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HomeMy WebLinkAboutTRUSS;F Lumbel design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek` J35672 - J35672 GHO MITek USA, Inc. Site Information: �- 6904 Parke East Blvd. Customer Info: GHO Homes Project Name'i Pizzarello Residence Model: MarlinTgr raditiona14115 ' Lot/Block: 3 Supdivision: Address: 1312 Lone Pine Drive City: City of Ft. Pierce State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: Al �,.t°P, e- `P�; 4e e �-in� License #: O 5 D Address: /1 & ,3L1 S',u City: P�- ft to C4 ` I State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 i Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 [All HeighIl Wind Speed: 160 mph Roof -Load: 45.0 psf I Floor Load: N/A psf This package includes 70 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby, certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date No. Seal# I Truss Name I Date 1 T13763828 1 A01 4/12/18 118 1 T13763845 1 Al8G 4/12/18 12 1 T13763829 l A02 1 4/12/18 119 1 T1 3763846 1 CO G 1 4/12/18 1 13 1 T137638301 A03 l 4/12/18 120 l T1 3763847 1 CO2G 1 4/12/18 1 14 1 T13763831 1 A04 1 4/12/18 21 l T137638481 DO G 1 4/12/18 5 T13763832 1 A05 4/12/18 22 1 TI13763849 1 E01 G 4/12/18 6 T13763833 1 A06 1 4/12/18 23 1 T13763850 1 E02 1 4/12/18 7 T13763834 1 A07 1 4/12/18 124 1 T,13763851 1 F01 G 1 4/12/18 18 I T13763835 I A08 1 4/12/18 125 1 T113763852 1 F02G 1 4/12/18 19 1 T13763836 1 A09 1 4/12/18 126 l T13763853 1 FG01 1 4/12/18 10 1 T13763837 1 All 4/12/18 127 1 T13763854 1 G01 G 4 11 IT13763838JAll 4/12/18 128 1 T 1137638551 G02 4 112 I T13763839 I Al2 1 4/12/18 129 l T13763856 1 G03 113 I T1376384O I A13 1 4/12/18 130 IT! 37638571 H01 G 1 4/12/18 114 I T13763841 I A14 1 4/12/18 31 1 T13763858 1 H02 1 4/12/18 115 I T13763842 I A15 1 4/12/18 132 1 T137638591 H03 1 4/12/18 .1 116 1 T13763843 1 All 1 4/12/18 133 1 T1, 37638601 H04G 1 4/12/18 117 1 T13763844 1 All 7G 1 4/12/18 134 IT! 3763861 1 H05 1 4/12/18 � II 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: Velez, Joaquin, 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 that the engineer named is licensed in the jurisdiction(s) identified land that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these design into the overall building design per ANSI/TPI 1, Coiapte 2. LE COPY �%% % I N VF �•` C' E N S,�••`' ,�'� 0 60182 • TATE OF 44/� 1.�0. Joaqu n Vele PE No.68182 MITek $A,1 . FL Cert 6634 6904 P rke E Blvd. Tampa FL 33610 Date: April 12,2018 Velez, Joaquin 1 of 2 RE: J35672 - J35672 GHO Lot 3 P Site Information: Customer Info: GHO Homes Project N Lot/Block: 3 Address: 1312 Lone Pine Drive City: City of Ft. Pierce No. I Seal# I Truss Name I Date 135 T13763862 1 H06 14/12/18 f 136 1 T13763863 1 H07G 1 4/12/18 1 137 1 T13763864 1 MG01 1 4/12/18 1 138 1 T13763865 1 MG02 1 4/12/18 139 1 T13763866 1 MHV8 1 4/12/18 140 1 T1 3763867 1 MHV10 1 4/12/18 141 1 T13763868 1 MV2 1 4/12/18 142 1 T13763869 1 MV4 1 4/12/18 143 1 T13763870 1 MV6 1 4/12/18 144 1 T13763871 1 MV8 1 4/12/18 145 1 T13763872 1 MV10 J 4/12/18 146 1 T13763873 1 SV12 1 4/12/18 147 1 T13763874 1 SV16 1 4/12/18 148 1 T13763875 1 SV20 1 4/12/18 149 1 T13763876 1 SV24 4/12/18 150 1 T13763877 1 V4 1 4/12/18 1 151 1 T13763878 1 V8 1 4/12/18 152 I T13763879 1 ZCJ 1 1 4/12/18 153 1 T13763880 1 ZCJ 1 A 1 4/12/18 154 1 T13763881 1 ZCJ1 D 1 4/12/18 1 155 1 T13763882 1 ZCJ3 1 4/12/18 156 1 T13763883 1 ZCJ3A 1 4/12/18 157 1 T13763884 1 MAD 1 4/12/18 158 1 T13763885 1 ZCJ5 1 4/12/18 159 1 T13763886 1 ZCJSA 1 4/12/18 160 1 T13763887 1 ZCJSD 1 4/12/18 161 1 T13763888 1 ZEJ3 1 4/12/18 162 1 T13763889 1 ZEJ5 1 4/12/18 163 I T13763890 I ZEJ7 1 4/12/18 64 IT137638911ZEJ7A 4/12/18 165 IT137638921ZEJ7D 1 4/12/18 1 166 1 T13763893 1 ZHJ3 1 4/12/18 167 1 T13763894 1 ZHJ5 1 4/12/18 168 I T13763895 1 ZHJ7 1 4/12/18 169 1 T13763896 1 ZHJ7A 1 4/12/18 170 1 T13763897 1 ZHJ7D 1 4/12/18 to Residence Pizzarello Residence Model: Marlin 5 Traditional ubdivision: : Florida i I2of2 0 r J Job Truss Truss Type Qly Ply J35672 GHO Lot 3 Pizzarello Residence • T73763828 J35672 A01 ROOF SPECIAL 2 1 Job Reference o tional East (;oast I russ, t-t. merce, t-L 34y40 ...�,.. .... ,< <.. �.. .... ..... ......._...__, ..._. ..._..,-. .---....-- -- �- -�- - �I 4x6 i 1 3 24 3x8 = ID:LIuS_AGr4y5ZIzN89zSoIXyaBL1-zZiglwZUYpLgnzONlKZst I am4h3muSDSDdtkSXzRVGn 36.7-4 71-0 13.11-0 19-7-9 i 25-4-0 28- 0-0 130-0-0 34-0-0 M : 7-1-0 6-s-12 5-M Sa41 241-0 2Ao r 4-0-00-t-0 214 5x5 = DESIGNED USING MWFRS PER EOR. Scale = 1:85.3 6.00 12 TYPICAL FOR ALL ROOF TRUSSES IN THIS JOB. 4 3x6 � � 3x6 3x4 3x4 i 3 5 6 2 22 32 21 20 33 19 4x4 = 4x8 = 4x4 = 4x8 = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS).TYP.FOR ALL APPLICABLE TRUSS DESIGNS IN THIS JOB. Bx8 7 4x6 8 30 3x6 II 9 10 Iv 6 310 o 14 I Sx8 = 11 18 173x6 II 13 12 2x4 II 2x4 II 5x12 = 8x8 = 3x6 II 2x4 II v 28-0-0 36-7-4 LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.51 BC 0.46 WB 0.76 Matrix -AS I DEFL. in (loc) I/defl Ud Vert(LL) 0.20 16-19 >999 240 Vert(CT) -0.34 16-19 >999 180 Horz(CT) 0.18 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 310 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 7-11: 2x8 SP DSS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 7-19, 2-20, 6-20 21-23,16-21: 2x6 SP No.2, 7-18,15-17: 2x4 SP No.3 9-16: 2x8 SP DSS WEBS 2x4 SP No.3 *Except* 1-24: 2x8 SP No.2 OTHERS 2x8 SP DSS LBR SCAB 8-11 2x8 SP DSS one side WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 11=1620/0-7-4, 24=1620/0-7-4 Max Horz 24=373(LC 7) Max Uplift 11=-516(LC 8), 24=550(LC 8) Max Grav 11=1661(LC 14), 24=1620(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-16831552, 2-4=-1676/701, 4-6=-1653/708, 6-7=2417/864,17-8=3299/1090, 8-9=-4431/1383, 9-10=-666/256, 10-11=-755/267, 23-24=-1620,550, 1-23=-1542/552 BOT CHORD 22-23=-495/584, 20-22=-139/1674, 19-20=-373/2062, 16-19=-7I 2/2894, 7-16=-141/579, 15-16=1159/4071, 14-15=-1166/4105, 9-14=-1166/4105 WEBS 2-22=-494/274, 1-22=-489/1547, B-14=-82/398, 8-16=-1395/475, 6-19=-2321878, 7-19=-1068/438, 4-20=-402/1028, 2-20=-276/256, 6-20=-1232/474 NOTES- 1) Attached 7-6-10 scab 8 to 11, front faces) 2x8 SP DSS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 0-1-13 from end at joint 8, nail 2 row(s) at 7" o.c. for 2-0-0; starting at 2-3-6 from end at joint 8, nail 2 row(s) at 3" D.C. for 3-7-2. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0ps6; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 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 = 10.0psf. Joaquin Velez PE No.68182 7) Bearing at joint(s) 11, 24 considers parallel to grain value using ANSI/TPI,1 angle to grain formula. Building designer should verify MiTek USA, Inc. FL Cert 6634 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) 6904 Parke East Blvd. Tampa FL 33610 Date: 11=516, 24=550. 1 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 April 12,2018 nhord 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 ahvays 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 Truss Truss Type Qty Residence Job T13763829 �J.35672rello J35672 A02 ROOF SPECIAL 1 a \AF 61Incdustrine InThu Aar 19 09:44:29 2018 Page 1 East Coast Truss, Ft. Pierce, FL 34946 °•""' r""""" "' I ID:LluS_AGr4y5ZlzN89zSoIXya8L1-RIG3yGa6J7UhP7zZJ145Qg7OS4H81tibRHcl zzRVGm 7-1-4 13-11-0 20-7-8 25-4-0 30-8-12 36-74 7-1-4 6-9-12 6-8-8 4-8-8 5-4-12 5-10-8 Scale=1:76.7 Plate Offsets (X Y)— 11:0-1-12 0-2-01 f12:0-2-4 0-3-01.fl6:0-1-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.5' TCDL 15.0 Lumber DOL 1.25 BC 0.9 BCLL 0.0 Rep Stress Incr YES WB 0.8 BCDL 10.0 Code FBC2017frP12014 Matrix -AS 2x4 11 4x6 = DEFL. in (loc) I/deft Ud Vert(LL) -0.35 13-15 >999 240 Vert(CT) -0.62 13-15 >700 180 Horz(CT) 0.15 8 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except` BOT CHORD 6-10: 2x4 SP No.3, 12-14: 2x4 SP No.1 WEBS 2x4 SP No.3 `Except` WEBS 9-12: 2x4 SP No.2, 1-17: 2x8 SP No.2 REACTIONS. (lb/size) 8=1650/0-7-4, 17=1640/0-7-4 Max Horz 17=373(LC 7) Max Uplift 8=-516(LC 8), 17=-552(LC 8) Max Grav 8=1761(LC 14), 17=1654(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-17741553, 2-3=-1855f/68, 3-5=-2214/841, 5-6=-3979/1304, 6-7=-389511153, 7-8=3368/1001, 16-17=-1654/552, 1-16=-1620/563 BOT CHORD 15-16=512/577, 13-15=-86/1600, 12-13=446/2278, 6-12=-368/223, 8-9=793/2926 WEBS 2-15=-591/358, 3-15=-301/366, 3-13=-407/1495, 5-13=-1153/50171 5-12=544/1703, 9-12=-778/3010, 7-12=-6/585,7-9=-803/255, 1-15=-502/1693 , PLATES GRIP MT20 244/190 Weight: 231 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 10-12 1 Row at mjdpt 3-15. 