(B) 42=92(1]1) 43=92(B) 44=-92(B) 45=-92(B) 47=92(B) 48=-92(B) 50=-92(6) 51=-93(8) 52=-39(B) 53=39(13) 54=-39(B) 55=-39(B) 56=-39(B) 57=39(8) 58=-39(B) 59=39(B) 60=-39(B) 61=-39(B) 62=-39(B) 63=39(B) 64=39(B) ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, thebuildingdesigner must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek 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, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Jab Truss Truss Type City Ply 29624-LiCausi, Steve LiCausi Res T13775007 29624 A15 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:13 2018 Page 1 ID:MQIF7nZmION?lrr6nNtmDWyrH2W-vHU3yQ5s2gFO5ZdPTQTSZ?N7SDYXxWu_QP15gzzRC7i 21-8-8 1.6.8 7S8 14-1-10 20-8-12 2 -5- 1-6-8 6-0-0 6-7-2 6.7-2 0.3-5 Scale = 1:66.1 4x4 = 6.00 12 2x4 II 567 11 5x5 3x4 �,m 4.00 12 Or10-B 7-68 14-1-10 21-5� MIN � 6-0-0 � 6.7-2 739 LOADING (psf) SPACING- 2-D-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 7.0 Lumber DOL 1.25 BC 0.61 BCLL 0.0 Rep Stress Incr YES WB 0.97 BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 ' BOT CHORD 2x4 SP No.2 ' WEBS 2x4 SP No.3 `Except` 2-11: 2x6 SP No.2 REACTIONS. (lb/size) 8=749/Mechanical, 11=849/0-8-0 Max Horz 11=564(LC 8) Max Uplift 8=-516(LC 8), 11=298(LC 8) Max Grav 8=855(LC 13), 11=849(LC 17) N0 0 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.14 9-10 >999 240 MT20 244/190 Vert(TL) -0.23 9-10 >999 180 Horz(TL) 0.10 8 n/a n/a Weight: 136 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-8. 4-8, 5-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-288/89, 2-3=-2052/871, 34=-864/233 BOT CHORD 1-11=-136/322, 10-11=532/294, 9-10=-1195/1880, 8-9=464/795 WEBS 2-11=-886/574, 2-10=-729/1762, 3-10=-223/492, 3-9= 1127/764, 4-9=-139/508, 4-8=-958/553, 5-8=-367/358 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; 8=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 lb uplift at joint(s) except (jt=lb) 8=516, 11=298. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `II111111//j� No 58126 ST F441 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parka East Blvd, Tampa FL 33610 Date: April 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with MITek® connectors, This design Is based only upon parameters shown, and Is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 febdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LICausi, Steve-LiCausi Res ` T13775008 29624 A16 Half Hip 1 1 " Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8,210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:14 2018 Page 1 ID:MQIF7nZmION71rr6nNtmOWyrH2W-NU2RAm6Up8NEj Cbl7_h6CwHpcwlgO97e3meM7zRC7h i 1-6.8 7-6-8 12.9.10 18-0-12 21-8.3 1-6-8 6-0-0 5.3.2 5.3-2 3.7-7 4x4 = 5x8 = 6.00 12 3x4 = 5x5 = 4.00 12 1-M rt10-8 7-6-8 12.9-10 18-0-12 21-BJ 610-8 6-0-0 5-3-2 5-3-2 3.7-7 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 7.0 Lumber DOL 1.25 BC 0.42 BCLL 0.0 Rep Stress Incr YES WB 0.78 BCDL 10.0 Code FBC2014rrP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 �VEBS 2x4 SP No.3 `Except' 2-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 .REACTIONS. (lb/size) 12=85810-8-0, 17=714/0-3-8 Max Horz 12=412(LC 5) Max Uplift 12=353(LC 8), 17=-429(LC 8) Max Grav 12=858(LC 1), 17=779(LC 13) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.13 10-11 >999 240 MT20 244/190 Vert(TL) -0.21 10-11 >999 180 Horz(TL) 0.09 17 n/a n/a Scale = 1:55.6 Weight: 145 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD, 1-2=-307/108, 2-3=-2074/866, 3-5=-1043/390, 5-6=-402/153, 6-7=-327/192 BOT CHORD 1-1 2=-1 59/345, 11-12=432/299, 10-11=1036/1894, 9-10=-470/978 WEBS 2-12=908/589, 2-11=-703/1764, 3-11=-177/486, 3-10=-986/609, 5-1 0=-1 62/486, 5-9=825/470, 7-9=-422/756, 7-17=780/430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s),except Qt=lb) 12=353, 17=429. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. J- O �� RF i ♦ �i No 58126 b :X z OF IJJ 111111111111 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res ' T13775009 29624 A17 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:15 2018 Page 1 I D:MQI F7nZm[ON? 1 rr6nNtmOWyrH2W-rgcgN677aRV5LtnnbgVweQTRdOCxPV8Htj WCuRzRC7g 1-6-8 r 15.4-12 z1.9-a 6-40 7-10-4 a-3-7 5x5 = 4 15 3x4 = 5x5 = 4.00 12 1-6-8 10-8 7-6-8 154-12 21-8-3 10-8 P.9 7-104 637 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 7.0 Lumber DOL 1.25 BC 0.68 BCLL 0.0 Rep Stress Incr YES WB 0.67 BCDL 10.0 Code FBC20141TP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` 2-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 -REACTIONS. (lb/size) 9=858/0-8-0, 14=714/0-3-8 Max Horz 9=360(LC 5) Max Uplift 9=384(LC 8), 14=398(LC 8) Max Grav 9=858(LC 1), 14=736(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-251/81, 2-3=2124/934, 3-4=-732/289, 4-5=-614/341 BOT CHORD 1-9=-111/277, 8-9=350/227, 7-8=-1037/1924 WEBS 2-9=-873/554, 2-8=813/1877, 3-8=-141/514, 3-7=-1331/800, 5-7=-433/815, 5-14=-739/400 3x4 = Scale = 1:49.9 5x8 = 14 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.16 7-8 >999 240 MT20 244/190 Vert(TL) -0.38 7-8 >632 180 Horz(TL) 0.11 14 n/a n/a Weight: 127 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS, 1 Row at midpt 3-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 14 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=384,14=398. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `I11111111/II �•�Q�\.•'�G•E N S 'o '92��i No 58126 11111111011 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MI7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI7 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 ob Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ��21624 T13775010 �J.bR.ference A18 Half Hip 1 1 (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:15 2018 Page 1 ID:MQIF7nZmION?1 rr6nNtmOWyrH2W-rgcgN677aRV5LtnnbqVweQTSgOGEPWIHtjWCuRzRC7g 11 -6-8 7-6-8 i 12-8-12 t7-0-12 21-8-3 1-6-8 6.0-0 5-2-4 4-3.15 47-7 4x8 = 11 4.00 12 3x4 = 5x5 17 3x4 = Scale = 1:44.1 1x4 II 5x8 = p-10-ed-6 8, 7.6-8 12-8.12 17-0-12 21-8-3 �0-10-8t1-B-Or 6-0-0 5.2-4 4.3-15 4-7-7 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-11: 2x6 SP No.2 OTHERS 2x4 SP No.3 . .REACTIONS. (lb/size) 11=858/0-8-0, 16=714/0-3-8 Max Horz 11=307(LC 5) Max Uplift 11=41O(LC 8), 16=372(LC 8) CSI. DEFL. in (loc) I/defl Lid TC 0.40 Vert(LL) 0.13 9-10 >999 240 BC 0.40 Vert(TL) -0.21 9-10 >999 180 WB 0.63 Horz(TL) 0.09 16 n/a n/a Matrix -AS 16 PLATES GRIP MT20 2441190 Weight: 129 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=297/110, 2-3=-2005/903, 3-4=-977/465, 4-5=-581/327, 5-6=581/327 BOT CHORD 1 -11 =-1 60/334, 10-11=-317/236, 9-10=-928/1789, 8-9=-422/879 WEBS 2-11=882/593, 2-10=-739/1705, 3-1 0=1 31/462, 3-9=994/582, 4-9=161/474. 4-8=-410/213, 6-8=415/772, 5-8=-261/219, 6-16=-719/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par 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) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=410, 16=372. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,`II1111111/I�I No 58126 OF •:�11/ R ,i���cs`S��C? Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek 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, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job , Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res - T13775011 29624 At9G Half Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:17 2018 Page 1 ID:MQIF7nZmION?l rr6nNtmOWyrH2 W-n3kaoo8N631paAxAiFXOjrYgpgr5tN WaL1?IzKzRC7e 4-6-8 7-6-8 10-0-12 13-11-13 15-8-12 21-8-3 1-6-8 3-0-0 3-0-0 1 2-6-4 3-11-1 1-8-14 5-11-7 4x8 = 3x6 11 3x4 = 5x10 = 19 ' 20 21 0 22 23 r 3x4 = 5x5 Scale=1:38.9 -6- -6--0-1 13- - 3 5-8-12 -6-3 -10-8 -8-0 31:11 3-0-0 2-6-4 3-11-1 1-8-14 5-11-7 Plate Offsets (X,Y)—f1:0-0-0.0-0-121,f5:0-54.0-2-01.f7:0-3-8.0-3-01.f11:0-3-0.0-3-71.f13:0-1-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.29 10-11 >832 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.32 9-10 >743 180 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) -0.18 18 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 118 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, 5-7: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 34-14 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 7-9 2-13: 2x6 SP No.2, 2-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 13=1451/0-8-0. 18=136610-3-8 Max Horz 13=254(LC 5) Max Uplift 13=-1161(LC 8), 18=-1192(LC 8) Max Grav 13=1628(LC 29), 18=1613(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3374/2376, 3-4=4530/3354, 4-5=-3101/2296, 5-6=-2373/1799, 6-7=-2373/1799 BOT CHORD 12-13=421/234, 11-12=2324/3180, 10-11=-2984/3981, 9-10=-2115/2841 WEBS 2-13=-1543/1138, 2-12=2287/3230, 3-12=-850/693, 3-11=-879/1118, 4-11=1106/1451, 4-1 0=-1 53011198, 5-10=-664/1156, 5-9=-516/371, 6-9=-802/940, 7-9=-1884/2522, 7-18=-1660/1231 1111111//� NOTES- 1) Unbalanced roof live loads have been for this design. F considered `� ���••,,... �� 2) Wind: ASIDE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; 8=54ft; L=45ft; eave=6ft; Cat. ���Q`2` .• �G E N g'•.O•�'92% F 11; Exp C; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber •• DOL=1.60 plate grip DOL=1.60 No 5812 6 •: 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. * :• 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 "fl will fit between the bottom chord and any other members. 7) Bearing at joint(s) 18 considers to ANSI/TPI 1 -53 (V •' :(/ parallel grain value using angle to grain formula. Building designer should verify capacity of bearing surface. . O oo �� Q;.•����� ••�• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=1 ��j� O R k O 5 N A� 9) Hanger(s) o8 other connection device(s) shall be provided sufficient to support concentrated load(s) 37 lb down and 73 lb up at /��``�� 7-7-4, 219 lb down and 269 lb up at 9-7-4, 222 lb down and 259 lb up at 11-7-4, 222 lb down and 259 lb up at 13-7-4, 222 lb down and 259 lb up at 15-7-4, and 222 lb down and 259 lb up at 17-7-4, and 222 lb down and 259 lb up at 19-7-4 on top chord, and 584 Philip J. O'Regan PE No.58126 lb down and 539 lb up at 7-6-8, 79 lb down at 9-7-4, 79 lb down at 11-7-4, 79 lb down at 13-7-4, 79 lb down at 15-7-4, and 79 lb Mrrek USA, Inc. FL Cert 6634 down at 17-74, and 79 lb down at 19-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility 69D4 Parke East Blvd. Tampa FL 33610 of others. Date: 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Anril 13.201 A ntin ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall r�t //8� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 'y, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job .r Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res T13775011 29624 A19G Half Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:17 2018 Page 2 ID:MQIF7nZmION?l rr6nNtmOWyrH2W-n3kaooBN631paAxAiFXOjrYgpgr5tN WaL1?IzKzRC7e LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-7=-54, 13-15=-20, 11-13=-20, 8-11=-20 Concentrated Loads (lb) Vert: 11 =-458(F) 6=-92(F) 9=-39(F) 19=-93(F) 20=-92(F) 21=-92(F) 22=-92(F) 23=-92(F) 24=-39(F) 25=-39(F) 26=-39(F) 27=-39(F) 28=-39(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jolt Truss Truss Type Ply 29624-LiCausi, Steve-LiCausi Res �QIIY_ T13775012 29624 A20G Piggyback Base Girder 1 q J Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:18 2018 Page 1 I D:MQI F7nZm[ON?1 rr6nNtmOWyrH2W-FFlyO89?lMtgCKWMGz3dG24y__ECwcsWjZhksVmzRC7d 4-4-8 8-0-0 12-2-15 165-14 20-8-12 26 7-3 31 6-8 35-9-7 4" 8 3-7-9 4-2-15 4-2-15 4-2-15 5-10-7 4115 4-2-15 5x8 = Scale = 1:71.1 2x4 II 5x8 = 8.00112 17 16 15 "' " <Y <., 12 <o 11 — 11 <e — 10 4x4 = 8x8 = 4x6 = 8x8 = 6x8 = 6x8 =HUS26 5x5 = 3x8 = 4x6 = THD28-2 HUS26 HUS26 HUS26 HUS26 HUS26 THD26-2 0 0 -0-0 - -15 165-14 0-8-1 -6- 6-7 3 5 35-9-7 ' 0-10 7-1-B 4-2-15 4-2-15 42-15 0-10- 5-05 4-115 4-2-15 Plate Offsets (X,Y)— [1:0-2-4,0-2-0], [1:0-1-13,0-2-0], [2:0-0-0.0-2-0], [6:0-6-0,0-2-8], [8:0-6-4,0-2-4], [9:0-1-8,0-2-0], [11:0-2-8,0-2-12], [12:0-4-0,0-3-12], [14:0-3-5,0-5-13], LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 13-16: 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* 9-10: 2x8 SP No.2 SLIDER Left 2x4 SP No.3 3-8-2 REACTIONS. (lb/size) 1=3547/0-8-0, 10=6836/0-6-15 Max Horz 1=506(LC 7) Max Uplift 1=-1959(LC 8), 10=3990(LC 8) Max Grav 1=3606(LC 29), 10=7638(LC 29) CSI. DEFL, in ([cc) I/defl L/d TC 0.46 Vert(LL) 0:29 16 >999 240 BC 0.79 Vert(TL) -0.43 16 >999 180 WB 0.69 Horz(TL) 0.09 10 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 Weight: 885 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 6-8. 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 1-2=4499/2439, 2-3=-10441/5720, 3-4=-9291/5171, 4-5=-8141/4627, 5-6=-7230/4245, 6-7=5787/3358, 7-8=-5787/3358, 8-9=-4061/2280, 9-10=-6924/3707 BOT CHORD 1-17=-4697/8684, 16-17=-5566/10408, 15-16=-4542/8530, 14-15=3997/7397, 12-14=-3932/7022,11-12=-1763/3315 WEBS 3-17=869/576, 6-12=-2334/1356, 7-12=326/297, 8-12=-2846/5109, 8-11=-2459/1435, 9-11=-2909/5678, 6-14=2818/4803, 2-17=-878/1762, 3-16=2175/1183, 4-15=1490/836, 5-15=-529/1170,5-14=1364/745,4-16=-569/1192 NOTES. 1) 3-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 cc, 2x8 - 4 rows staggered at 0-5-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 9) Bearing at joint(s) 10 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. J11 Ol/,,'��� ��. `%1; RFC •,� No 58126 OF IJJ E�10,� 11111 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13.2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. '-'�• Design valid for use only with WWII) connectors. This design is based only upon parameters shown, and is for an Individual building component, not Val' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek• always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausl Res r T13775012 29624 A20G Piggyback Base Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:18 2018 Page 2 ID:MQIF7nZmI0N71 rr6nNtmOWyrH2 W-FFly,089?tMtgCKWMGz3dG24y_ECwcsWjZhksVmzRC7d NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=1959, 10=3990. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use USP THD28-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 21-6-14 from the left end to connect truss(es) to front face of bottom chord. 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 3-0-8 oc max. starting at 23-5-12 from the left end to 34-6-4 to connect truss(es) to front face of bottom chord. 14) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 26-7-2 from the left end to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-8=54, 8-9=-54, 10-18=-20 Concentrated Loads (lb) Vert: 12=-1025(F) 14=-3400(F) 13=-377(F) 25=-377(F) 26=-651(F) 28=-632(F) 29=-647(F) 30=-647(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. *R Design valid for use only with M7ek0 connectors. This design Is based only upon parameters shown, and is for an individual building component, not J[� Dal' 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job • Truss Truss Type Qly Ply 29624-LiCausi, Steve-LiCausi Res T13775013 29624 B01 ATTIC 6 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:19 2018 Page 1 ID:MQIF7nZmION?lrr6nNtmOWyrH2W-kRrKDUAddg?XpU5ZggaspGdOwdZZLPIsoLUP2DzRC7c 1-2-6 1 3.7-6 6-s-0 9.5-10 2-9 1as-9 '11-1oa 2- - 15•a1z n-s-6 10-1-1 2.4-14 3-1-14 1-8-6 a-1 1-44 1-3.15 8-1 2-5.6 2-410 2.8-2 az 4x6 = 3x4 = 3x6 II 6x8 = 6x8 = 3x4 II 1-2-8 10.8 , 6-94 15-0-12 20-1-8 b-10.8 rr SS12 8-3-0 5-0-12 Scale: 1/4"=1' LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.96 BC 0.76 WB 0.31 Matrix -AS DEFL. in (loc) I/defl Lid Vert(LL) -0.30 11-12 >751 240 Vert(TL) -0.46 10-11 >490 180 Horz(TL) 0.01 9 n/a n/a Attic -0.13 10-11 719 360 PLATES GRIP MT20 2441190 Weight: 116 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-8: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 10-11: 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* 8-9,2-12: 2x6 SP No.2 Y, REACTIONS. (lb/size) 9=773/0-7-0, 12=862/0-8-0 Max Horz 12=347(LC 7) Max Uplift 9=264(1_C 8). 12=-361(LC 8) Max Grav 9=989(LC 15), 12=1034(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-357/117, 2-3=1187/284, 3-4=-839/354, 4-5=-142/543, 5-6=-144/503, 6-7=-886/352, 7-8=-1194/267, 8-9=-928/269 BOT CHORD 1-12=-147/454, 11-12=-397/693, 10-11=57/939, 9-10=-159/451 WEBS 2-11=-173/794, 3-11=0/440, 4-13=1454/605, 6-13=-1454/605, 7-10=0/401, 8-10=-173/778,2-12=-1058/474 NOTES- 1 J 11 L'01 1) Unbalanced live loads have been for this design. ,,ol F� roof considered ,� ���•��,,.. �� ••, 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. ♦♦�Q� .• �(, E N S qjL% F II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber ♦ •• ♦ i DOL=1.60 plate grip DOL=1.60 NO 5812 •� 3) Plates checked for a plus or minus 0 degree rotation about its center. * 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 tali by 2-0-0 wide — will fit between the bottom chord and any other members. " '0 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7. 4-13, 6-13 1= � 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-11 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) �i �' ♦♦ �I� �' R • •\G� 9=264, 12=361. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord 1/2" • . • `�♦ and gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the, building designer must verify the applicability of design parameters and properly incorporatethis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type r Qty Ply 29624-LiCausi, Steve-LiCausi Res ` T13775014 29624 B02 Hip 1 1 Job Reference (optional) East Coast Truss. Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:20 2018 Page 1 I D:MQI F7nZmION?l rr6nNtmOWyrH2W-CePjQgBFO_7ORefl0055LTALZl xg4sXO1_Dyaf7.RC7b 4-7 4 9-0-0 12-1-0 165-12 21-1-0 4-74 4-4-12 3-1-0 44-12 4-7-4 Scale=1:40.1 4x4 = 4x8 = •- oxo. — - 3x4 = 3x4 = 3x8 = 5x5 = 5x6 = -10-8 9-0-0 1 -1-0 0- -8 -10-8 8-1-8 3-1-0 8-1-8 -10-8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 • BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-12,7-9: 2x6 SP No.2 REACTIONS. (lb/size) 12=780/0-8-0, 9=780/0-8-0 + Max Horz 12=275(LC 7) Max Uplift 12=-772(LC 8), 9=722(LC 8) CSI. DEFL. in (loc) I/deft Ud TC 0.26 Vert(LL) 0.17 9-10 >999 240 BC 0.51 Vert(TL) -0.20 11-12 >999 180 WB 0.27 Horz(TL) 0.02 9 n/a n/a Matrix -AS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=213/251, 3-4=689/738, 4-5=-517/687, 5-6=690/741, 6-7=210/278 BOT CHORD 11-12=-5021577, 10-11=359/515, 9-10=503/577 WEBS 3-12=-668/539, 6-9=669/516 a PLATES GRIP MT20 244/190 Weight: 128 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except Qt=lb) 12=772, 9=722. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `11111111/��� � � 1�\' •� G•E N g �,9 ��ii No 58126 Philip J. O'Regan PE No.58126 MITek USA, Inc. R. Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MTek9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB489 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' T13775015 29624 B03G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 7-0-0 4x8 = 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:21 2018 Page 1 I D:MQI F7nZmION?1 rr6nNtmOWyrH2W-ggz5e9Ct9HFF3oExx5cKuhi00RJZpHL9FezW65zRC7a 3-6-8 3-6-8 7-0-0 1x4 II 4x8 = Scale = 1:37.1 0 N R 13 3x4 = 3x6 4x4 = 3x8 = 3x4 = 4x4 = 3x6 11 3x4 = i0-10-8 7-0-0 10-G-8 14-1-0 20-2-8 21-1-0 0-10-8 6-1-8 3 G 8 3-6-8 6-1-8 0-10-8 Plate Offsets (X,Y)— 13:0-5-12,0-2-01. (5:0-5-12,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.12 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.09 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) -0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 125 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD _ BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 "Except` WEBS 2-13,6-8: 2x6 SP No.2 REACTIONS. (lb/size) 13=1389/0-8-0, 8=1389/0-8-0 r Max Horz 13=214(LC 7) Max Uplift 13=1840(LC 8). 8=1790(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=166612290, 3-4=-1509/2283, 4-5=-1509/2283, 5-6=-1666/2292, 6-7=-156/256 BOT CHORD 1-13=256/194, 12-13=347/326, 11-12=1807/1310, 9-11 =-1 749/1310, 8-9=280/194, 7-8=-280/194 WEBS 2-12=-1620/1128, 3-12=-466/334, 3-11 =-561/392, 4-11 =-458/558, 5-11 =-561/393, 5-9=-466/333, 6-9=-1627/1128, 2-13=-129311710, 6-8=-1293/1685 Structural wood sheathing directly applied or 4-1-13 oc purlins. Rigid ceiling directly applied or 4-4-0 oc bracing. 1 Row at midpt 2-12, 6-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf 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) except Qt=lb) 13=1840,8=1790. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 183 lb down and 232 lb up at 7-0-0, 183 lb down and 221 lb up at 9-0-12, 183 lb down and 221 lb up at 10-6-8, and 183 lb down and 221 lb up at 12-0-4, and 183 lb down and 232 lb up at 14-1-0 on top chord, and 329 lb down and 574 lb up at 7-0-0, 62 lb down and 85 lb up at 9-0-12, 62 lb down and 85 lb up at 1D-6-8, and 62 lb down and 85 lb up at 12-0-4, and 329 lb down and 574 lb up at 14-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5�-54, 5-7=-54, 14-17=20 • •\ G•E N,9 lo No 58126 00 OR Philip J. O'Regan PE No.58126 Mrrek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ADM 13,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT�k• 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, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' T13775015 29624 B03G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:21 2018 Page 2 ID:MQIF7nZmION?l rr6nNtmOWyrH2W-ggz5e9Ct9HFF3oExx5cKuhi00RJZpHL9FezW65zRC7a LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=86(F) 5=86(F) 10=42(F) 12=-329(F) 11=-42(F) 4=86(F) 9=329(1`) 20=-86(F) 21=86(F) 22=-42(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ■■■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verifythe applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job • Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' T13775016 29624 B04 ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:22 2018 Page 1 1 D;MQI F7nZmION? 1 rr6nNtmOWyrH2W-80XTrVCWwbN6gyp7Vp7ZQuFbMrbjYgYJUlj3eXzRC7Z 6-9-0 8-5.10 -2- 13-5.11 4.60 17-5-15 6-9-0 1-8.6 0-8-1 4-3-3 1-0-5 2-11-15 5x5 = 3x4 = 2x4 II 6 18 7 0 N W d 9 O N 13 12 11 3x4 = 6x8 = 5x8 M18SHS = 2x4 I I 14-6-0 6.9.4 IM-11 1 -7 17-5.15 112 5-10-12 6-8-7 0-1- 2 2-11-15 Scale = 1:62.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CS1. TC 0.69 BC 0.67 WB 0.69 Matrix -AS DEFL. Vert(LL) Vert(TL) Horz(TL) Attic in (loc) I/defl L/d 0.26 12-13 >732 240 -0.40 12-13 >489 180 0.09 8 n/a n/a -0.08 11-12 966 360 PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 151 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. 5-11: 2x4 SP 285OF 1.8E, 8-10: 2x6 SP No.2, 11-12: 2x8 SP No.2 WEBS 1 Row at midpt 7-8 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 14 2-13: 2x6 SP No.2 QREACTIONS. (lb/size) 8=667/Mechanical, 13=749/0-8-0 Max Horz 13=527(LC 8) Max Uplift 8=-391(LC 8), 13=166(LC 8) Max Grav 8=979(LC 14), 13=914(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=364/81, 2-3=874/0, 3-4=697/78, 4-5=-278/250, 6-7=-300/113, 7-8=907/378 BOT CHORD 1-1 3=-1 44/417, 12-13=-671/611, 11-12=-335/777, 10-11=26/475, 9-10=-322/738 WEBS 7-9=339/904, 4-14=-915/437, 2-12=71/373, 2-13=-757/213, 6-9=-602/1225, 9-14=-1665/794, 6-14=1431/752 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; (3-second gust) eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 ,,�� DOL=1.60 �� ���• • ........ G E N S ••17 plate grip ,��Q`Z` ,• \ • •• F••, �� 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. No 58126 •� 5) Plates checked for a plus or minus 0 degree rotation about its center. * * y 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. 'fl 8) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-14 9) Bottom live load bottom O F ((/ •'. 41 chord (40.0 psf) and additional chord dead load (5.0 psf) applied only to room. 11-12 10) Refer to girder(s) for truss to truss connections. i�,� Q;•' •• O �_,�� 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=391,13=166. �,5,�� 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top 1/2" N A� �.