5-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf;i BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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. 1 4) This truss has been designed for a 10.0 pelf 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 Wall 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.1 6) Bearing at joint(s) 17 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=516,17=552. 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ®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 parameter's and properly incorporate this design into the overall pp� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ffek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSGTPI7 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 rJob Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763830 J35672 A03 HIP 1 1 Job Reference o tional Last Coast I russ, m. rlerce, t-L avav0 ,. • _,. ••• -- •• - _ __ ID:LIuS_AGr4y5ZIzN89zSoIXya8L1-vygRAcbk4QcY1 HYltlbKyufTKUdgUOxlgxMrWQzRVGI 6-2-12 12-2-0 15-8-0 21-2-0 28-7-12 36-8-0 6-2.12 5-11-4 3-64 5-6-0 7-5-12 8-0-4 Scale = 1:73.1 5x8 = Sx5 = 3 4 22 6.00 F12 3x4 2 46 1 M YI J17 16 23 18 3x4 = 3x8 = 15 14 13 3x6 = 3x8 = 3x4 = 3x6 5 4x6 6 3x4 I- 7 24 12 116x8 = 11 10 9 2x4 11 5x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.91I Vert(LL) TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except' BOT CHORD 6-10: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* WEBS 9-12: 2x4 SP No.2, 1-18: 2x8 SP No.2 REACTIONS. (lb/size) 8=1650/Mechanical, 18=1646/0-7-4 Max Horz 18=339(LC 7) Max Uplift 8=-518(LC 8), 18=-552(LC 8) Max Grav 8=1716(LC 14), 18=1646(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1614/519, 2-3=-1722/690, 3-4=1619/723, 4-6=1903/740, i6-7=-3046/976, 7-8=-3154/979, 17-18=-1646/552, 1-17=-1587/562 BOT CHORD 16-17=465/517, 15-16=124/1600, 13-15=-103/1560, 12-13=555/2578, 6-12=-213/1010, 8-9=741 /2731 WEBS 2-16=-591/295, 2-15=-149/292, 3-13=-163/652, 4-13=-145/522, 6-13=-1499/525, 9-12=-737/2758, 7-12=254/210, 7-9=-454/191, 1-16=-511/15541 in (loc) I/dell Lid 0.21 9-21 >999 240 -0.38 12-13 >999 180 0.14 8 n/a n/a 3x6 = PLATES GRIP MT20 244/190 Weight: 249 lb FT = O% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 10-12 1 Row at midpt 3-15, 6-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 1, 7) Refer to girder(s) for truss to truss connections. 1 8) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 8=518,18=552. i 10) 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. Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING -Verily 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 incorporate this design into the overall r ■ 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 ANSlrrPl1 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, Aiexandria� VA 22314. Tampa, FL 36610 1 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763831 J35672 A04 HIP 1 1 Job Reference o lional East Coast Truss, Ft. Pierce, FL 34946 8.21 U s Feb T 2 2018 Mi I ex tflou501e5, ua:. 1 uo APF 14 va.—:J 1 Zu 1 u rage 1 I D: LI u S_AGr4y5ZIzN89zSo IXya8 L1-N8OpNycNrkk PeR7y RS6ZV5CIO u7U DlYuvb5P2szRVGk 6 2-12 12-2-0 151-0 21-6-0 25-4-0 30.8-12 36-7-4 6-2-12 5-11-4 3-6-0 5-10-0 3-10-0 5-4-12 5-10-8 46 ro M 20 5x8 = 5x5 = 3x8 = — — — I __ _... 12 11 10 3xti = 3x4 = 2x4 II 46 = 6- - 1 -2-0 15-8-0 2 -6-0 54-0 -4 30.8-12 6-2-12 5-11-4 3 6-01 5-10-0 3-10-0 -0 4 4-12 5-10-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 15.0 Lumber DOL 1.25 BC 0.7 BCLL 0.0 Rep Stress Incr YES WB 0.9' BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-11: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* DEFL. in (loc) I/defl Ud Vert(LL) 0.24 12 >999 240 Vert(CT) -0.42 12 >999 180 Horz(CT) 0.17 9 n/a n/a Scale=1:73.0 PLATES GRIP MT20 244/190 Weight: 255 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 3-17, 6-15 10-13: 2x4 SP No.2, 1-20: 2x8 SP No.2 REACTIONS. (lb/size) 9=1650/0-7-4, 20=1640/0-7-4 Max Horz 20=338(LC 7) Max Uplift 9=516(LC 8), 20=-552(LC 8) Max Grav 9=1693(LC 14), 20=1640(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1598/519,2-3=-1715/690, 3-4=-1591/722,4-6=-1871/746, 6-7=-2722/933, 7-8=-3856/1204,8-9=-3222/1002,19-20=-1640/552,1-19=-158i1/562 BOT CHORD 18-19=-464/516, 17-18=-126/1581, 15-17=-105/1537, 14-15=-485/2357, 13-14=-850/3373, 7-13=259/1011, 9-10=-794/2796 1 WEBS 2-18=-590/294, 2-17=-149/292, 3-15=-158/606, 4-15=-169/526 1 10-13=-811/2857, 8-13=-50/649, 8-10=-868/297, 1-18=-511/1532, 6-14=-211/880 J 7-14=-1336/457, 6-15=-1280/476 1 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 8=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 iri all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 20 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 at=lb) 9=516, 20=552. 1 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. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 r Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763832 J35672 AO5 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.21U s Feb 1 z zU I is Nn i ek inaustneb, mu. 1 nu r P1 14 UU.44- LV 1 V rage ID:LIuS_AGr4y5ZIzN89zSoIXya8L1-rKxBbld?c2sGGbi8 9eo2JIgclJPyCP28FryblzRVGj 5-2-12 10-2-0 17-8.0 21-2-0 28-7-12 36-8-0 5-2-12 4-11-4 7�-0 3, 7-5-12 8-0-4 4xE 18 5x8 = Scale = 1:67.6 3x8 = 3x8 = 11 10 9 — _ 3X4 11 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.21 9-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.36 9-21 >999 180 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2017lrPI2014 Matrix -AS! Weight: 242 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. Except: 6-10: 2x4 SP No.3 1 10-0-0 oc bracing: 10-12 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-15, 6-14 1-18: 2x8 SP No.2 REACTIONS. (lb/size) 8=1650/Mechanical, 18=1646/0-7-4 Max Horz 18=298(LC 7) Max Uplift 8=518(LC 8), '18=552(LC 8) Max Grav 8=1683(LC 14), 18=1646(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when ishown. TOP CHORD 1-2=-1473/464, 2-3=-1727/662, 34=1859/772, 4-6=-2128/809 6-7=2946/973, 7-8=-3084/981,17-18=-1646/552,1-17=-1592/559 BOT CHORD 16-17=-408/448, 15-16=-90/1443, 14-15=129/1598, 12-14=-538/2538, 6-12=-234/880, 8-9=744/2671 WEBS 2-16=-738/317,2-15=-130/507,3-14=-198/673,4-14=-138/543I6-14=-1173/442, 9-12=-752/2637, 7-12=-272/221, 7-9=-434/195, 1-16=-503/1443 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); cantilever 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.Opsi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle I grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=518,18=552. 10) 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. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ®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 �Aq�• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal injury and property' damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 1 Job Truss Truss Type Oty Ply 135672 GHO Lot 3 Pizzarello Residence T13763833 J35672 A06 HIP 1 1 Job Reference o tional .. ram- T 11 nn•AA•gq on1a Dann 1 East Coast Truss, Ft. Pierce, FL 34946 5-2-12 10-2-0 17 8-0 o.c v s rcu ra ID:LI uS_AGr4y5ZIzN89zSoIXya8L1-JXVZoeddNL _6ukHKYt91 aWHOLigigMhi5B56MvaV71zRVGi 23-9-13 29-11-11 36-8-0 5-2-12 4-11-4 7.6-0 6-1-13 6-1-13 6-8-5 Scale = 1:63.1 5x8 = 5x5 = 3 19 4 6.00 12 3x6 3x4 ! 5 3x4 2 6 4x8 1 2x4 a 7 dr 8 Iq 0 15 14 20 13 21 12 11 22 10 9 3x6 11 3x6 3x6 = 3x4 = 3x6 = 3x4 = 3x4 — 3x8 — 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) -0.26 9-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.881 Vert(CT) -0.49 9-12 >900 180 BCLL 0.0 Rep Stress Incr YES WB 0.78� Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 231 lb FT = O% 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. B-10: 2x4 SP No.1 WEBS 1 Row at midpt 3-13, 6-12 WEBS 2x4 SP No.3'Except* 1-15: 2x6 SP No.2 REACTIONS. (lb/size) 15=1640/0-8-0, 8=1640/Mechanical Max Horz 15=299(LC 7) Max Uplift 15=-555(LC 8), 8=524(LC 8) 1 Max Grav 15=1682(LC 13), 8=1759(LC 14) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1250/459, 2-3=-1556/653, 3-4=-1733/746 4-6=19901767. t232 -7=3019/988, 7-8=-3315/1026, 1-15=-1632/566 BOT CHORD 14-15=286/311, 13-14=86/1256, 12-13=-121/1453, 9-12=-521, 8-9=-807/2896 WEBS 2-14=813/322, 2-13=-108/567, 3-13=-272/122, 3-12=-187/683, 4-12=-93/413, 6-12=-943/412, 6-9=-185/728, 7-9=509/299, 1-14=-426/1408 I I 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=9.Opsf! BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right expoised ; 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 inl all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=555, 8=524. 