�`� chord and gypsum �E sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7472 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Cry Ply 29624-LiCausi, Steve-LiCausi Res ' T13775017 29624 B05 ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc.. Fri Apr 13 07:31:23 2018 Page 1 ' ID:MQIF7nZmION?1rr6nNtmOWyrH2W-cD5r3rD8hvVzl5OK3Weoz6ohHFWIH6bSjySdB_zRC7Y 1-6-e 6-9.4 B-5.10 2- 13.5-11 16-6.1 1 -5-1 1-6-8 5-2-12 1-8.6 0.&1 4.3.3 3.0.5 0-11-1 5x5 = 3x4 = 8.00 12 7 8 3x 5x5 = 2 6x8 = 6x8 M18SHS = 3x4 �� 4.00 1 0 10 6.7-6 6- 13b-11 1 -7 16-6-0 1 -5-1 10 5-1-0 0-1- 2 6-e-7 0-1- 2 2-10.9 11-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 >527 240 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(TL) -0.51 13 >372 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.45 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -AS Attic 0.08 12-13 976 360 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 3-13,6-12: 2x4 SP 285OF 1.8E, 12-13: 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* 2-15: 2x6 SP No.2 • REACTIONS. (lb/size) 9=652/Mechanical, 15=766/0-8-0 Max Harz 15=600(LC 8) Max Uplift 9=435(LC 8), 15=-133(LC 8) Max Grav 9=1014(LC 14), 15=918(LC 14) Scale = 1:67.2 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 160 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-9 JOINTS 1 Brace at Jt(s): 16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1513/248, 3-4=-673/7, 4-6=-448/412, 6-7=-302/381, 8-9=-923/390 BOT CHORD 14-15=631/381, 13-14=0/325, 3-14=-69/484, 12-13=384/829, 11-12=0/412, 11-16=0/398, 6-16=-237/270, 10-1 1=441/944 WEBS 2-15=907/380, 2-14=-52/1084, 7-16=-681/445, 4-16=1072/553, 7-1 0=-1 40/310, 8-10=-375/882, 10-16=-1446/681 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; 8=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-16 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=435, 15=133. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ,�I1111111//j�', .,�\-�p J. O No 58126 lo � '.� �OF •.off O R 1 O O N A -0 11111 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k, 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, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' T13775018 29624 B06 Attic 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 201B MiTek Industries, Inc. Fri Apr 13 07:31:24 2018 Page 1 ID:MQIF7nZmlON?l rr6nNtmOWyrH2W-4PfDGBEmSCdgwFzWdD91 WJKx4eDiOVGcycBAjQzRC7X 1.6.8 6-9-4 8- -10 - -8 14- -1 5-6- 17-5.15 1.6.8 s-2-12 1-5-sell-1 5-5.4 0-10-1 1-11-7 5x5 = 3x4 = 8.00 12 2x4 11 7 20 8 3x4 = 5x5 = 4.00 12 6x8 = 6x8 M18SHS = 1-6-8 15-6-8 10. 6-7-8 6- 14-7-12 14 43 1e7 15 10. 5-1-0 0-1- 2 7-10-B 0-1- 2 1-11-7 0.8-0 0-9-0 Plate Offsets (X.Y)- f3:0-3-3.Edge1. 17:0-2-8,0-1-131. 111:04-8,0-0-01. 112:0-4-8.0-3-01, 113:0-4-8,0-3-01, 116:0-4-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Attic in (loc) I/dell L/d 0.48 14 >395 240 -0.70 13 >270 180 0.52 9 n/a n/a -0.14 12-13 666 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-5: 2x4 SP 285OF 1.8E _ BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-13,6-12: 2x4 SP 2850F 1.8E, 12-13: 2x8 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* JOINTS 2-15: 2x6 SP No.2 a REACTIONS. (lb/size) 9=671/Mechanical, 15=771/0-8-0 Max Horz 15=565(LC 8) Max Uplift 9=400(LC 8), 15=154(LC 8) Max Grav 9=1063(LC 14), 15=944(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1550/269, 3-4=-644/33, 4-6=410/504, 6-7=-143/266, 8-9=-996/384 BOT CHORD 1-15=-83/268, 14-15=-604/367, 13-14=0/390, 3-14=-56/548, 12-13=-362/800, 11-12=0/476,11-16=-120/269,6-16=-413/423,10-11=-372/811 WEBS 2-15=-974/398, 2-14=-61/1099, 4-16=-1114/545, 7-10=-1097/2036, 8-10=-365/1003, 10-16=2683/1315, 7-16=-2215/1162 Scale: 3116"=l' PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 158 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-8. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 8-9. 7-10 1 Brace at Jt(s): 8, 16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=161t; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C: Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-16 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 9=400, 15=154. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Attic room checked for Ll360 deflection. ,11111111111 �%% \? J- O7R ��,� No 58126 OF :�1CJ: R Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res ' T13775019 29624 B07G ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:25 2018 Page 1 ID:MQI F7nZmION?l rr6nNtmOWyrH2W-YbDcUXFODWIhXPYiAxhG2Xt3g2Yfl2ZIAGx)FszRC7 W 1-6-8 5-2-12 1-6.60-11-1 212-10 3-2-9 0-1011 1-11-7 �I 8.00 12 5x5 = 3x4 = 2x4 II 7 20 8 15 13 " " " `'' 12 3x4 = 5x5 = 3x6 = HUS26 HUS26 7x6 = 4.00 12 HUS26 HUS26 ts-s-e 1 6-7-8 10A-8 14-7-12 1 -8 t7-S15 10- 5-1-0 0.1- 2 3-11-4 3.11-0 0.1- 2 1-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl LidTCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.50 14 >379 240 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.84 13 >226 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.55 9 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -MS Attic -0.15 12-13 620 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-5: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 'Except* BOT CHORD 3-13,6-12: 2x4 SP 285OF 1.8E, 12-13: 2x8 SP No.2 WEBS WEBS 2x4 SP No.3 *Except* JOINTS 2-15: 2x6 SP No.2 REACTIONS. (lb/size) 9=1045/Mechanical, 15=1409/0-8-0 Max Horz 15=659(LC 5) Max Uplift 9=491(LC 5), 15=572(LC 8) Max Grav 9=1454(LC 30), 15=1635(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-401/126, 2-3=2953/845, 3-4=1047/367, 4-6=-665/1145, 6-7=-508/908, 7-8=-335/260, 8-9=1347/468 BOT CHORD 1-15=164/489, 14-15=759/554, 13-14=-11/583, 3-14=-504/1699, 12-13=583/1423, 11-12=0/908, 11-16=-358/435, 6-16=-430/529, 10-11=-602/1424 WEBS 2-15=1701/695, 2-14=510/2156, 4-16=-2212/900, 7-10=1843/4005, 8-10=-449/1400, 10-16=-4839/1975, 7-16=-4706/1816 Scale = 1:66.4 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 316 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 8-9 1 Brace at Jt(s): 8, 16 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-2-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • 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. 10) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-16 11) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 12) Refer to girder(s) for truss to truss connections. ,,11T,1111r>,ri�i �•`Q�` . E.NS No 58126 -10 0 : S F .: �41J ;� N AIL- %%%N�� 11111 Philip J. O'Regan PE No.58126 MIek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' T13775019 29624 B07G ATTIC 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:25 2018 Page 2 I D:MQI F7nZm[ON? 1 rr6nNtmDWyrH2W-YbDcUXFODWIhXPYiAxhG2Xt3g2Yfl2ZIAGxjFszRC7 W NOTES- 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=491, 15=572. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 1-4-0 oc max. starting at 9-6-8 from the left end to 13-6-8 to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1073 lb down and 405 lb up at 6-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 18) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-4=-64, 4-7=54, 7-8=54, 15-17=20, 14-15=20, 12-13=30, 9-11=20, 4-16=-10 Concentrated Loads (lb) Vert: 14=-880(B) 21=-33(B) 22=-33(B) 23=-33(B) 24=-33(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall ISO building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Steve-LiCausi ResT13775020 r29624-LiCausi, 29624 B08G Half Hip Girder 1Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:26 2018 Page 1 ID:MQIF7nZmION?1 rr6nNtmOWyrH2W-Onn_htFO_gtX9Z7vkeCVbkQC 1 SzBUPAuPwgHnJzRC7 V 3-6-12 6-11-0 10-10.4 14-9$ 17-5-15 3-6-12 3.4.4 3-11-4 3-114 2-8-7 2x4 II 4x8 = 15 4x8 = 3x6 II HUS26 4x10 = HUS26 HUS26 3x6 II HUS28-2 HUS26 Scale = 1:33.2 0-10-8-12 6-11-0 10-10-4 14-9-8 17-5-15 0-10-8 2-8-4 3-4-4 3-11-4 3-11-4 2-8-7 Plate Offsets (X,Y)—I1:0-4-0.0-1-91,12:0-1-12,0.0-121,15:0-2-12.0-2-41.f10:0-3-12.0-2-81 f15:0-2-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.08 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.12 12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight:281 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, BOT CHORD 2x4 SP No.3 *Except* except end verticals. 1-11: 2x8 SP No.2, 9-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 8-9,2-15: 2x8 SP No.2 REACTIONS. (lb/size) 9=3420/Mechanical, 15=2823/0-8-0 Max Horz 15=275(LC 22) Max Uplift 9=-2048(LC 8), 15=-1646(LC 8) Max Grav 9=3420(LC 1), 15=2871(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-543/280, 2-3=-3132/1742, 3-4=289/293, 5-13=30311028, 5-6=-4192/2539, 6-7=4710/2819, 7-8=4585/2755, 8-9=-2826/1692 BOT CHORD 1-15=-202/421, 14-15=-463/557, 13-14=2445/4110, 12-13=-2501/4190, 7-10=608/373, 9-10=-208/309 WEBS 3-14=-528/766, 3-5=-3039/1914, 5-14=-2185/1315, 5-12=-197/437, 6-12=2112/1307, 10-12=-2641/4441, 6-10=-340/574, 8-10=3006/5085, 2-14=-1258/2267, 2-15=2206/1272 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: ,,111111111111, `,�� p J. 0,L, Top chords connected as follows: 2x4 1 row at 0-9-0 oc, 2x8 2 rows 0-9-0 `�I4# (',•E N �2 J#, - - staggered at oc. 5+�. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. ,,�Q�•. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. No 58126 •: 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to * �• ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. "0 II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 i S 0 F •• �(/ plate grip 5) Provide adequate drainage to prevent water ponding. �� T,c•' 0 Q;••�_,�� �i 6) Plates checked for a plus or minus 0 degree rotation about its center. ��I sts • • • • • • • • 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 it A� ���% will will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. Philip J. O'Regan PE No.58126 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MITek USA, Inc. FL Celt 6634 9=2048, 15=1646. 6904 Parke East Blvd. Tampa FL 33610 11) Use USP HUS28-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 6-9-5 from the left end to connect truss(es) to Date: front face of bottom chord. April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job y Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res r T13775020 29624 B08G Half Hip Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:26 2018 Page 2 I D:MQI F7nZmI0N? 1 rr6nNtmO WyrH2W-Onn_htFO_gtX9Z7vkeCVbkQC 1 SzBUPAuPwgHnJzRC7V NOTES- 12) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 1-4-0 oc max. starting at 9-6-8 from the left end to 13-6-8 to connect truss(es) to front face of bottom chord. 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 15-7-4 from the left end to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1457 lb down and 1209 lb up at 7-7-4, 700 lb down and 387 lb up at 9-7-4, and 700 lb down and 414 lb up at 11-7-4, and 700 lb down and 445 lb up at 13-7-4 on top chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-4=-54, 5-8=-54, 11-16=-20, 9-10=-20 Concentrated Loads (lb) Vert: 13=-81B(F) 12=-33(F) 19=-1312 20=-660 21=-660 22=-660 24=-33(F) 25=33(F) 26=33(F) 27=729(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve LiCausi Res ' T13775021 29624 B09 Piggyback Base 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:27 2018 Page 1 ID:MQIF7nZmION?1n6nNtmOWyrH2W V KMuDGel7?Onji51Mjk7yySnsJSD2P2eaQgKlzRC7U 2-1-13 8-2-0 11- 10-10-7 2-1-13 6-0-3 -9- 1-11-7 I q 0 3x4 = 2x4 11 3x4 = 3 4 5 / 6 2x4 11 3x4 = - --13 8-2- 0- 0- 2-13 6-0-3 -9- 1-11-7 Plate Offsets (X.Y)- r4:0-2-0.0-2-31. r8:0-5-4,Edgel LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 TCDL 7.0 Lumber DOL 1.25 BC 0.63 BCLL 0.0 Rep Stress Incr YES WB 0.14 BCDL 10.0 Code FBC2014/TP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 `Except* 3-7: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.1 LBR SCAB 1-4 2x4 SP No.1 one side REACTIONS. (Ib/size) 1=410/0-1-13, 6=397/Mechanical Max Horz 1=322(LC 8) Max Uplift 1=-81(LC 8), 6=-268(LC 8) Max Grav 1=427(LC 13), 6=452(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-414/274 WEBS 5-8=-265/425 N V N DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.51 8-11 >249 240 MT20 244/190 Vert(TL) -0.64 8-11 >199 180 Horz(TL) 0.64 6 n/a n/a Scale = 1:52.7 Weight: 86 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6 NOTES- 1) Attached 10-10-4 scab 1 to 4, front face(s) 2x4 SP No.1 with 1 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 1-10-2 from end at joint 1, nail 1 row(s) at 3" D.C. for 2-6-5. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 1 considers parallel to grain value using ANSlrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 6=268. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `\\\IIIIIIIIIII G.E.N 3 U''92 :01 No 58126 yA O F . 1v�1/: ,,gqS ` Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not HT It 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 Welk' 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res r T13775022 29624 B10 ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:28 2018 Page 1 I D:MQI F7nZmION? 1 rr6nNtmOWyrH2W-zAuk6ZHGWR7FOlHHs3Ezg9Vc8GewyNyBsE9OsBzRC7T 6-2- 8-5-10-2-8 12-6-0 3S1 17-515 6.9.4 1-8-6 0-8-1 3.3.8 M� 4x4 = 2x4 11 3x4 = 5 6 17 7 12 11 10 3x4 = 6x8 = 5x8 M18SHS = 2x4 11 13-7-7 0.10.8 6-9-4 1M.0 53-S11i, 17-5-15 10.8 5.1a12 5.8-12 11-11 3-10-6 I; Scale = 1:54.5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.67 BC 0.68 WB 0.69 Matrix -AS DEFL. Vert(LL) Vert(TL) Horz(TL) Attic in (loc) I/deft Ud 0.22 11-12 >865 240 -0.35 11-12 >558 180 0.12 8 n/a n/a -0.07 10-11 1128 360 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 131 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 6-10: 2x4 SP 285OF 1.8E, 8-9: 2x6 SP No.2, 10-11: 2x8 SP No.2 JOINTS 1 Brace at Jt(s): 13 WEBS 2x4 SP No.3 *Except` 2-12: 2x6 SP No.2 REACTIONS. (lb/size) 8=667/Mechanical, 12=749/0-8-0 Max Horz 12=454(LC 8) Max Uplift 8=349(LC 8), 12=207(LC 8) Max Grav 8=935(LC 14), 12=921(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-341/73, 2-3=895/43, 3-4=-712/143 BOT CHORD 1-1 2=1 39/401, 11-12=-593/568, 10-11=317/768, 9-10=19/471, 9-13=0/435, 8-9=338/816 WEBS 4-13=-947/427, 2-11=-44/386, 2-12=791/267, 8-13=1168/482, 7-13=-289/215 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph Vasd=124mph; TCDL=4.2psf; (3-second gust) BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 . • • ��l �� DOL=1.60 �� �, • E N S'• '9jJ plate grip Q`Z` •• . •• F•••, 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. No 58126 5) Plates checked for a plus or minus 0 degree rotation about its center. * :• * " 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. 'O 8) Ceiling dead load (5.0 PSI) on member(s). 3-4, 4-13 s 5 0 F �• �(/ 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-11 10) Refer to for truss to truss girder(s) connections. �i��ts ' R G\,�� 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=3 4truss ••� J#�5�0 12) This design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. ■• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res T13775023 29624 C01 Common 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fit Apr 13 07:31:28 2018 Page 1 I D:MQI F7nZm[ON? 1 rr6nNtmOWyrH2W-zAuk6ZHGWR7FOtHHs3Ezg9Vk3GnKyX5BsE9OsBzRC7T 3-0-0 , 6-8-0 3-4-0 3-4-0 4x4 = 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.04 BCDL 10.0 Code FBC2014frP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` _ 1-8,3-6: 2x6 SP No.2 REACTIONS. (lb/size) 8=214/0-7-0, 6=262/0-8-0 Max Horz 8=-149(LC 6) Max Uplift 8=-212(LC 8), 6=-253(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/deft Lid Vert(LL) 0.01 7-8 >999 240 Vert(TL) -0.01 7-8 >999 180 Horz(TL) 0.00 6 n/a n/a Scale = 1:22.7 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 lb uplift at joint(s) except Qt=lb) 8=212, 6=253. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. II I II t��� J. o'/�F��'�i � � 1�� ' • \ G•E N S �q ��ii `� Q .• V tc•'•2 � No 58126 •��s`S�O N A %% nn Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek• 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Steve-LiCausi Res �29624-LiCausi, T13775024 29624 CO2 Common 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:29 2018 Page 1 ID:MQI F7nZmION?l rr6nNtmOWyrH2 W-RMS6JulvHIG600sUPnICDN2vpf7 Wh_JL5uvxOdzRC7S 3-4-0 6.4-0 34-0 3-0-0 4x4 = 3x 2x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.05 BCDL 10.0 Code FBC2014/TP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-6,3-4: 2x6 SP No.2 REACTIONS. (lb/size) 6=21710-7-0, 4=217/0-7-0 Max Horz 6=161(LC 7) Max Uplift 6=214(LC 8), 4=-215(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.01 5-6 >999 240 MT20 244/190 Vert(TL) -0.01 5-6 >999 180 Horz(TL) -0.00 4 n/a n/a Scale = 1:22.7 Weight: 38 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom 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 lb uplift at joint(s) except Qt=lb) 6=214, 4=215. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. i No 58126 OF •:��C/` ��i,,�'•:,C O R , Q P `�,,� ON A' �t %% Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res ! T13775025 29624 CO3G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:30 2018 Page 1 I D:MQI F7nZmION?l rr6nNtmOWyrH2 W-vZOVXEIX220zeAQgzUGRlaa3l3RTQRrUKYeUw4zRC7R 3-0-0 5-7-0 7-0-8 6 7-0 3-0-0 2-7-0 1-5-8 1-6-8 Scale = 1:17.9 4x4 = 3 48 = 17 4 �I 10 7 2x4 11 2x4 11 I0 0-10-8 3-0-0 5-7-0 7-0-8-7-0 0-10-8 2-1-8 2-7-0 1-5-8 0-4-0 1-2-8 Plate Offsets (X,Y)— 13:0-5-12,0-2-01 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.04 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.03 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 7 n/a file BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 42lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 2-10,5-7: 2x6 SP No.2 REACTIONS. (lb/size) 10=318/0-8-0, 7=357/0-8-0 Max Horz 10=92(LC 7) Max Uplift 10=-417(LC 8), 7=390(LC 8) Max Grav 10=320(LC 17). 7=357,(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1961282, 4-5=-1731268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for 10.0 bottom live ♦♦♦� Q J. or ^ " 'i F a psf chord 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 F••• Z.Q •• % S • • 2 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) except ()t=lb) No 58126 •� 10=417, 7=390. 8) Hanger(s) device(s) be to * or other connection shall provided sufficient support concentrated load(s) 95 lb down and 83 lb up at 3-0-0, and 95 lb down and 71 lb up at 4-3-8, and 95 lb down and 83 lb up at 5-7-0 on top chord, and 97 lb down and 95 lb up at 3-0-0, and 9 lb up at 4-3-8, and 97 lb down and 95 lb up at 5-6-4 on bottom chord. The design/selection of such connection 'U device(s) is the responsibility of others. 9) In the LOAD CASE(S) i ST F �Cl • �(/ section, loads applied to the face of the truss are noted as front (F) or back (B). - 0 � LOAD CASE(S) Standard \` f; \ \ ♦♦, • ��� stS� • 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 • • • • • • �\ � �♦ "� Uniform Loads (plf) 4P.,,�O N A� %%% Vert: 1-3=54, 3-4=-54, 4-6=-54, 11-14=20 Concentrated Loads (lb) Philip J. O'Regan PE No.58126 Vert: 9=22(F) 8=22(F) 18=4(F) MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE, Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res ' T13775026 29624 FG01 FLAT GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:3131 2018 Page 1 I D:MQI F7nZm[ON? 1 rr6nNtmO WyrH2W-NlatkaJ9pMWgFK?sXCnglo7ESTgV9rKdZCO2TWzRC7Q 2-4-8 4-9-0 2-4-8 2-4-8 1 3x4 = 7 2 8 1x4 11 3 3x4 = Scale = 1:10.2 5 3x8 = 2x4 11 6 2x4 If LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.22 BC 0.05 WB 0.21 Matrix -MP DEFL. in (loc) I/deft ' L/d Vert(LL) 0.01 5 >999 240 Vert(TL) -0.01 5 >999 180 HOrt(TL) -0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 49 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=838/Mechanical, 4=900/Mechanical Max Horz 6=77(LC 4) Max Uplift 6=316(LC 4), 4=-385(LC 5) Max Grav 6=1049(LC 25), 4=1166(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1006/317, 1-2=1210/404, 2-3=12101404, 3-4=1122/387 WEBS 1-5=-451/1351, 2-5=1302/460, 3-5=451/1384 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to connectionsply or distribute ( unless otherwise e54ft; 3) Wind: ASCE 7-10; Vut=160mph (3-secondgust) Vasd=124mph; TCDL) 4.2psf; BCDL=6 Opsf; h 116ft; BB), L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS left F� (directional); cantilever and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 DOL=1.60 �� ��,�• , .... �� E N,9 •• '92% plate grip ,��Q`Z` ,• ' G F ••• 4) Provide adequate drainage to prevent water ponding. : •• V 5) Plates checked for a plus or minus 0 degree rotation about its center. No 58126 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. = — 8) Refer to girder(s) for truss to truss connections. 17 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=316, 4=385. i •, S OF 1JJ Z 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28 has/have been Q i'�•� Q;.' ��` •�` modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection devicesufficient s) shall'be provided sucient to support concentrated load(s) 283 lb down 201 lb �i�� R `� ,` �I ss • • • • \ � and up at 1-10-12, and 276 lb down and 198 lb up at 3-10-12 on top chord. The design/selection of such connection device(s) is the �, ,llN A- �E 0'� responsibility of others. Philip J. O'Regan PE No,58126 LOAD CASE(S) Standard MITek USA, Inc. FL Cert 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Date: And 132018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ■ • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building.component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply —reference 29624-LiCausi, Steve-LlCausi Res T13775026 29624 FG01 FLAT GIRDER 1 (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:31 2018 Page 2 1 D:MQI F7nZmION? 1 rr6nNtmOWyrH2 W-NlatkaJ9pMWgFK?sXCnglo7ESTgV9rKdZCO2TWzRC7Q LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=313, 4-6=20 Concentrated Loads (lb) Vert: 7=123 8=131 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-274, 4-6=-20 Concentrated Loads (lb) Vert: 7=109 8=115 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-215, 4-6=-40 Concentrated Loads (lb) Vert: 7=-115 8=117 4) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=101, 4-6=-12 Horz: 1-6=29, 3-4=35 Concentrated Loads (lb) Vert: 7=139 8=146 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=101, 4-6=-12 Horz: 1-6=-35, 3-4=-29 Concentrated Loads (lb) Vert: 7=139 8=146 6) Dead + 0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-302, 4-6=20 Horz: 1-6=49, 3-4=14 Concentrated Loads (lb) Vert: 7=201 8=198 7) Dead + 0.6 MWFRS Wind (Neg. Intemal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=188, 4-6=20 Horz: 1-6=-14, 3-4=-49 Concentrated Loads (lb) Vert: 7=201 8=198 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=101, 4-6=-12 Horz: 1-6=-45, 3-4=45 Concentrated Loads (lb) Vert: 7=139 8=146 9) Dead + 0.6 MWFRS Wind (Pos. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=43, 4-6=-12 Horz: 1-6=45, 3-4=45 Concentrated Loads (lb) Vert: 7=168 8=171 10) Dead +0.6 MWFRS Wind (Neg. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-288, 4-6=-20 Horz: 1-6=-24, 3-4=24 Concentrated Loads (lb) Vert: 7=201 8=198 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-288, 4-6=-20 Horz: 1-6=-24, 3-4=24 Concentrated Loads (lb) Vert: 7=201 8=198 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 PK. metal=0.90 Uniform Loads (plf) Vert: 1-3=-157, 4-6=-20 Concentrated Loads (lb) Vert: 7=-67 8=-69 13) Dead + 0.75 Roof Live (be].) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-383, 4-6=20 Horz: 1-6=37, 3-4=11 Concentrated Loads (lb) Vert: 7=142 8=140 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 ®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �, a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSIrrPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve•LiCausi Res ' T13775026 29624 FG01 FLAT GIRDER 1 n L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:31 2018 Page 3 ID:MQIF7nZmION?t rr6nNtmOWyrH2W-NlatkaJ9pM WgFK?sXCnglo7ESTgV9rKdZCO2TWzRC7Q LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=298, 4-6=20 Harz: 1-6=-11, 34=-37 Concentrated Loads (lb) Vert: 7=142 8=140 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-372, 4-6=-20 + Harz: 1-6=-18, 3-4=18 Concentrated Loads (lb) Vert: 7=142 8=140 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=372, 4-6=-20 Harz: 1-6=-18, 3-4=18 Concentrated Loads (lb) Vert: 7=142 8=140 17) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=101, 4-6=-12 Harz: 1-6=29, 3-4=35 Concentrated Loads (lb) Vert: 7=-283 8=-276 18) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=101, 4-6=-12 Horz: 1-6=-35, 34=29 Concentrated Loads (lb) Vert: 7=283 8=-276 19) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-302, 4-6=-20 Harz: 1-6=49, 34=14 Concentrated Loads (lb) Vert: 7=221 8=-223 20) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-188, 4-6=-20 Harz: 1-6=-14, 34=-49 Concentrated Loads (lb) Vert: 7=221 B=223 21) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=101, 4-6=12 Harz: 1-6=45, 3-4=45 Concentrated Loads (lb) Vert: 7=-283 8=-276 22) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-3=43, 4-6=-12 Harz: 1-6=-45, 3-4=45 Concentrated Loads (lb) Vert: 7=253 8=-251 23) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=288, 4-6=20 Harz: 1-6=-24, 3-4=24 Concentrated Loads (lb) Vert: 7=-221 8=-223 24) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-288, 4-6=-20 Harz: 1-6=-24, 34=24 Concentrated Loads (lb) Vert: 7=-221 8=223 25) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-383, 4-6=-20 Harz: 1-6=37, 3-4=11 Concentrated Loads (lb) Vert: 7=-206 8=-213 26) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=298, 4-6=-20 Harz: 1-6=-11. 34=37 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. ■■■• Design valid for use only with MlTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek 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 oftrusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res 1 TReference T13775026 29624 FG01 FLAT GIRDER 1 Job (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:31 2018 Page 4 I D:MQI F7nZmION?l rr6nNtmOWyrH2W-NlatkaJ9pM WgFK?sXCnglo7ESTgV9rKdZCO2T WzRC7Q LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=206 8=213 27) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-3=-372, 4-6=-20 Horz: 1-6=-18, 34=18 Concentrated Loads (lb) Vert: 7=206 8=-213 28) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-372, 4-6=-20 Horz: 1-6=-18, 3-4=18 Concentrated Loads (lb) Vert: 7=-206 8=213 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. • ■■■■ Design valid for use only with MrrekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for M iTek' always required 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, see ANSIITPf1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job t Truss Truss Type Qty Ply 29624-LiCausi, Steve-LlCausi Res t T13775027 29624 MV1 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce,,FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:31 2018 Page 1 I D:MQI F7nZm[ON? 1 rr6nNtmOWyrH2W-NlatkaJ9pM WgFK?sXCnglo7HSTq_9uXdZCO2TWzRC7Q 1-5-15 1-5-15 Scale = 1:7.8 2x4 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 TCDL 7.0 Lumber DOL 1.25 BC 0.02 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 'REACTIONS. (lb/size) 1=3711-5-15, 2=27/1-5-15, 3=10/1-5-15 Max Horz 1=37(LC 8) Max Uplift 1=-5(LC 8), 2=36(LC 8) Max Grav 1=38(LC 13), 2=37(LC 13), 3=20(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) Ildeft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Hori(TL) -0.00 2 n/a n/a Weight: 4 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. ,IIIIIIIII►III J. 0',qF ,,�Q��� •� G•E N S �92��i 10 No 58126 �'.• S T F •: ��U F ,O N A' ,��. 111111 Philip J. O'Regan PE No.58126 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the A fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Steve-LiCausi Res �29624-LiCausi, T13775028 29624 MV2 Valley 1 1 Job Reference lottional East Coast Truss, Ft. Pierce, FL 34946 2x4 i 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:32 2018 Page 1 ID:MQIF7nZmION?1rr6nNtmOWyrH2W-rx8FywKnagehtUa25vJvq?gRWtAnuLnnns7b?yzRC7P 2-3-0 2-3-0 2x4 11 2 2x4 II Scale = 1:10.4 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=60/2-3-0, 3=6012-3-0 Max Horz 1=74(LC 5) Max Uplift 1=-24(LC 8), 3=-40(LC 5) Max Grav 1=60(LC 1), 3=79(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 0 Structural wood, sheathing directly applied or 2-3-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 lb uplift at joint(s) 1, 3. �1111111111111 %`%��� �V J. O'R�C ��i I No 58126 -10 OF :�IC1 0. fillnlil Philip J. O'Regan PE N0.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - WrIfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• a truss system. Before use, the building 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' 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, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res r ' T13775029 29624 MV2A Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2x4 '- LOADING (psf) SPACING- 2-0-0 CSi. TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014rrPI2007 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=51/2-0-0, 3=51/2-0-0 Max Horz 1=63(LC 5) Max Uplift 1=-20(LC 8), 3=34(LC 5) Max Grav 1=51(LC 1), 3=67(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.210 s Feb 12 2018 MTek Industries, Inc. Fri Apr 13 07:31:33 2018 Page 1 ID:MQIF7nZmION?1 rr6nNtmOWyrH2W-J8id9GLPKzmYVe9Fecg8N DCdaHVDdoOwo Wt9XPzRC70 2-0-0 2-0-0 2x4 11 2 2x4 II DEFL. in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0.00 3 n/a n/a Scale = 1:9.5 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 lb uplift at joint(s) 1, 3. `I1111111//j� E•N • �. F' •� No 58126 %?3 ' S OF4(1 i,4f, fSfill O N A 1��,`, Philip J. O'Regan PE No.58126 Mfrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Welk' 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, see ANSIITPII Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ` T13775030 29624 MV4 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0 d N 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:33 2018 Page 1 I D:MQI F7nZmION?1 rr6nNtmO WyrH2W-JBid9GLPKzmYVe9Fecg8NDCYQHRddoOwOWt9XPzRC70 4-3-0 4-3-0 2x4 11 2 3 2x4 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=134/4-3-0, 3=134/4-3-0 Max Horz 1=165(LC 5) Max Uplift 1=-54(LC 8), 3=90(LC 5) Max Grav 1=134(LC 1), 3=177(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.0 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% Structural wood sheathing directly applied or 4-3-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 lb uplift at joint(s) 1, 3. ''\ GCE N S No 58126 :0 A, s/ ON A, Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ■■ • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall � /g building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ryriTek• 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, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply ResT13775031 =29624LiCausi.teve-LiCausi MV6 GABLE 1 1 (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:34 2018 Page 1 I D:MQI F7nZmI ON? 1 rr6nNtmO WyrH2W-nKF?NCM15HUP70kRC KLNwQlj5gosME_4FAci3rzRC7N 6.3-0 6-3-0 2x4 11 3 2x4 1x4 II 42x4 II Scale = 1:25.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n1a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC201417PI2007 Matrix-P Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=7/6-3-0, 4=116/6-3-0, 5=293/6-3-0 Max Horz 1=257(LC 7) Max Uplift 1=-77(LC 6), 4=-94(LC 5), 5=-229(LC 8) Max Grav 1=131(LC 5), 4=159(LC 13), 5=367(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-288/277 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 lb uplift at joint(s) 1, 4 except (jt=lb) 5=229. J. O rR�i��,� No 58126 -33: OF •:��U nn� Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. 1 ■■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 bracingof trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve LiCausi Res T1 3775032 29624 MV8 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:34 2018 Page 1 ID:MQIF7nZmION?l rr6nNtmOWyrH2W-nKF?NcM15HuP7okRCKLNwQlffgo6MEj4FAci3rzRC7N 8-3-0 8-3-0 2x4 11 2x4 -i 5 4 2x4 11 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=98/8-3-0, 4=113/8-3-0, 5=353/8-3-0 Max Horz 1=348(LC 5) Max Uplift 1=-18(LC 6). 4=-105(LC 5), 5=-277(LC 8) Max Grav 1=169(LC 14), 4=160(LC 13), 5=442(LC 13) FORCES. , (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=293/195 WEBS 2-5=-347/334 Scale = 1:32.4 PLATES GRIP MT20 244/190 Weight: 37 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right -exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 lb uplift at joint(s) 1 except Qt=lb) 4=105, 5=277. ����t'J u r rrrrri �S%% 'p J. Oo 'gF��'�i No 58126 OF 00 40. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-UCausi, Steve-LiCausi Res T13775033 29624 P601 Piggyback 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.00 12 4x4 = 34 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:35 2018 Page 1 I D:MQI F7nZmION? 1 rr6nNtmO WyrH2W-GWpOayMfsbOGkxJdm1 scSelyD4A95inDTgMFcHzRC7M 10-9-12 10-9-12 Scale = 1:18.3 4x4 = Ann h o N N I$ j� 0 11 10 9 2x4 = 1x4 II 1x4 II 1x4 II 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 Rep Stress Incr YES WB 0.05 BCDL 10.0 Code FBC2014/TPI2007 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 • OTHERS 2x4 SP No.3 10-9-12 10-9-12 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 7 n/r 120 MT20 244/190 Vert(TL) -0.00 7 n/r 120 Horz(TL) 0.00 7 n/a n/a Weight: 33 lb FT = 0% 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. REACTIONS. All bearings 9-1-8. (lb) - Max Horz 2=51(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 7, 9, 11 except 10=-124(LC 4) Max Grav All reactions 250 lb or less atjoint(s) 2, 7, 9, 11 except 10=253(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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.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 100 lb uplift at joint(s) 2, 7, 9, 11 except Qt=lb) 10=124. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. / %%%3. 0,;�����,i �% \��P No 58126 O O F SON A- %%�. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. ■■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall `1� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek• 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, see ANStfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Qty Pty 29624-LiCausi, Steve LiCausi ResT13775034 rfussTy'a 29624 PB02 ggyback 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2-0-11 2-0-11 4x4 = 6.00 12 34 � $I 0 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:36 2018 Page 1 ID:MQIF7nZmION?l rr6nNtmOWyrH2W-kjNmnlNldu87M5ugKINflrg6SU W1 g9wNiU5p8kzRC7L 10-9-12 8-9-1 3x8 I 5 Sx6 '� 8.00 12 11 10 9 2x3 = 1x4 II 2x3 = Scale = 1:18.3 Plate Offsets (X,Y)— i3:0-0-0.0-1-12113:0-2-0.0-2-81.i4:0-1-12.0-0-01.16:0-4-8.0-1-41.19:0-1-7 0-1-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-S Weight: 32Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-1-8. (lb) - Max Horz 2=38(LC 7) - Max Uplift All uplift 100 lb or less atjoint(s) 2, 7, 11, 9 except 10=-141(LC 4) Max Grav All reactions 250lb or less atjoint(s) 2, 7, 11, 9 except 10=291(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. r, 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom bearing. 111111111111 �� . F chord 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This ``0% Q`Z` .•'� G•E N 3 •• �92% F••• 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.lo N O 58126 •; 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7, 11, 9 except 10=141. * ; Qt=lb) _� 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. "fl .o OF : �4/ ►n1► Philip J. O'Regan PE ND.