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. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® WARNING - Verily 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 ANSfITP11 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 J35672 GHO Lot 3 Pizzarello Residence T13763634 J35672 A07 HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:44:34 2018 Page 1 I D:LIuS_AGr4y5ZIzN89zSoIXya8L1-oj3y0_eF8f6zVusX6agG7kgAM5?vQ6_KbZK3fBzRVGh 4-2-12 8-2-0 13-11-0 19-8-0 21-2-0 28-7-12 36-8.0 42-12 3-11.4 6-9-0 5-9-0 1-6.0 7-5-12 Scale = 1:67.1 5x5 = — 3x4 M , 18 4x8 = 3x8 = 11 to 3x4 I I a 6x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.84 BC 0.921I WB 1.00 Matrix -AS DEFL. in Vert(LL) 0.21 Vert(CT) -0.36 Horz(CT) 0.16 (loc) I/deft Ud 9-21 >999 240 9-21 >999 180 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 248 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. Except: 6-10: 2x4 SP No.3 10-0-0 oc bracing: 10-12 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-16, 4-13, 2-17 1-18: 2x8 SP No.2 REACTIONS. (lb/size) 8=1650/Mechanical, 18=1646/0-7-4 Max Horz 18=258(LC 7) Max Uplift 8=518(1_C 8), 18=552(LC 8) Max Grav 8=1703(LC 14), 18=1646(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when 'shown. TOP CHORD 2-3=-1673/610, 3-4=1458/587, 4-5=-2156/820, 5-6=2422/887, 6-7=-29761972, 7-8=-3130/982, 17-18=-1646/552 BOT CHORD 16-17=57/1280, 15-16=-322/2045, 13-15=-322/2045, 12-13=-533/2524, 6-12=-248/903, 8-9=-745/2711 WEBS 2-16=-145/677, 3-16=-104/435, 4-16=-1022/314, 4-15=0/277, 4i13=67/286, 5-13=-263/820, 6-13=-1100/405, 9-12=-754/2662, 7-12=-281/225, 7-9=-4341196, 2-17=-17541668 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 inl all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. I 8) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=518, 18=552. 1 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Joaquin Velez PE No.68182 sheetrock be applied directly to the bottom chord. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 I 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 q building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV1iTek• 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 U 1 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763835 J35672 A08 HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 Nn I ek industries, dre. r nu Apr 12 09. rage I D: LI u S_AGr4y5ZIzN89zS o IXya8L 1-GvdKDKftvzEg72Rjg I BVfxN PAVLy9g C U q D3cBdzRVGg 4-2-12 8-2-0 13-11-0 19-8-0 25-1-13 30-7-11 36-8-0 4-2-12 3-11-4 5-9-0 5-9-0 5-5-13 5-5-13 6-0-5 e: 3/16"=l' LOADING (psi) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.20 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.41 9-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS I IWeight: 235 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 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-13, 4-11, 6-11, 2-14 REACTIONS. (lb/size) 8=1643/Mechanical, 14=1643/0-8-0 Max Horz 14=260(LC 7) Max Uplift 8=526(LC 8), 14=556(LC 8) Max Grav 8=1770(LC 14), 14=1727(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1502/607, 3-4=-1309/582, 4-5=-1948/778, 5-6=-2224/812, 6-7=-3124/1007, 7-8=-3386/1040 BOT CHORD 13-14=63/1105, 12-13=-287/1817, 11-12=-287/1817, 9-11=-578/2386, 8-9=830/2966 WEBS 2-13=-124/765, 3-13=-103/389, 4-13=-947/295, 4-11=64/271, 5-11=1671600, 6-11=-841/372, 6-9=-163/631, 7-9=450/265, 2-14=-1705/576 I 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=526,14=556. 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. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING - Verify design paramefers 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 MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, see A14SIITPI1 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 J35672 GHO Lot 3 Pizzarello Residence T13763836 J35672 A09 HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL MU46 �•� i� Iz "' "' •""' •"' `C' " 2u 2t g- ID:LIuS_AGr4y5ZIzN89zSoIXyaBL 1-k5BiQfgVgGMhIC?vD?ikC9vYjvh2u0ed2tp9k3zRVGf 6-2-0 13-8-0 21-2-0 2 -S 0 28-10-12 36-8-0 6-2-0 7-6-0 7-6-0 0.6- 7-2-12 7-9-4 I Scale=1:66.6 5x8 = 2x4 I 5x10 M18SHS = 6.00 12 2 19 3 20 4 4x6 1 3x4 5 n d d d. 6x8 = 6 lh Iv 4 21 13 12 11 22 10 15 3E 3x4 = 3x8 = 4x6 = d 3x8 = 9 8 7 3x6 = 3x4 = 7x8 6- -0 3-8-0 21-2-0 2 -B 28- 0- 3 0 6-2-0 7�-0 7-6-0 0- -8 7-6-4 Plate Offsets (X Y)— I1:0 1 12 0-2 Ol [2:0-6-0 0-2-81 I10:0-5-8 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.72 Vert(LL) 0.20 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.36 10-12 >999 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.15 6 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -AS Weight: 220 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. Except: 4-8: 2x4 SP No.3 10-0-0 oc bracing: 8-10 WEBS 2x4 SP No.3 'Except I WEBS 1 Row at midpt 4-12 1-15: 2x8 SP No.2 REACTIONS. (lb/size) 6=1641/Mechanical, 15=1639/0-7-4 Max Harz 15=-245(LC 8) Max Uplift 6=-521(LC 8), 15=-554(LC 8) Max Grav 6=1704(LC 14), 15=1639(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1607/520, 2-3=2302/853, 3-4=2302/852, 4-5=2866/939, 5-6=3159/996, 14-15=-1639/554, 1-14=-1586/566 BOT CHORD 13-14=297/350, 12-13=-113/1479, 10-12=-506/2435, 4-10=-200/941, 6-7=-763/2743 WEBS 2-13=558/283, 2-12=-437/1314, 3-12=598/295, 4-12=-301/71, 5-7=355/180, 1-13=,-500/1554, 7-10=-756/2692, 5-10=-394/276 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=9.Opsf l BCDL=3.0psf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right 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, with BCDL = 10.Opsf.', 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=521,15=554. 11) 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: - April 12,2018 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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 HV 11' 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. 1 Tampa, FL 36610 I 1 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763837 J35672 A10 HIP 1 1 Job Reference o tional East Coast LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 TCDL 15.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 Rep Stress Incr YES WB 0.85 BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=1643/Mechanical, 12=1643/0-8-0 Max Horz 12=-241(LC 8) Max Uplift 6=-526(LC 8), 12=-556(LC 8) Max Grav 6=1718(LC 14). 12=1643(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2=-1373/511, 2-3=1983/793, 34=-1983/793, 4-5=2401/841, 1-12=-1592/568 BOT CHORD 10-11=-111/1268, 8-10=-415/1967, 7-8=-775/2769, 6-7=-775/2I WEBS 2-11=-677/298, 2-10=-389/1195, 3-10=-603/293, 4-8=-144/665, 5-7=0/320, 1-11=-423/1443 DEFL. in (loc) I/defl Ud Vert(LL) 0.19 7-15 >999 240 Vert(CT) -0.35 8-10 >999 180 Horz(CT) 0.10 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 211 lb FT = 0% BRACING - TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-10. 5-8 88/1009, 10, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 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 0=1b) 6=526, 12=556. 1 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. ga VGe = 1:63.0 Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 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 r� �q� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard 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 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,IVA 22314. Tampa, FL 36610 East Coast Truss, Ft. Pierce, FL 34946 8210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:44:38 2018 Pagel I D: LI u S_AGr4y5ZI zN89zSo IXya8L 1-g UJSrLhmB ucP_W 91 LQkCHa?x6jOp MwawW Bl GoyzRVGd 4-2-0 9.10-0 16-6.0 21-2.0 23-8-0 29.10-12 36-8-0 -0 5-&0 6-8-0 4-8-0 2-6-0 6-2-12 6-9-4 4x6 d 2x4 I I 1-2-8 .