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply 29624-LiCausi, Steve-LiCausi Res ' �Qty T13775035 29624 PB03 Piggyback 9 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:36 2018 Page 1 I D:MQI F7nZmlON71 rr6nNtmOWyrH2W-kjNmnl NIdu87M5ugKINr'?rg8EUXwg9mNiU5p8kzRC7L 1-9-12 3-7-8 1-9-12 1-9-12 3x4 = Scale = 1:6.9 2x4 = 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 4 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins. BOT CHORD 2x4 SP No.2 • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=94/1-8-13, 4=94/1-8-13 Max Horz 2=30(LC 7) Max Uplift 2=71(LC 8), 4=71(LC 8) Max Grav 2=95(LC 13), 4=95(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. %,% 1�J110'������i ��. �`` �` . � G•E N s '9 �•� o No 58126 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ■■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res j29624 r - T13775036 PB04 Piggyback 1 2 Job Reference (optional) East Coast Truss, Ft, Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:37 2018 Page 1 I D:MQI F7nZm[ON?l rr6nNtmOWyrH2W-Cvx8?eOwOCG_FTOISu4X3NJDutZZcOWx8rMgAzRC7K 2x4 11 4 2x4 = 2x4 II Scale = 1:8.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud. PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-P Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=35/1-2-8, 2=6811-2-8 Max Horz 2=59(LC 5) Max Uplift 4=-26(LC 5), 2=-57(LC 8) Max Grav 4=48(LC 13), 2=68(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-11-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131 "x3") nails 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) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about its center. 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.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 100 lb uplift at joint(s) 4, 2. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11111111111 No 58126 �'fl �irz Ai 111 Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. • Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall I�� //r� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Iyl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LICausi, Steve-LiCausi Res 4 ' T13775037 29624 PB05 Piggyback 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=35/1-2-8, 2=6811-2-8 Max Horz 2=59(LC 5) Max Uplift 4=-26(LC 5), 2=-57(LC 8) Max Grav 4=48(LC 13), 2=68(LC 1) 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:38 2018 Page 1 ID:MQIF7nZmION?l rr6nNtmOWyrH2 W-g5V WCzPY9WOgbP2CRAQJ4GvTsl Dil3GfAoavDczRC7J 2x4 11 �o 4 2x4 = 2x4 II 1-11-7 1-11-7 DEFL. in (loc) I/defl Ud Vert(LL) 0.00 1 n/r 120 Vert(TL) 0.00 1 n/r 120 Horz(TL) -0.00 4 n/a n/a FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:8.7 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 lb uplift at joint(s) 4, 2. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. I%III t 3. O7R, i, �i �C�E N i No 58126 .0i�O'�S•c� O Rlilt ,�P Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with WWI) connectors. This design is based only upon parameters shown, and is for an Individual building component, not pal • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall r�iTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the /r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job • Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' T13775038 29624 R1 FLOOR 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:38 2018 Page 1 I D:MQI F7nZmION?1 rr6nNtmOWyrH2 W-g5V WCzPY9WOgbP2CRAQJ4GvRYIDtl3GfAoavDczRC7J 4-9-0 4-9-0 Scale = 1:9.0 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) -0.01 1-2 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.00 Vert(TL) -0.01 1-2 >999 240 BCLL 0.0 Rep Stress Incr NO W3 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix -MP Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x8 SP No.2 REACTIONS. (lb/size) 1=170/Mechanical, 2=170/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- - 1) Refer to girder(s) for truss to truss connections. 2) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-73(F=-7) 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-73(F=7) No 58126 0VO F T � A 1111111111101 Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 A WARNING.- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building designer must 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• 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, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job e Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' T13775039 29624 ZCJ1 Jack -Open 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:39 2018 Page 1 ID:MQIF7nZmION?1rr6nNtmOWyrH2W-813uQJPAwpWhDZcP?b (YdUSdWhYU1 WWpOSKT12zRC71 1-0-0 1-0-0 Scale = 1:8.7 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 6 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 4 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=73/Mechanical, 3=0/Mechanical Max Horz 2=43(LC 1), 3=57(LC 8) Max Uplift 2=72(LC 8) Max Grav 2=73(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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) 2. i No 58126 0. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 iwiTe k• 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, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' T13775040 29624 ZCJ3 Jack -Open 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:39 2018 Page 1 ID:MQIF7nZmlON?lrr6nNtmOWyrH2W-813uQJPAwpWhDZcP?txYdUSdAhXT1 WKpOSKT12zRC71 3-0-0 3-0-0 Scale = 1:15.5 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.01 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 12 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=29/Mechanical, 4=3/Mechanical, 5=185/0-8-0 Max Horz 5=106(LC 8) Max Uplift 3=-66(LC 8). 4-42(LC 5), 5=-111(LC 8) Max Grav 3=54(LC 13), 4=20(LC 3). 5=185(LC 1) 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 purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C' Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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) 3, 4 except Qt=lb) 5=111. No 58126 O : S F : Ott/dO Ile ni Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 is for MiTek always required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component Safety Information available tram Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ` T13775041 29624r ZCJ5 Jack -Open 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0 d A 5 2x3 11 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:40 2018 Page 1 I D:MQI F7nZmION71 rr6nNtmOWyrH2W-cUdGdfQoh7eYdBbZaSn9h7kf5gSmzQyd630HVZRC7H 5-0-0 5-0-0 0 0 A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.04 4-5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) 0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horc(TL) -0.05 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=87/Mechanical, 4=37/Mechanical, 5=242/0-8-0 Max Horz 5=179(LC 8) Max Uplift 3=136(LC 8), 4=-74(LC 8), 5=151(LC 8) Max Grav 3=122(LC 13), 4=64(LC 3), 5=242(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=263/174 Scale = 1:23.4 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0°/u BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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) 4 except (jt=lb) 3=136, 5=151. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. �� ��•� . F� �i No 58126 -33 O : S F : �1C1 •��SS,�O N A % l�E��� inn Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Ply 29624-LiCausl, Steve-LiCausi Res ' ]Qty T73775042 29624 ZEJ1 Jack -Open 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:40 2018 Page 1 I D:MQI F7nZmION? 1 rr6nNtmOWyrH2W-cUdGdfQoh7eYdBbZaSn9h?oF5ujmzlyd630H VzRC7H L 1-0-0 1-0-0 2x3 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 6 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=73/Mechanical, 3=01Mechanical Max Horz 2=43(LC 1), 3=57(LC 8) Max Uplift 2=-72(LC 8) Max Grav 2=73(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:8.7 PLATES GRIP MT20 244/190 Weight: 4 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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) 2. 3. OAF ,,�Q��� •� E N No 58126 OF Philip J. O'Began PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING -Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 10/03/2015 BEFORE USE. • ■■ Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-UCausl, Steve-LiCausi Res ' ' T13775043 29624 ZEJ1A � Jack -Open 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:41 2018 Page 1 ID:MQI F7nZmION?1 rr6nNtmO WyrH2 W-4gBfr?RQSRmPSsmn6lzOiuXybVD6VQ?6smpapxzRC7G 1-5-4 1-5-4 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 6 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=105/Mechanical, 3=0/Mechanical Max Horz 2=83(LC 1). 3=98(LC 8) Max Uplift 2=-104(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:8.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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 Qt=lb) 2=104. ,�lttlIII1/1'r� ,��•� �p 3. O rqF'r,�, No 58126 �'.. S T F TZ O R P \_`�. d' �0 N A lE����. n11n, 11*4 Philip J. O'Regan PE No.58126 MIek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 1010312015 BEFORE USE. ■■■■• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• 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, see ANSI/TPI1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' i T13775044 29624 ZEJ2 Jack -Open 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:42 2018 Page 1 I D:MQI F7nZm]ON?1 rr6nNtmOWyrH2 W-Zsk12LS2 DkuG4OLzg?UFE643rvYiEtyF4QY7MNzRC7F 1-6-8 2-M 1-6-8 0-8-14 Scale = 1:13.1 4x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.05 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-3-6 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=1 12/Mechan ical, 5=269/0-8-0, 4=7/Mechanical Max Horz 5=80(LC 8) Max Uplift 3=112(LC 1), 5=-143(LC 8) Max Grav 3=29(LC 6), 5=269(LC 1), 4=14(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=281/130 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility -of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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 (jt=lb) 3=112, 5=143. J. O'/�F��i,�� �`�Q�`• •� G•E N S No 58126 0: S OF •:��/ �ONA� E��`�� WO Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 East Coast Truss, Ft. Pierce, FL 34946 24 4 2x3 11 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:42 2018 Page 1 I D:MQI F7nZmlON? 1 rr6nNtmO WyrH2W-Zskl2LS2DkuG4OLzg?UFE648?vZREt?F4QY7MNzRC7F 1-2-3 2-4-0 1-2-3 1-1-13 Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) -0.01 3 n/a 61a BCDL 10.0 Code FBC2014f7PI2007 Matrix -MP Weight: 11 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ' 1-6: 2x6 SP No.2 REACTIONS. (lb/size) 3=28/Mechanical, 6=43/0-8-0, 4=14/Mechanical Max Horz 6=77(LC 32) Max Uplift 3=50(LC 8), 6=43(LC 6), 4=-46(LC 8) Max Grav 3=41(LC 36), 6=116(LC 32), 4=64(LC 30) 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: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plate have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase .�. �'Rn���I♦ plate sizes to account for these factors. ,`��� �p 6) Plates checked for a plus or minus 0 degree rotation about its center. G E N S+ •• '9 ♦i♦� 7) Gable studs spaced at 2-0-0 oc. �Q`Z` .• .• �, LC`••, 2 : 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 58126 9) `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. * ; 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 6, 4. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 lb down and 120 lb up at 3 �• F 1-2-3 on top chord, and 44 lb down and 67 lb up at 1-2-3 on bottom chord. The design/selection of such connection device(s) is • the responsibility of others.♦♦T P ,• 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ♦ C� • •, 0 R O \�``� ♦♦♦S��NA��.�`�` LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Philip J. O'Regan PE No.58126 Vert: 1-2=-54, 2-3=-54, 4-6=-20 MIek USA, Inc. Fl. Cert 6634 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 2=32(F) 5=34(F) Date: April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to MiTek• 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parkrke East East Blvd. Tampa, FL 36610 Job Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res ' TZEJS3 T13775046 29624 Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 3-0-0 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:43 2018 Page 1 I D:MQI F7nZm] ON?1 rr6nNtmO WyrH2 W-131 PFhTh_207iAwAEj?UnJdJ9JvPzKJOJ3lgugzRC7E Scale = 1:15.5 2x3 I I 0-10-8 0-10-5 3-0-0 2-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 12lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=29/Mechanical, 4=3/Mechanical, 5=185/0-8-0 Max Horz 5=106(LC 8) Max Uplift 3=-66(LC 8). 4=-42(LC 5), 5=-111(LC 8) Max Grav 3=54(LC 13), 4=20(LC 3), 5=185(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 111111111�� will fit between the bottom chord and any other members. 6) Refer to for truss to truss ,,��% p Q,Rt,I��� \• F� girder(s) connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 4 except Qt=lb) `� • • • , , •, • • • �� ��� `Z` .• G E N S+ •• '9 �i� No 58126 OF . ,n •.• . '.���•.(OR�pP����• �� N P+� /E����. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MRek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res t t T13775047 29624 ZEJ3A Jack -Open 1 1 Job Reference (optional) Last [;oast cuss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:44 2018 Page 1 I D: MQIF7nZmION?l rr6nNtm0 WyrH2 W-VFsnT1 TJIM8_JKVMoQWjKX9U_iFxinZWj1 EQGzRC7D 1-2-8 2-9-0 1 1-2-8 1-6-8 R 0 GX3 I I Scale = 1:12.3 1 0- 0-10-10-88 2-9-0 1-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MP Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=20/Mechanical, 4=-2/Mechanical, 5=181/0-8-0 Max Horz 5=73(LC 8) Max Uplift 3=-38(LC 8), 4=-2(LC 5), 5=107(LC 8) Max Grav 3=38(LC 13), 4=19(LC 6). 5=181(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or•rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 Ill l t l ll/� other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide ,� ��\. • • • , , , CZ `Z` '• �i� mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 4 except at=lb) 5=107. ��� .• (, E N 3 '9 Q �. F•••'2 •• ,� i No 58126 O :#OF O N AI �;•``• �E Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. aaa 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 verilythe applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiTek• always required 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Type Qty Ply 29624-LiCausi, Steve-LiCausi Res • 1 29624 FTruss, �russ iagonal Hip Girder 1 1 T13775048 Job Reference o tional yam vvw 1 iu , rr. rMl• , rL oyVyD 6.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:44 2018 Page 1 ID:MQIF7nZmION?l rr6nNtmOWyrH2W-VFsnT1TJIM8_JKVMoQVTIKX9TiiEhinKYYjl EQGzRC7D 3-4.11 3-4-11 2x3 11 5 Scale = 1:12.1 2-5-13 0 10 14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=-19/Mechanical, 4=-38/Mechanical, 5=345/1-1-5 Max Horz 5=72(LC 8) Max Uplift 3=36(LC 3), 4=-38(LC 1). 5=-291(LC 4) Max Grav 3=46(LC 21), 4=40(LC 4), 5=345(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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) 3, 4 except (jt=lb) 5=291. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 11r3 lb up at 1-7-1, and 66 lb down and 158 lb up at 1-7-14, and 70 lb down and 53 lb up at 3-3-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=41(F=-25, B=-16) ,,11111111/IIII :` Q .• �.�0 `s�••.2 �i No 58126 O F All Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 101031201 S BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to MiTek• 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job ' Truss ssTypeQty Ply 29624-LiCausi, Steve-LiCausi Res 1 ]J�nu T1377504929624 ZEJ4 ack-Open 3 1 Job Reference optional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:45 2018 Page 1 I D:MQIF7nZm[ON? 1 rr6nNtmOWyrH2W-zRQ9gNUxWfHrxU4YL82yskibY6agRDlhnNnnyizRC7C 1 � 8 3-9-6 1-61 2-2-14 li 5 4x6 = Scale = 1:18.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.05 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 15 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=18/Mechanical, 5=235/0-8-0, 4=22/Mechanical Max Horz 5=135(LC 8) Max Uplift 3=98(LC 8), 5=102(LC 8) Max Grav 3=75(LC 6), 5=235(LC 1), 4=44(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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) 3 except Qt=lb) :��Q`��.�� (, E N S�. 92 5=102. No 58126 Q: OF ss,O N A, 'a , Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 &WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ` / T13775050 29624 ZEJ4A Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:46 2018 Page 1 I D:MQI F7nZmION71 rr6nNlmO WyrH2W-Re_YuiVZHzPiZeflvrZB PyFlpWvjAgxr?I WLV8zRC7B -1-13 1 4-14 1-7-5 0-11-7 Scale = 1:15.6 4x6 i 0-10-8 1�-8 0-10-8 0-8-0 3-1-13 1-7-5 4-1-4 0-11-7 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.01 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.03 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -AS Weight: 17 lb FT = 0% 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. WEBS 2x4 SP No.3 *Except* ' 2-7: 2x6 SP No.2 REACTIONS. (lb/size) 4=48/Mechanical, 7=24210-8-0, 5=9/Mechanical Max Horz 7=110(LC 8) Max Uplift 4=-66(LC 8). 7=-137(LC 8) Max Grav 4=85(LC 13), 7=242(LC 1), 5=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. ve load nt with any loads. 5) Thistrusspsf bottom chord the bottom truss has been designed for a lie load 20.Opsf n on.0 of chord all areas where allve rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to for truss to truss `% • ........ `Z` E �i,Q Aim girder(s) connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) ,�� ,• G N s+' • Q •• F••• 2 7=137. 8 This truss design requires that a minimum of 7116" structural wood sheathing be applied direct) to the to chord and 1/2" sum 9 d 9 Pp Y P 9YP be i No 58126 �•: * sheetrock applied directly to the bottom chord. �� :• O FAl O %%�. % nne Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res t 1 T13775051 29624 ZEJ5 Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:46 2018 Page 1 ID:MQIF7nZmION?1rr6nNtmOWyrH2W-Re_YuiVZHzPiZeflvrZBPyFjgWlVAgzR1 WLV8zRC7B 1� 8 53M 1-6.8 3-8-14 Scale = 1:23.2 `�� 5 4x6 = i 0-10-8 0-10-8 1&-8 0 8-0 5-3-6 3-8-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.12 3 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix -AS Weight: 20 lb FT = 0% 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. WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=75/Mechanical, 5=274/0-8-0, 4=37/Mechanical Max Horz 5=189(LC 8) Max Uplift 3=-160(LC 8). 5=-100(LC 8) Max Grav 3=136(LC 13), 5=274(LC 1), 4=74(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-253/70 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 1 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. This truss l ve load n ive loads. with any re l rlie t tall areas wheent 5) truss has been designed for load of 20psf onthe bottom chord : a Thiss rectangle 3-6-0 tall by 2-0-0 wide�3! will fit between the bottom chord and any other members. Q't����I,� 6) Refer to girder(s) for truss to truss connections. 7) Provide ; `Q.�.��'\•; G,E N F••• mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) •• 3=160. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be directly to the bottom i No 5 812 6 •; it applied chord. : 7tr 131. Iifill woo, Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7473 rev. 1010312015 BEFORE USE. 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 verify the applicability of design parameters and property Incorporate this design into the overall my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-UCausi, Steve-LiCausi Res 1 I T13775052 29624 ZEJ7 Jack -Open 5 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.2 8.210 s Feb 12 9018 MiTek Industries, Inc. Fri Apr 13 07:31:47 2018 Page 1 ID:MQIF7nZmION?1rr6nNtmOWyrH2W-vgYw52WB1HXZAnExTZ4Qx9noZw7Pv7z EhGulbzRC7A 7-0-0 7-0-0 5 2x3 = 2x3 11 0-10-8 7-0-0 r0-10-8 6-1-8 CSI. DEFL. in (loc) I/deft Ud TC 0.91 Vert(LL) 0.21 4-5 >332 240 BC 0.68 Vert(TL) 0.16 4-5 >439 180 WB 0.03 Horz(TL) -0.16 3 n/a n/a Matrix -AS REACTIONS. (Ib/size) 3=140/Mechanical, 4=62/Mechanical, 5=311/0-8-0 Max Horz 5=251(LC 8) Max Uplift 3=-205(LC 8), 4=-104(LC 8), 5=-198(LC 8) Max Grav 3=188(LC 13), 4=102(LC 3), 5=311(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-291/212 BOT CHORD 1-5=123/251 WEBS 2-5=446/263 Scale = 1:29.4 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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 Ct=lb) 3=205, 4=104, 5=198. 8) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `111111111f1j i No 58126 � '. S <[/� Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall p p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek� 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausj Res ' I T13775053 29624 ZEJ7A Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:48 2018 Page 1 I D:MQI F7nZmI ON? 1 rr6nNtmOWyrH2 W-NO61JOWpoafQoxo71 GbfUNK1jKZ4ea68TL?RZ1 zRC79 1: 5-1-13 6-9-4 3-7-5 1-7-7 - - 7 4x6 = LOADING (pst) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.69 TCDL 7.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 10.0 Code FBC2014/TP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' • 2-7: 2x6 SP No.2 REACTIONS. (lb/size) 4=159/Mechanical, 7=322/0-8-0, 5=16/Mechanical Max Horz 7=182(LC 8) Max Uplift 4=-146(LC 8), 7=-151(LC 8) Max Grav 4=203(LC 13). 7=322(LC 1), 5=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=315/136 Scale = 1:22.3 ob rV DEFL, in (loc) I/dell L/d PLATES GRIP Vert(LL) 0.12 6 >524 240 MT20 244/190 Vert(TL) -0.12 6 >535 180 Horz(TL) -0.12 4 n/a n/a Weight: 26 lb FT = O% BRACING - TOP CHORD Structural -wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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 Qt=lb) 4=146, 7=151. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `,���rt� a rrrr���i \• •\ G•E N 3 No 58126 S F •: <U�: Philip J. O'Regan PE No.58126 MTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11111.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res � I T13775054 29624 ZEJ78 Monopitch 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:48 2018 Page 1 ID:MQIF7nZmION?l rr6nNtmOWyrH2W-NO61JOWpoafQoxo71 GbfUNK7oKYoeZ18TL?RZ1zRC79 1-6-8 6-9-5 6-. -0 1-6-8 5-2-13 0-pi i aI LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except' ' 2-5: 2x6 SP No.2 REACTIONS. (lb/size) 5=324/0-8-0, 6=177/0-1-8 Max Horz 5=275(LC 5) Max Uplift 5=-190(LC 8). 6=-185(LC 5) Max Grav 5=324(LC 1), 6=269(LC 13) 2x4 II 0-1-6-8 6-11-0 n10-8 r,2o 0 6 4x4 ,6 ab CSI. DEFL. in (loc) Ildefl L/d TC 0.30 Vert(LL) -0.05 4-5 >999 240 BC 0.35 Vert(TL) -0.12 4-5 >530 180 WB 0.13 Horz(TL) -0.01 6 n/a n/a Matrix -AS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or. less except when shown. TOP CHORD 4-6=-269/185 BOT CHORD 4-5=-377/273 WEBS 2-5=-332/304; 2-4=-221/298 Scale = 1:30.6 PLATES GRIP MT20 244/190 Weight: 38 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=190,6=185. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,�11111111/�� E Ns No 58126 44J Z. 40 4 iO4�'`s 1� N P+ 11111 Phlllp J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. '-'YOR�• Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MiTek• always required 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, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res I T13775055 29624 ZEJ8 Jack -Partial 17 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:49 2018 Page 1 I D:MQI F7nZmION?l rr6nNtmOWyrH2W-rDgg WkXRZunHQ5NKaz6uOatAujnPN1 fHh?I?5TzRC78 0-10-8 1-6-8 4-4-12 7-0-8 0-10-8 0-8-0 2-10-4 3-1-12 Scale: 3/8"=1' 2x3 = 4x6 0-10-8 0-8-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.08 4-5 >842 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.21 4-5 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.30 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -AS Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=146/Mechanical, 5=344/0-8-0, 4=59/Mechanical Max Horz 5=271(LC 8) Max Uplift 3=-244(LC 8), 5=-106(LC 8) Max Grav 3=224(LC 13), 5=349(LC 1). 