-W 4x10 = Scale: 3/16"=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.24 13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.44 13 >981 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 238 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 2-4,4-7: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except* 6-0-0 oc bracing: 12-14 19-21,6-12: 2x4 SP No.3, 16-22,14-16: 2x4 SP 2850F 1.8E WEBS 1 Row at midpt 7-11 WEBS 2x4 SP No.3 "Except` 11-14: 2x6 SP SS, 1-23: 2x8 SP No.2 REACTIONS. (lb/size) 9=1650/Mechanical, 23=1653/Mechanical Max Horz 23=-245(LC 8) Max Uplift 9=-519(LC 8), 23=-549(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1334/407, 2-3=2277/790, 3-5=-2906/1008, 5-6=-2772/977� 6-7=-2736/968, 7-8=-2503/870, 8-9=-3145/1009, 22-23=-1557/417, 1-22=-1600/540 BOT CHORD 19-22=-183/274, 18-19=-221/311, 17-18=44/1143, 15-17=-441/2277, 14-15=-659/2906, 10-11=791 /2758, 9-10=791 /2758 WEBS 1-18=-471/1416, 2-18=-810/351, 11-14=-633/2945, 7-14=-571/2522, 7-11=-1721/349, 8-11=-790/350, 8-10=0/269, 3-17=960/400, 5-15=-353/209, 5-14=-313/75, 3-15=-277/810, 2-17=-539/1596 i 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=9.Opsf;!BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=519, 23=549. 9) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 A 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 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 vertfy the applicability of design parameter's 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, Alexanddal VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763839 J35672 Al2 HIP 1 1 Job Reference o tional Last Goast I russ, r-t. vierce, rL J9aao 1r4y5ZlzN89zSolXya8L 1-8gtr3hiOyBkGcfkUv8GRgnX5i6ku5Q041r1 gKOzRVGc 4-2-0 6-6-0 6-6-0 6-6-0 6-2-12 I 6-94 tle: 3/16"=l' Plate Offsets (X Y)12:0 2 8 0 2-41 15:0-2-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.23 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.50 10-11 >877 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 208 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. 9-12: 2x4 SP No.1 WEBS 1 Row at midpt 3-13, 4-10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1643/Mechanical, 14=1643/Mechanical Max Horz 14=-241(LC 8) Max Uplift 7=-526(LC 8), 14=-556(LC 8) Max Grav 7=1712(LC 14), 14=1643(LC 1) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1125/409, 2-3=-982/410, 3-4=2275/814, 4-5=-2264/847, 5-6=-2582/881, 6-7=-3234/1026, 1-14=-1634/557 BOT CHORD 11-13=-407/1979, 10-11=-553/2317, 8-10=-806/2820, 7-8=-806r2820 WEBS 3-13=- 14531498, 3-11 =- 130/696, 4-11 =-343/1 98, 4-1 0=-379/80, 5-10=-173/711, 6-10=-768/355, 6-8=0/251, 1-13=-434/1443 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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.Opsi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofiwithstanding 100 lb uplift at joint(s) except Qt=lb) 7=526, 14=556. 9) This truss design requires that a minimum of 7116" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. i Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ®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 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 Nat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW OW 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 ! ! 1 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763840 J35672 A13 HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.00 12 5x8 = 2x4 II 2 24 3 4x6 i 1 cr 3 19 II 18 4x8 = 22 21 20 3x6 11 2x4 11 2x4 = 3-2-8 4.11-4 SO-12 3x8 = 2x4 II 4 25 5 17 5x5 = 16 3x8 = I D:LI uS_AGr4y5ZlzN89zSoIXya8L1-43_bUNjeUp_rzutOYlwCdQ3wQDZHUMC9WwPHzRVGa 21-2-0 26-8-0 i 32-2-0 i _ 3G8-0 i 3-11 0 T .0 Scale = 1:64.8 5x5 = 3xl0 = 5x5 = 26 6 7 27 8 4x6 9 d_ co �' 46X81— 15 I� 13 12 11 10 14 3x6 II 2x4 II 3x10 = 3x8 = 480 LOADING (psf) .3 SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.29 14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.49 15-16 >889 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.22 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 251 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. Except: 19-21,6-13: 2x4 SP No.3 10-0-0 oc bracing: 13-15 WEBS 2x4 SP No WEBS 1 Row at midpt 7-11 REACTIONS. (lb/size) 22=1663/Mechanical, 10=1652/Mechanical Max Horz 22=67(LC 7) Max Uplift 22=-538(LC 8), 10=-528(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=941/300, 2-3=2283/776, 3-4=-2283t776, 4-5=3598/1212, 5-6=3598/1212, 6-7=-3564/,1202, 7-8=-1198/475, 8-9=-1396/479, 22-23=-1640/514, 1-23=-1644/502, 9-10=-1609/536 BOT CHORD 18-19=-163/784, 17-18=-961/3192, 16-17=-960/3194, 15-16=-10i 9/3607, 6-15=-310/154, 11-12=665/2179 WEBS 2-19=-1091/414, 12-15=-670/2213, 7-15=571/1887, 7-12=-644/256, 7-11=-1436/444, 8-11=-28/326, 9-11=-429/1455, 1-19=-421/1430, 5-16=-356/181, 4-16=-175/529, 3-18=-370/189, 4-1 8=-1 199/399, 2-18=-644/1954 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MVVFRS (directional); cantilever 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) 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 Ot=lb) 22=538,10=528. 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. �I I Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Anril 17 7r11 R I AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.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 sand properly incorporate this design into the overall N at 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, Alexandra, VA 22314. Tampa, FL 36610 Job • 1 Truss Truss Type Qty Ply GHO Lot 3 Pizzarello Residence T73763841 J35672 A14 HIP 1 1 [J35672 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 6.00 f 8.21 U s Feb 12 zU18 MI I eK industries, Inc. Thu Apr -I2 09:44:42 20 i is rage I ID:LluS_AGr4y5ZlzN89zSoIXya8L1-ZFYzhjkGF66rT7T3aGpBRQ9ZcKIdlnsWRpGUxjzRVGZ ale: 3/16,'=l' 2 2-0 10 0 9 17-9-7 i 25-8-0 30-10-12 36-8-0 2.21 7-10-9 7-8-13 1 7-10-9 5-2-12 5-94 Plate Offsets (X Y)— 12:0-6-0 0-2-81 16:0-3-0 0-2-01 I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 TCDL 15.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 ' Rep Stress Incr YES WB 0.7 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1643/Mechanical, 15=1643/Mechanical Max Horz 15=-241(LC 8) Max Uplift 8=-526(LC 8), 15=-556(LC 8) Max Grav 8=1686(LC 14), 15=1643(LC 1) DEFL. in (loc) I/defl L/d Veli 0.22 12 >999 240 Vert(CT) -0.42 10-12 >999 180 Horz(CT) 0.12 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 210 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 2-13, 4-13, 4-10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=710/255, 2-3=2220/808, 34=2220/808, 4-6=2394/884, i7=-2704/927, 7-8=-3251/1039, 1-15=-1652/548 BOT CHORD 13-14=0/699, 12-13=-719/2781, 10-12=719/2781, 9-10=-831/2830, 8-9=-831/2830 WEBS 2-14=1216/480, 2-13=-677/1968, 3-13=-571/295, 4-13=-782/254, 4-12=0/327, 4-10=-698/161, 6-10=-187/761, 7-10=-622/283, 1-14=-485/1503, 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 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 joints) except (jt=lb) 8=526, 15=556. 9) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 7 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 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, Alexandriai VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763842 J35672 A15 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:44:43 2018 Page 1 ID:LiuS AGr4y5ZlzN89zSolXya8L1-1S6Lv3lu0QEi5H2F8zKN_dimik2F1C6ffT?1U9zRVGY 0-2,0 6-11-10 13-9-3 20.6-13 2L-4& 34-2-0 36-8-0 0-2-0 6-9-10 6-9-10 6-9-10 6-9_10 6-9-10 2.6-0 Scale = 1:62.5 1 3x4 = 6.00112 3x4 II 3x6 = 3x4 = 3x6 = 4x4 = 5x5 = 1 216 3 17 4 5 18 6 19 7 4x6 8 rr d d � i � v o m A cY 0 14 13 12 11 10 9 15 5x5 = 3x4 = 3x4 = 4x6 = 3x4 = 4x8 — 3x6 II 8-9_ - _1 25-8-6 3 -2-0 3 -8-0 8-g-2 8-5-10 8-5-10 8-5-10 2-0-0 Plate Offsets (X Y) 1T0 2 8 0 2-41 115.0 2 8 0 2 121 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.6. Vert(LL) 0.25 13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.47 11-13 >919 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS I Weight: 205 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 WEBS REACTIONS. (lb/size) 15=1637/Mechanical, 9=1637/Mechanical Max Horz 15=-64(LC 8) Max Uplift 15=-546(LC 8), 9=-532(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when Ishown. TOP CHORD 2-3=2389/779, 3-5=-3244/1073, 5-6=-2751/927, 6-7=-880/334, 7-8=-994/335, 8-9=-1643/525 BOT CHORD 14-15=-631/2038, 13-14=-995/3103, 11-13=-1058/3258, 10-111-819/2523 WEBS 2-15=2403/826, 2-14=217/906, 3-14=-971/381, 3-13=73/302i 5-11= 678/260, 6-11=-128/677, 6-10=-1992/666, 8-10=-447/1465 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 2-15. 6-10 NOTES- I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 it 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) 15=546, 9=532. 