4=119(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-5=115/256 WEBS 2-5=309/70 Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6,Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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 (jt=lb) 3=244, 5=106. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `IIIIItl11�I� No 58126 �'.. OF : ICJ ' lull Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing r V pile k• 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res + + T13775056 29624 ZEJ8A Jack -Open 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:49 2018 Pagel I D:MQI F7nZm[ON?1 ff6nNtmOWyrH2W-rDgg WkXRZunHQ5NKaz6uOatAOjnPNlfHh?I?5TzRC78 1-6-8 1 7-1-13 7�6 1.6-8 5-7-5 0.4-1 6 2x3 = 46 r0-1 80 0-8-0 6-0-0 Plate Offsets (X.Y)— rl:0-0-0,0-0-21, [4:Edge,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 TCDL 7.0 Lumber DOL 1.25 BC 0.77 BCLL 0.0 Rep Stress Incr YES WB 0.02 BCDL 10.0 Code FBC20141rP12007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 "Except' 3-4: 2x4 SP No.3 BOT CHORD 2x4 SP No.3 - WEBS 2x6 SP No.2 REACTIONS. (lb/size) 4=147/Mechanical, 6=350/0-8-0, 5=59/Mechanical Max Horz 6=264(LC 8) Max Uplift 4=238(LC 8). 6=-115(LC 8) Max Grav 4=223(LC 13), 6=350(LC 1). 5=119(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-310/81 3x4 \\ 3x4 i DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.08 5-6 >842 240 MT20 244/190 Vert(TL) -0.21 5-6 >337 180 Horz(TL) -0.32 4 n/a n/a Scale = 1:33.3 Weight: 29 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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 Qt=lb) 4=238,6=115. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ��Illlit►t�� J. o',qF��.,. ;� Q .• �. cc''• 2 �i No 58126 :X S F : 1C/ O N A_ E���� Philip J. O'Regan PE No.58126 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. !• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 M iTe k• 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve LiCausi Res ' R T13775057 29624 ZEJ8B Half Hip Girder 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:50 2018 Page 1 ID:MQIF7nZmION?l rr6nNtmOWyrH2W-KPD2j4Y4KCv81 FyWBhd7ZoPTV7DU6RoQwfUYeWZRC77 i 1-8 5-7-13 7-6-8 1-6-8 1 4-1-5 1-10-11 Scale = 1:26.9 4x8 = 2Xd = 8 4x6 i 0-10-8 1.8-8 5-7-13 7-6-8 0-10-8 0-8-0 4-1-5 1-10-11 Plate Offsets (X.Y)— 13:0-5-12.0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.04 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 40 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. • WEBS 2x4 SP No.3 *Except* 2-8: 2x6 SP No.2 REACTIONS. (lb/size) 4=49/Mechanical, 8=468/0-8-0, 5=478/Mechanical Max Horz 8=206(LC 8) Max Uplift 4=-42(LC 4), 8=-305(LC 8), 5=-519(LC 8) Max Grav 4=49(LC 1), 8=478(LC 29), 5=639(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-522/320 BOT CHORD 6-7=-364/443 WEBS 2-8=-506/400, 2-7=-291/458, 3-7=-562/741, 3-6=788/629 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160rnph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 F(��1 3) Provide adequate drainage to prevent water ponding. ,� ���••,.. • • ��� 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ���Q`Z` .• G E N S+' •. 'QjL i� the responsibility of the fabricator to increase plate sizes to account for these factors. �� •• 5) Plates checked for a plus or minus 0 degree rotation about its center. No 58126 • •� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' = * �� 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.- 8) Refer to girder(s) for truss to truss connections. -fl 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) ; O•, OF ; �i(J 8=305, 5=519. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 614 lb down and 562 lb up at �i�T • •;C( �';••���`a� •• • 5-7-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �j, �1 • R 1 . • • ``� ,�� Ai LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Philip J. O'Regan PE No.58126 Uniform Loads (plf) MITek USA, Inc. FL Cert 6634 Vert: 1-3=-54, 3-4=-54, 8-9=-20, 5-8=20 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, notB• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ` T13775057 29624 ZEJ8B Half Hip Girder 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:50 2018 Page 2 I D:MQI F7nZmION?l rr6nNtmOWyrH2 W-KPD2)4Y4KCv81 FyWBhd7ZoPTV7DU6RoQwfUYewzRC77 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=442(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• 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, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LICausi, Steve-LiCausi Res r T13775058 29624 ZEJ8C Jack -Partial 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:51 2018 Page 1 ID:MQIF7nZmION?l rr6nNtmOWyrH2 W-obnRxQZi5V 1_fPxiiO8M6?yUVXZrrxma9JE5AMzRC76 0-10-11 1-6-e 3-8-6 5-10-4 6-6-10 7-6-8 0-10-11 0-7-13 2-1-14 2-1-14 0-8.6 0-11-14 cxo — 7 4x6 0-10-8 1 �&-8 5-10-4 7-6-8 0-10-8 0-8-0 4-3-12 1 8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.19 6 >377 240 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.18 6 >393 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.17 4 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 `Except' a 2-7: 2x6 SP No.2 REACTIONS. (lb/size) 4=189/Mechanical, 7=349/0-8-0, 5=16/Mechanical Max Horz 7=203(LC 8) Max Uplift 4=-166(LC 8), 7=-158(LC 8) Max Grav 4=237(LC 13), 7=349(LC 1), 5=33(LC 3). FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=336/142 Scale=1:24.3 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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 Ct=lb) 4=166,7=158. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. o11111,1,��� tP �.`Q`��\: • GCE Ns No 58126 : OF �:�<C/ �; nIn IN Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res ' I T13775059 29624 ZEJ9 Diagonal Hip Girder 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:52 2018 Page 1 I D:MQI F7nZmION?l rr6nNtmOWyrH2W-GoLp8maKsp9rHZ6uG6gbeDVpixzKaMCjOzzriozRC75 22 -4-13 5-8-15 9-4-9 2-4-13 3-4-2 3-7-10 4x6 = i 1-4-8 , 2-0-13 5-8-15 9-0-9 1.% _5 34-2 3-7-10 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 4x4 11 4 5 CSI. DEFL. in (loc) I/deft L/d TC 0.31 Vert(LL) -0.01 6-7 >999 240 BC 0.12 Vert(TL) -0.01 6-7 >999 180 WB 0.16 Horz(TL) 0.00 6 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-8: 2x8 SP No.2 REACTIONS. (lb/size) 8=450/1-0-5, 6=467/Mechanical Max Horz 8=220(LC 5) Max Uplift 8=-442(LC 8), 6=-523(LC 5) Max Grav 8=527(LC 29), 6=660(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=416/214, 4-6=-440/433 BOT CHORD 7-8=-331/258, 6-7=-296/380 WEBS 2-8=422/404, 2-7=-3141545, 3-6=-337/238 Scale = 1:25.7 PLATES GRIP MT20 244/190 Weight: 47 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=442, 6=523. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 113 lb up at 1-7-2. 66 lb down and 158 lb up at 1-7-12, 109 lb down and 179 lb up at 3-8-10, 153 lb down and 107 lb up at 4-11-12, 134 lb down and 140 ib up at 6-2-10, 217 lb dawn and 189 lb up at 8-3-12, and 158 lb down and 185 lb up at 8-8-10, and 214 lb down and 190 lb up at 9-4-9 on top chord, and at 3-8-10, at 4-11-12, 7 lb down at 6-2-10, and 1 lb down at 8-3-12, and 41 lb down at 8-8-10 on bottom chord. 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 front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-14, 8-9=-20, 6-8=-20 Concentrated Loads (lb) Vert: 4=-152(F) 12=41(F=-25, B=-16) 13=73(B) 15=21(B) 16=90(F) 17=-29(B) 22=-20(B) ,`111111111,1j11 No 58126 4j: , ` % �lllfllllllll�` Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply 29624-LiCausi, Steve-LiCausi Res t T137750fi0 29624 ZHJ3 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:53 2018 Page 1 ID:MQIF7nZm]ON?l rr6nNlmOWyrH2 W-k_vBM6ayd7Hiuih5ppBgBQ 11 uLKaJrStcdjCEEzRC74 4-2-3 4-2-3 Scale = 1:15.2 2x3 II i 1-1-8 1-7-2 4-2-3 1-1-8 0-5-10 2-7-0 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 7.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 Rep Stress Incr NO WB 0.03 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP DEFL. in (loc) Ildefl L/d PLATES GRIP Vert(LL) 0.00 6-7 >999 240 MT20 244/190 Vert(TL) -0.00 6-7 >999 180 Horz(TL) -0.00 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-7: 2x8 SP No.2 REACTIONS. (lb/size) 6=55/Mechanical, 7=271/0-11-5 Max Horz 7=140(LC 7) Max Uplift 6=-124(LC 18), 7=-260(LC 4) Max Grav 6=70(LC 13). 7=271(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. Weight: 21 lb FT = 0% Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; 6=54ft; L=451t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) 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 Qt=lb) 6=124, 7=260. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 lb down and 124 lb up at 1-4-15, and 47 lb down and 124 lb up at 1-4-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-14, 5-8=-20 Concentrated Loads (lb) Vert: 2=-28(F=-14, B=-14) %`,���111111/1j��, i No 58126 VO �: OF OR 1O N A S 00 11111 Phlllp J. O'Regan PE No.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 1010312016 BEFORE USE. k® Design valid for use only with MiTeconnectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 29624-LiCausi, Steve-LiCausi Res r r T13775061 29624 ZHJ7 Diagonal Hip Girder 2 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Fri Apr 13 07:31:54 2018 Page 1 I D:MQI F7nZm]ON?l rr6nNtm0 WyrH2 W-CATZZSbaOQPZWsGHNXi3jea4HkaV2G50rHSmnhzRC73 4-10-11 9-10-1 4-10-11 4-11-5 3x4 11 4 5 9 1x4 11 5x5 = 6 2x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.12 7-8 >812 240 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) 0.09 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) -0.01 7 ) n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-9: 2x8 SP No.2 REACTIONS. (lb/size) 7=315/Mechanical, 9=458/0-11-5 Max Horz 9=322(LC 7) Max Uplift 7=516(LC 5), 9=-518(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=279/378, 2-3=-343/431 BOT CHORD 1-9=370/284, 8-9=503/265, 7-8=-503/265 WEBS 3-7=-250/457, 2-9=-270/285 Scale = 1:29.9 PLATES GRIP MT20 244/190 Weight: 51 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 7-9-10 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=16ft; B=54ft; L=45ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=516, 9=518. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 47 lb down and 124 lb up at 1-4-15, 47 lb down and 124 lb up at 1-4-15, 118 lb down and 102 lb up at 4-2-15, 118 lb down and 102 lb up at 4-2-15, and 157 lb down and 183 lb up at 7-0-14, and 157 lb down and 183 lb up at 7-0-14 on top chord, and 6 lb up at 4-2-15, 6 lb up at 4-2-15, and 20 lb down and 38 lb up at 7-0-14, and 20 lb down and 38 lb up at 7-0-14 on bottom chord. 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 front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pID Vert: 1-4=-54, 4-5=-14, 6-10=20 Concentrated Loads (lb) Vert: 2=-28(F=-14. B=-14) 14=21(F=11, B=-11) 15=9(F=4, B=4) 16=-16(F=-8, B=-8) ,`Illllllrrr�r,, No 58126lo F :ww s;O N A i Itlil Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 13,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 trusses and truss systems, see ANSIITPN Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 314' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 1616 I — For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 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 and/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/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TnP CHnRn.q ❑ C1-2 C2-3 WEBS O AC5-66 OO F_ C7-8 C6-7 BOTTOM CHORDS 8 7 6 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing fortruss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I ❑ bracing should be considered. 0_ O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building 1-- designer, erection supervisor, property owner and all other interested parties. 5 I 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 10103/2015 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% 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 specked. 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 after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. a I a