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 applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: i April 12,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 p 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 r , Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763843 J35672 A16 ROOF SPECIAL 1 1 Job Reference o tional East Coast I russ, t-t. Fierce, t-L 39e9b 0-2,0 6-8-6 13-2-1: 0- -0 6-6-6 6-6-6 2x4 II 2 17 4x10 = 3x8 = 3x6 = 4 16 15 4x6 = 2x4 11 I D:LI uS_AGr4y5ZIzN89zSoIXya8L1-Vegk6PmWnkMZiRdShhrcXrFs17S4meXpu71b0czRVGX 19-9-3 26-3-10 32-10-0 36-2-0 36-8r0 61 6-6-6 6-6.6 3-4-0 016-b 2x4 II 3x6 = 3x8 = 5 7 20 6 14 13 12 3x8 = 46 = 2x4 II Scale: 3/16"=1' 6.00 12 5x6 i 9 5x5 = 8 21 d 0 10 11 3x6 II 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.27 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.47 14-16 >921 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 228 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 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 'Except* WEBS 1 Row at micipt 4-17. 7-11 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 18=1633/Mechanical, 10=1633/Mechanical Max Horz 18=96(LC 8) Max Uplift 18=523(LC 8), 10=552(1-C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1998/637, 2-4=-1998/637, 4-5=-3293/1022, 5-7=-32931102L, 7-8=-1229/300, 8-9=-1 467/419, 9-1 0=-1 592/553, 1-18=-15681537 BOT CHORD 16-17=1063/3063, 14-16=-1063/3063, 12-14=-900/2694, 11-12=900/2694 WEBS 1-17=-761/2386, 2-17=-488/256, 4-17=-12981402, 4-16=0/257, 44 14=-129/280, 5-14=-449/229, 7-14=-265/730, 7-12=0/268, 7-11=-1799/620, 8- 1=-966/355, 9-11=-785/2442 IBCDL=3.Opsf; NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) 18=523, 10=552. 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE. REFERENCE PAGE 111II.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 M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt 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, Alexandrla� VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763844 J35672 A17G ROOF SPECIAL GIRDER 1 Job Reference o tional East Coast I russ, ht. vierce, t-L anago ID:LluS AGr4y5ZlzN89zSoIXya8L1-vDLskQoP4fl7ZuLONpPJ8TtRnLa5z3PFa5zFdxzRVGU F 5-No 5 0 10 6 8 15-8-0 20-9.8 25-11-0 31-0-8 36-2-0 3f-8,0 5-5.0 5-1-8 5-1-8 5-1-8 5-1-8 5-1-8 5-1-8 Orb 4x6 = 2x4 II 3x8 = 1 20 21 222 23 24 25 326 2x4 27 28 4 II 29 19 39 40 4116 42 43 17 44 3x4 II 4x10 = 2x4 II 45 16 46 151 6x8 = 4x8 47 = Scale = 1:62.4 3x8 = 34 = 2x4 II 4x4 = 4x6 = 30 5 6 31 32 33 7 34 35 36 8 37 38 9 rn n r� ch 48 14 49 13 12 50 51 11 52 10 53 3x4 II 2x4 II 4x8 = 4x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.28 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.59 14-15 >739 180 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 480 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, BOT CHORD 2x6 SP DSS except end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-18,9-11: 2x4 SP No.2, 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 19=3637/Mechanical, 10=3537/Mechanical Max Uplift 19=-744(LC 8), 10=734(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-3452/767, 1-2=4751/975, 2-3=4751/975, 3-4=-9226/1897, 4-6=-9226/1897, 6-7=7758/1597, 7-8=-7758/1597, 8-9=4865/1001, 9-10=-3383/7 55 BOT CHORD 17-18=-1605/7795, 15-17=-1605/7795, 14-15=-1921/9332, 12-14=1921/9332, 11-12=-1001/4865 WEBS 1-18=-1144/5605, 2-18=-802/316, 3-18=3677/761, 3-17=0/480, 3-15=-352/1729, 4-15=-723/285, 6-14=0/506, 6-12=-19011391, 7-12=-701/279, 8-1 2=-71913494, 8-11=-2769/721, 9-11 =1 159/5656 I NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf;,BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 19=744,10=734.' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: nnt April 12,2018 AWARNING -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 is always required for stability and to prevent collapse with possible personal injury and properly only. Additional temporary and permanent bracing damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANStITP11 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, Alexandda,IVA 22314. Tampa, FL 36610 1 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T73763844 J35672 A17G ROOF SPECIAL GIRDER 1 2 Job Reference o tional nn AA A� one o o.,..e � East Coast Truss, Ft. Pierce, FL 34946 o- u -UP i „. �• •- --• • __ . NOTES- ID:LluS_AGr4y5ZIzN89zSoIXya6L1-vDLskQoP4fl7ZuLONpPJBTtRnLa5z3PFa5zFdxzRVGU 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 104 lb up at 0-10-9, 182 lb down and 108 lb up at 2-10-9. 182 lb down and 108 lb up at 4-10-9, 182 lb down and 108 lb up at 61-10-9, 182 lb down and 108 lb up at 8-10-9, 182 lb down and 108 lb up at 10-10-9, 182 lb down and 108 lb up at 12-10-9, 182 lb down and 108 lb up at 14-10-9, 182 lb down and 108 lb up at 16-10-9, 182 lb down and 10B lb up at 18-10-9, 182 lb down and 108 lb up at 20-10-9, 182 lb down and 108 lb up at 22-10-9, 182 lb down and 108 lb up at 24-10-9, 182 lb down and 108 lb up at 26-10-9, 182 lb down and 108 lb up at 28-10-9, 182 lb down and 108 lb up at 30-10-9, and 182 lb down and 108 lb Sp at 32-10-9, and 182 lb down and 108 lb up at 34-10-9 on top chord, and 93 lbdown at 0-10-9. 88 lb down at 2-10-9, 88 lb down at 4-10-9, 88 lb down at 6-10-9, 88 lb down at 8-10-9, 88 lb down at 10-10-9. 88 lb down at 12-10-9, 88 lb down at 14-10-9, 88 lb down at 16-10-9, 88 lb down at 18-10-9, 88 lb down at 20-10-9, 88 lb down at 22-10-9, 88 lb down at 24-10-9, 88 lb down at 26-10-9, 88 lb down at 28-10-9, 88 lb down at 30-10-9, and 88 lb down at 32-10-9, and 88 lb down at 34-10-9 o bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-70, 10-19=-20 Concentrated Loads (lb) Vert: 14=67(B) 6=-149(B) 8=149(B) 11 =-67(B) 13=-67(B)20=-158(B)21=-149(B)22=-149(B)24=-149(B)25=-149(B)26=-149(B)27=-149(B)28=-149(B) 29=-149(B)30=-149(B)32=-149(B)33=149(B)34=-149(B)35=-149(B 37=-149(B)38=-149(B) 39=-70(B)40=-67(B)41=-67(B)42=-67(B)43=67(B)44=-67(B) 45=67(13) 46=67(B) 47=-67(B) 48=-67(B) 49=67(B) 50=-67(B) 51=-6 (B) 52=67(B) 53=67(B) i 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 sand properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memEers 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 J35672 GHO Lot 3 Pizzarello Residence T13763845 J35672 A18G ROOF SPECIAL GIRDER 1 Job Reference (optional) East Coast Truss, 1-1. Pierce, FL 34y46 5x6 = 1 r_1MEM 17 31 3x6 II 2x4 II 2 6-1-5 22 18-5 4x8 = 4x8 = 3 32 33 16 34 35 15 1436 4x10 = 6x8 = 2x4 II 0,Gr4y5Zl zN89zS.lXya8L 1-rcTd96gfcG?rp C VP UERnEuygh8Df RwZY2 P S Lhpz A-6-15 30-10-0 36-2-0 3f-8T0 6-1-5 6-3-1 5-4-0 0L6-0 2x4 II 4x8 = 48 = 5 7 26 37 38 13 39 40 41 42 12 48 = 7x10 M18SHS = Scale: 3/16"=1' 6.00 12 5x10 i 9 6x6 = 8 30 r5 m c� d A 11 43 44 10 8x10 = 5x6 II 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 0.51 Vert(LL) 0.29 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.63 12-13 >692 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017f rP12014 Matrix -MS Weight: 545 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP DSS 'Except* TOP CHORD Structural wood sheathing directly applied or 5.0-8 oc purlins, 8-9: 2x6 SP No.2 except end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 1-16,3-16,3-13,7-13,7-11: 2x4 SP No.2, 9-11: 2x4 SP No.1 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 17=4009/Mechanical, 10=5705/Mechanical Max Horz 17=149(LC 8) Max Uplift 17=802(1_C 8), 10=1218(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-3826/835, 1-2=-6205/1242, 2-3=-6205/1242, 3-5=1176 /2320, 5-7=-11767/2320, 7-8=-7820/1450, 8-9=-8965/1764, 9-10=-4756/1062 BOT CHORD 14-16=-2150/10032, 13-14=-2150/10032, 12-13=2315/11080, 11-12=-2316/11113 WEBS 1-16=-1404/7014, 2-16=946/378, 3-16=4377/868, 3-14=0/471I 3-13=-372/1984, 5-13=-880/346, 7-13=-210/818, 7-12=-28/772, 7-11=-3766/821,f 8-11=4235/958, 9-11=-2361/11549 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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)lor back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right expdsed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) 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 chard live load nonconcurr I nt with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in' all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 17=802,10=1218. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 at russ system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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, AlexanddI , VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply J35672 GHO Lot 3 Pizzarello Residence T13763845 J35672 A18G ROOF SPECIAL GIRDER I 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to suppc 2-10-9, 182 lb down and 108 lb up at 4-10-9, 182 lb down and 108 lb up at down and 108 lb up at 12-10-9, 182 lb down and 108 lb up at 14-10-9, 182 and 108 lb up at 20-10-9, and 182 lb down and 108 lb up at 22-10-9 on top 6-10-9. 88 lb down at 8-10-9, 88 lb down at 10-10-9, 88 lb down at 12-104 20-10-9. 88 lb down at 22-10-9, 672 lb down and 115 lb up at 23-94, 1694 down and 155 lb up at 34-10-12 on bottom chord. The design/selection of LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=-70, 8-9=-70, 10-17=-20 Concentrated Loads (lb) Vert: 15=-67(F) 11=1694(F) 6=-149(F) 18=-158(F) 19=-149(F) X 29=-149(F) 31=-70(F) 32=-67(F) 33=67(F) 34=67(F) 35=-67(F): O.L IV brew IG GU rorvurcnuuumuca, un.. wryn ,c tea. aw v ,uye� I D: LI u S_AGr4y5ZIzN 89zSolXya8L1-rcTd96gfcG?rpCVP UERn Euyq h8DfRwZY2PSL hpzRVGS concentrated load(s) 181 lb down and 104 lb up at 0-10-9, 182 lb down and 108 lb up at 10-9, 182 lb down and 108 lb up at 8-10-9, 182 lb down and 108 lb up at 10-10-9, 182 lb down and 108 lb up at 16-10-9, 182 lb down and 108 lb up at 18-10-9, and 182 lb down ford, and 93 lb down at 0-10-9, 88 lb down at 2-10-9, 88 lb down at 4-10-9, 88 lb down at 38 lb down at 14-10-9, 88 lb down at 16-10-9, 88 lb down at 18-10-9, 88 lb down at down and 318 lb up at 30-10-12, and 736 lb down and 144 lb up at 32-10-12, and 736 lb :h connection device(s) is the responsibility of others. WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK RE Design valid for use only with MiTek® connectors. This design is based only upon parameters shot a truss system. Before use, the building designer must verify the applicability of design parameters building design. Bracing indicated is to prevent buckling of individual truss web and/or chord meml is always required for stability and to prevent collapse with possible personal Injury and properly Its fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 21=-149(F) 22=149(F) 23=-149(F) 24=-149(F) 25=-149(F) 26=149(F) 27=-149(F) 37=-67(F) 38=-67(F) 39=-67(F) 40=-67(F) 41=-67(F) 42=-672(F) 43=-736(F) 44=-736(F) PENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. • and is for an Individual building component, not 3 properly incorporate this design into the overall only. Additional temporary and permanent bracing M iTek° ge. For general guidance regarding the '11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763846 J35672 C01G HALF HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I-M ' 3-9-4 6.00 12 1x4 3 i 1x4 II 2 1 c e s e 4x4 = o.c iu sreu i c cu i o rvu l cn a wuau Ica, Iu- , I D:LI uS_AGr4y5ZIZN89zSoIXya8L1-Kol?NSgHNZ7iQM4b2xyOm6UOFYWvAQRhG3CvDFzRVGR 10-8-0 14A-0 3-M 3-8-0 Scale = 1:26.9 48 = 1x4 II 3x6 = 4 14 5 15 16 6 9 17 8 18 19 s s 3x4 = 3x8 = 72x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.40 BC 0.651 WB 0.651 Matrix -MS DEFL. in Vert(LL) -0.06 Vert(CT) -0.14 Horz(CT) 0.03 (loc) I/deft Ud 9-13 >999 240 9-13 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 83 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. 6-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=1525/0-8-0, 2=1229/0-8-0 Max Horz 2=232(LC 8) Max Uplift 7=-350(LC 8), 2=-338(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2167/495, 3-4=1918/420, 4-5=1215/286, 5-6=1215/286, 6-7=-1434/371 BOT CHORD 2-9=563/1911, 8-9=-413/1701 WEBS 4-9=-134/882, 4-8=-676/178, 5-8=-570/235, 6-8=-401/1699, 3-9i -350/211 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf1 BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 at=lb) 7=350, 2=336. . 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 116 lb up at 7-0-0, 187 lb down and 108 lb up at 9-0-12, and 187 lb down and 108 lb up at 111-0-12, and 187 lb down and 108 lb up at 13-0-12 on top chord, and 612 lb down and 127 lb up at 7-0-0, 88 lb down at 9-0-12, and 88 lb down at 11-0-12, and 88 lb down at 13-0-12 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=70, 4-6=-70, 7-11=-20 Concentrated Loads (lb) Vert: 4=-149(B) 9=-612(B) 14=-149(B) 15=-149(B) 16=-149(B) 17=-67(B) 18=-67(B) 19=-67(B) t& 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® can nectars. 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 r 1Job a Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763847 J35672 CO2G HALF HIP GIRDER 2 Job Reference o ticnal ..b L.d, s.:.... 1— T6., An. 19 no AA51 9n1R Pane 1 East Coast I russ, Ft. Pierce, FL "34`946 o.c w a rau is i� ,.,.,... „�.. �., ,.... .., ,.. -.�., ,.. ...� ..... .. ... ... I D:LI uS_AGr4y5ZIzN89zSoIXya8L1-o_bNaorv7tFZ2VfoctTFJJ1 Ctysivt7rVixSmizRVGQ 1-0-0 4-6-9 B-6-11 11.5-5 14-4-0 1-0-0 4-6-9 4-0-1 2-10-11 2-10-11 Scale = 1:30.8 5x8 = 2x4 11 5x6 = 4 5 6 6.00 12 3x4 i 3 1 x4 11 2 14 15 16 8 17 s s s s 4x8 = 10 3x8 II 9 HHUS28-2 8x8 — 8x8 — HUS26 7 3x8 II HUS26 HUS26 4-6 9 8.6-11 1155 1 i 4-6-9 2-10-11 2 -10-1110-11 Plate Offsets (X Y)— 11:0 2 4 0 0 81 12:0-4-0 0-1-151 f4:0-2-12 0-3-41 f7:0-5-4 0�3-61 I8:0-2-0 0-5-81 (9:0-3-8 0-6-41 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 0.34 Vert(LL) 0.09 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.17 9-10 >963 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017f rPI2014 Matrix -MS Weight: 237 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-6: 2x6 SP No.2 BOT CHORD 2x8 SP SS WEBS 2x4 SP No.2 *Except* 6-7: 2x8 SP No.2, 3-10,3-9,4-8: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=6491/0-8-0, 2=3695/0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 2=270(LC 8) Max Uplift 7=1958(LC 8), 2=988(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=8178/2038, 3-4=-6151/1633, 4-5=3413/1003, 5-6=3412/1001, 6-7=5349/1586 BOT CHORD 2-1 0=-1 963/7264, 9-1 0=-1 963/7264, 8-9=-154415664 WEBS 3-10=-285/1601, 3-9=-2029/526, 4-9=-1384/5740, 4-8=3950/953, 6-8=-1771/6056 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=1958,2=988. 10) Use Simpson Strong -Tie HHUS28-2 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent at 7-1-10 from the left end to connect truss(es) to front face of bottom chord. I 11) Use Simpson Strong -Tie HUS26 (14-1Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 13-0-12 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April,12,2018 WARNING • Verfly 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 N! iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 c r Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763847 J35672 CO2G HALF HIP GIRDER I 2 Job Reference o tional East Coast I russ, m. Pierce, t-L svavo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 2-7=-20 Concentrated Loads (lb) Vert: 14=-3989(F) 15=1613(F) 16=-1623(F) 17=1623(F) ID:LluS_A6r4y5ZIzN89zSoIXya8L1-o bNaDrv7tFZ2VfocfTFJJICtysivt7rVixSmizRVGQ 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 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 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 J35672 GHO Lot 3 Pizzarello Residence T73763848 J35672 D01G HALF HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Fierce, FL 34U415 Ho3-7-1-8 11-11-5 14-0-0 3-10-0 3-3-8 4-g-13 2-0-11 5x8 M18SHS = 4x8 6.00 12 4 22 23 24 5 2x4 3 0 M 2x4 = 1 2 0 17 34 35 36 10 3x6 = 5x5 = 5x6 = I D: LI uS_AGr4y5ZIzN89zSoIXya8L1-kNj7?TtAfUVHH ppAj4 Wj Ok605mUoNkQ7zOQZgazRVG 0 9-7-15 25-0-3 30-4-8 36-4-0 5-7-15 5 4 4 5 4-5 5-11-9 Scale: 3/16"=l' 2x4 11 3x6 = 3x6 = 3x8 = 2x4 I I 48 = 26 6 7 27 28 8 9 29 30 10 31 32 33 11 38 39 15 40 41 14 42 43 13 44 45 46 12 3x6 I I 5xl0 = 2x4 II 4x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.19 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.22 14-15 >999 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 205 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-11-5 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-16, 11-13, 8-15, 5-15 WEBS 2x4 SP No.3 *Except 11-12,5-16: 2x8 SP No.2, 11-13,5-15: 2x4 SP No.2 OTHERS 2x4 SP No.3 i REACTIONS. (lb/size) 12=1904/0-8-0, 2=702/0-8-0, 16=4610/0-8-0 Max Horz 2=236(LC 8) Max Uplift 12=1118(LC 8), 2=175(LC 8), 16=-2408(LC 8) Max Grav 12=1913(LC 18), 2=732(LC 29), 16=4610(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1055/143, 3-4=-806/83, 4-5=-947/1747, 5-7=-1321/801, 7-8I-1286/786, 8-10=-2220/1299,10-11=-2220/1299,11-12=-17601976 BOT CHORD 2-17=-248/967, 16-17=128/737, 15-16=1747/947, 14-15=-1481/2521, 13-14=-1481/2521 WEBS 4-17=-301/967, 5-16=-2933/1551, 4-16=-2774/1215, 7-15=-735/324, 8-14=-262/437, 10-13=-847/374, 11-13=-147912527, 8-13=-364/224, 8-15=-1521 I854, 5-15=-2058/3567, 3-17=-377/231 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) except Qt=lb) 12=1118,2=175,16=2408. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.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 - 1 /p 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 ANSITfP11 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 J35672 D01G HALF HIP GIRDER East Coast Truss, Ft. Pierce, FL 34946 NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support 9-2-4, 170 lb down and 126 lb up at 11-2-4, 170 lb down and 126 lb up at 13 and 126 lb up at 19-2-4, 170 lb down and 126 lb up at 21-2-4, 170 lb down an 27-2-4. 170 lb down and 126 lb up at 29-2-4, 170 lb down and 126 lb up at 31 top chord, and 632 lb down and 223 lb up at 7-1-8, 90 lb down and 90 lb up at and 52 lb up at 15-2-4, 90 lb down and 52 lb up at 17-2-4, 90 lb down and 52 down and 52 lb up at 25-2-4, 90 lb down and 52 lb up at 27-24, 90 lb down a 33-2-4, and 92 lb down and 55 lb up at 35-2-4 on bottom chord. The design/s 10) In the LOAD CASE(S) section, loads applied to the face of the truss are note LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-11=-70, 12-19=-20 Concentrated Loads (lb) Vert: 4=-153(F) 6=-153(F) 17=-632(F) 8=-153(F) 14=-69(F) 22=-153 30=-153(F) 31=-153(F) 32=-153(F) 33=-156(F) 34=-69(F) 35=-69(F) 45=-69(F) 46=69(F) J35672 GHO Lot 3 Pizzarello Residence T13763848 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:44:53 2018 Page 2 I D:LIuS_AGr4y5ZIzN89zSoIXya8L1-kNj7?TtAfUVHHppAj4WjOk605mUoNkQ7zOQZgazRVGO oncentrated load(s) 172 lb down and 135 lb up at 7-1-8, 170 lb down and 126 lb up at -4, 170 lb down and 126 lb up at 15-2-4, 170 lb down and 126 lb up at 17-2-4, 170 lb down 126 lb up at 23-2-4, 170 lb down and 126 lb up at 25-2-4, 170 lb down and 126 lb up at 2-4, and 170 lb down and 126 lb up at 33-2-4, and 165 lb down and 125 lb up at 35-2-4 on 9-2-4, 90 lb down and 90 lb up at 11-2-4, 90 lb down and 87 lb up at 13-2-4, 90 lb down up at 19-2-4, 90 lb down and 52 lb up at 21-2-4, 90 lb down and 52 lb up at 23-2-4, 90 lb d 52 lb up at 29-2-4, 90 lb down and 52 lb up at 31-2-4, and 90 lb down and 52 lb up at lection of such connection device(s) is the responsibility of others. as front (F) or back (B). 23=-1 53(F) 24=-1 53(F) 25=-153(F) 26=-153(F) 27=-153(F) 28=-153(F) 29=153(F) =-69(F) 37=-69(F) 38=-69(F) 39=-69(F) 40=-69(F) 41=-69(F) 42=-69(F) 43=-69(F) 44=-69(F) I A 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 andlor chord memtiers 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 J35672 GHO Lot 3 Pizzarello Residence T13763849 J35672 E01G HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MI I eK Industries, Inc. I nu Apr1209:44:55 2018 rage 1 I D:LI u S_AGr4y5ZIzN89zS o I Xya8L 1-g Iqu Q9uQB 61?X7yZrVYBT9 CrUZH WrrpQQKvgvTzRVGM 1-0-12 1-10-8 2-11-4 6-34 7-4-0 9-2-8 10-3-4 1-0-12 1-10-8 1-0-12 3-4-0 1-0-12 1-10-8 1-0-12 Scale = 1:39.2 US 4x4 = 6.00 12 3x4 II 4 19 5 3x4 II 6 3x4 1x4 II 2 16 15 2x4 II 3x6 = / 3x4 7 1x4 II 8 4 11 4x6 =13I 20 12 US = 1x4 II 3x4 = m 4 P Q 10 3x6 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl —Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.03 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.05 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.22 10 TIM n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 93 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 'Except except end verticals. 3-15,6-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=67110-7-4, 15=67210-7-4 Max Horz 15=75(LC 7) Max Uplift 10=296(LC 8), 15=-368(LC 8) Max Grav 10=695(LC 18), 15=695(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when slhown. TOP CHORD 3-4=-347/287, 5-6=-308/193 BOT CHORD 14-15=-593/242, 3-14=-406/161, 13-14=310/376, 12-13=-321/388, 11-12=-182/357, 10-11=592/214, 6-11=-406/142 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=9.Opsf; IBCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 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. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 10=296, 15=368. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 64 lb up at 2-11-4, and 89 lb down and 56 lb up at 4-7-4, and 84 lb down and 64 lb up at 6-3-4 on top chord, and 206 lb down and 9 lb up at 2-11-4, and 26 lb down and 3 lb up at 4-7-4, and 206 lb down and 9 lb up at 6-2-8 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 las front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 A 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 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, Alexandda,iVA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763849 J35672 E01 G i HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-70, 2-4=-70, 4-5=70, 5-7=-70, 7-8=-70, 15-16=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 4=-11(F) 5=-11(F) 13=-160(F) 12=-160(F) 19=-11(F) 20=-17(F) 6.zlu s Feb IG 20to widen lmuuffiiii—, mu. I Ou r,li, is vu. -r as w '-Gc I D:LI uS_AGr4y5Zl zN89zSo IXya8L1-glq uQ9u Q B61?X7yZrVYBTg CrUZH WrrpQQKvgvTzRVGM t& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® 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 parametersland property incorporate this design into the overall �-�•YYiii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 I Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763850 J35672 E02 ROOF SPECIAL 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:44:56 2018 Page 1 ID:UuS_AGr4y5ZIzN89zSoIXya8L1-8yOGdVv2yPts8HXIOC3QONk_6zgaaHlaf fDRvzRVGL 1-0-12 1-10-8 4-7-4 7-4-0 9-2-8 10-34 1 0-1212-8-12 2-8-12 1-10-8 1-0-12 3x4 = Scale = 1:46.5 6.00 12 4 3x4 11 3x4 11 3x4 ! 3 5 3x4 O ' 1x4 11 2 6 1x4 I I 7 1 i 11 10 d 41 = 4x6 = 29 o y v 13 12 93x6 = 8 2x4 II 3x6 = 2x4 II 1-3 10 7-4-0 11 9-2-8 1-3-4 -7 5-5-8 7 1-3.4 Plate Offsets (X Y) 11:0 2 4 0 0 81 14:0 2 0 Edael 15:0-0-0 0-0-01 17:0-240-d-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.07 10-11 >953 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) 0.06 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) -0.35 9 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 85 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. 3-12,5-9: 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=486/0-7-4, 12=486/0-7-4 Max Horz 12=105(LC 7) Max Uplift 9=-316(LC 8), 12=-389(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 11-12=392/267, 3-11=-389/171, 9-10=-392/236, 5-10=-328/148 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 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) 9=316, 12=389. 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. I Joaquin. Velez PE No,88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 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 MiTek* st 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 ANSUTPl1 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 J35672 GHO Lot 3 Pizzarello Residence T13763851 J35672 F01G HIP GIRDER I 1 1 ` Job Reference (optional) o1n .. rer, 112018 MiTek indnetriae Inr Thu Anr 19 09.44'57 2018 Pane 1 East Coast Truss, Ft. Pierce, FL 34946 ...r ,... z N .- oIXy ..... _.....__wg.Jj?, ..._. ..._ ..a. ._ i I D: LI u S_AG r4y5ZIzN89zS olXyaB L 1-c8yenwgjj?jmQ6xywafYaH6KNtiJa7j ueOnzMzRV GK 5-0-0 11-8-0 184-0 23-34 1-0-0 5-0-0 6-M 6-8-0 4-114 Scale = 1:41.9 48 = 1x4 II 4x8 = 6.00 12 3 17 18 19 20 21 4 22 2324 25 26 5 � d 1xi II 2 N 6 Li I I; o s e . 9 27 28 29 8 30 31 32 7 3x6 = 1x4 II 5x8 1x4 II 3x6 = = i 5-0 0 11-M 18-4-0 _ 23-3-4 5-0-0 6-8A 6-8-0 4-11-4 Plate Offsets (X Y) 11:0 2 4 0 0 81 12:0 5-0 Edgel f3:0-5-4 0-2-01 15.0-5-4 0-2-01 f6:0-6-0 0-0-31 f8:0-4-0 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.20 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.43 7-8 >654 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.10 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 104 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins. 3-5: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 7-9-3 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 6=184310-7-4, 2=1910/0-8-0 Max Horz 2=108(LC 7) Max Uplift 6=-433(LC 8), 2=-497(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when s�lown. TOP CHORD 2-3=-3663/803, 3-4=-4763/1083, 4-5=-4763/1083, 5-6=-3658/825 BOT CHORD 2-9=-628/3212, 8-9=629/3242, 7-8=651/3234, 6-7=649/3205 WEBS 3-9=-14/560, 3-8=-343/1696, 4-8=-871/336, 5-8=332/1707, 5-7=131/551 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 prate 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 nonconcurre9t 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. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=433,2=497. ' 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 lb down and 91 lb up at 5-0-0. 136 lb down and 83 lb up at 7-0-12, 136 lb down and 83 lb up at 9-0-12, 136 lb down and 83 lb up at 11-0-12, 136 lb down and 83 lb up at 12-3-4, 136 lb down and 83 lb up at 14-3-4, and 139 lb down and 83 lb up at 16-3-4, and 136 lb down and 91 lb up at 18-4-0 on top chord, and 334 lb down and 83 lb up at 5-0-0, 52 lb down at 71 0-12, 52 lb down at 9-0-12, 52 lb down at 11-0-12, 52 lb down at 12-34, 52 lb down at 14-3-4, and 52 lb down at 16 3 4, and 3471111 down and 97 lb up at 18-3 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 (B). LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=-70, 3-5=-70, 5-6=-70, 11-14=-20 Date: April 12,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711•7477 rev. 10/07/2015 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 land 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 Job r Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763851 J35672 F01G HIP GIRDER 1 1 Job. Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:44:57 2018 Page 2 ID:LluS_AGr4y5ZIzN89zSoIXya8L 1-c8yerrwgjj7jmQ6xywafYaH6KNtiJa7jueOnzMzRVGK LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-80(B) 5=-80(13) 9=-334(B) 7=-347(B) 18=-80(B) 20=-80(B) 21I=-80(B) 22=-80(B) 24=80(B) 26=-80(B) 27=-44(B) 28=-44(B) 29=-44(B) 30=-44(B) 31=-44(B) 32=-44(B) i 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 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 I . 1 Job Truss Truss Type City Ply J35672 GHO Lot 3 Pivarello Residence T13763852 J35672 F02G HIP GIRDER Job Reference o tional .. 1.... Th,, A— 97 nQ-AA•FR gniR Pane 1 East Coast Truss, Ft. Pierce, FL"J4y46 g -- "--'-' ID:LIuS_AGr4y5ZIzN89zSoIXya8L1-5KK' W0'2BxIU 17ZOah8Wd5u5ogEvnAS2z5t618KVozRVGJ -1-0-0 3-4-10 6-2-11 11-8-0 17-1-5 19-11-7 23-314 1-0-0 31-10 2-10-2 5-5-5 5-5-5 2-10-2 3-3_ 3 Scale = 1:43.6 7x10 M18SHS 7x10 M18SHS Zz 3x10 = 4 20 5 21 22 6 6.00 12 3x4 G 3x4 7 3 I ch 8 1x4 II 2 Ig o ` ` 14 13 23 12 24 25 26 27 10 28 9 29 11 4x10 M18SHS = 3X6 I I 1ox16 = HUS26 8x10 M18SHS = HUS26 10x10 = HUS26 3x8 11 6x8 M18SHS 5x10 M18SHS = HUS26 HUS26 HUS26 HUS26 HGUS210-2 3-0 10 6 2 11 T 11-8-0 17-1-5 i 19-11-7 23-3-4 3 4 10 2-10-2 &6 5 555 2-10-2 3 3 13 Plate Offsets (X Y1 11 0 2 4 0 0 81 12'0 5-0 0 1 71 14:0 5 0 0 0 81 16.0 4 2 Edgel 18'0-4-2 0-3-41 110:0-5-0 0-6-41 111'0-5-0 0-6-01 113.0-2-4 0-6-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.31 11-13 >890 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.56 11-13 >502 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 326 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.t 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x6 SP DSS, 6-8: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 8-3-10 oc bracing. BOT CHORD 2x8 SP SS 'Except` 12-13: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 4-13,5-11,6-10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=9492/0-7-4, 2=7583/0-8-0 Max Horz 2=130(LC 24) Max Uplift 8=2954(LC 8), 2=2239(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-16042/4619, 3-4=-1750515063, 4-5=16028/4671, 5-6=-16d7l/5190, 6-7=-18085/5625, 7-8=-1933416020 -BOT CHORD 2-14=-4064/14311, 13-14=-4064/14311, 11-13=-6208/20843, 10I11=6194/20796, 9-10=-5318117258,8-9=-5318117258 WEBS 3-14=-1422/437, 3-13=670/1651, 4-13=-2120/7531, 5-13=-5572/1944, 5-11 =-1 346/4438, 5-10=-4898/1335, 6-10=-2370/7767, 7-1 0=-1 221/461, 7-9=-368/1086 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 1 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 nonconcurrerpt 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 Joaquin Velez PE No,68182 will fit between the bottom chord and any other members. I MiTek USA, Inc, FL Cert 6634 10) Provide mechanical connection (by others) of truss to bearing plate capable ofjwithstanding 100 lb uplift at joint(s) except Qt=lb) 6904 Parke East Blvd. Tampa FL 33610 8=2954, 2=2239. Date: 11) Use Simpson Strong -Tie HGUS210-2 (46-10d Girder, 16-10d Truss) or equivalent at 7-1-11 from the left end to connect truss(es) to front face of bottom chord. April 12,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 J35672 F02G HIP GIRDER East Coast Truss, Ft. Pierce, FL 34946 NOTES- 12) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Gir connect truss(es) to front face of bottom chord. 13) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent to front face of bottom chord. 14) 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: 14=-70, 4-6=-70, 6-8=-70, 2-8=-20 Concentrated Loads (lb) Vert: 10=1630(F) 23=-3517(F) 24=-1617(F) 25=1632(F) 26=-1630(F J35672 GHO Lot 3 Pizzarello Residence T13763852 1 Job Reference.(optional) 8,210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:44:58 2018 Page 2 ID:LI uS_AGr4y5ZIzN89zSoIXya8L1-5KW02BxIU 17ZOah8Wd5u5ogEvnAS2zSt6l8KVozRVGJ or equivalent spaced at 6-0-0 oc max. starting at 9-0-12 from the left end to 15-0-12 to :ad at 4-0-0 oc max. starting at 11-0-12 from the left end to 21-0-12 to connect truss(es) ) 27=-1 621 (F) 28=-1 630(F) 29=-1 630(F) 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 � 1 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763853 J35672 FG01 FLAT GIRDER 1 2 Job Reference o tional East Coast-17uss, t-L tierce, rL -54VAU 1-8-0 1-0-0 ' THIS PROI 2x4 II 1x4 II 1 17 2 3x6 = 3 18 71 T\\Q5 14 IB & 12 2x4 11 132x4 11 1x4 11 I D: LI u S_AGr4y5Zl z N89zSoIXya8L 1-1 jenTtyZOe N HdurWd 28MADvmFa 2u W4K9acd RagzRVGH 3-0 6-8-0 9-4-0 )-0 2-0-0 2-81 ISS IS NOT SYMMETRIC. Scale = 1:30.4 ORIENTATION IS ESSENTIAL. 1x4 II 1x4 II 3x4 = 2x4 II 4 19 5 6 20 7 16 3x8 11 10 IXXXXXXXI 3x8 = 1x4 I 2x4 II 1x4 II g 8 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017rrP12014 CSI. TC 0.23 BC 0.23 WB 0.11 Matrix -MS DEFL. in floc) I/defl Ud Vert(LL) 0.00 10 >999 240 Vert(CT) 0.01 12 >999 180 Horz(CT) -0.00 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 173 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 except end verticals. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-8,2-13: 2x6 SP No.2 REACTIONS. (lb/size) 8=314/2-0-0, 13=1077/0-8-0, 9=638/2-0-0 j Max Horz 13=253(1_C 6) Max Uplift 8=-89(LC 7), 13=-630(LC 4). 9=458(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-339/125 BOT CHORD 12-13=251/207, 11-12=251/207 WEBS 2-13=-679/446, 6-9=-443/364, 4-11=-340/174, 2-15=-263/234, 11-15=-286/283, 11-16=275/206, 6-16=-279/222 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 4) 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 ANSIITPI 1. 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Gable studs spaced at 2-0-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 13=630,9=458. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 246 lb down and 114 Ib up at Joaquin Velez PE No.68182 0-1-12, 139 lb down and 78 lb up at 1-1-1, 150 lb down and 123 lb up at 3-0-12, 150 lb down and 123 lb up at 4-8-0, 150 lb down MiTek USA, Inc. FL Cert 6634 and 123 lb up at 6-3-4, and 140 lb down and 78 lb up at 8-2-15, and 249 lb down and 114 lb up at 9-1-4 on top chord. The 6904 Parke East Blvd. Tampa FL 33610 design/selection of such connection device(s) is the responsibility of others. Date: LOAD CASE(S) Standard April 12,2018 ® 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 Mi rek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not g • p a truss system. Before use, the building designer must verify the applicability of design parameters sand property incorporate this design into the overall �ip�.YY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A!Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI)TP11 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 J35672 GHO Lot 3 Pizzarello Residence T13763853 J35672 FG01 FLAT GIRDER 1 2 � Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=70, 8-14=-20 Concentrated Loads (lb) Vert: 1=-246 7=-249 4=-150 17=-139 18=-150 19=-150 20=-140 o.ziust-eu izzviownr6R--u—,n1- ID:LluS_AGr4y5ZIzN89zSoIXya8L1-ljenTtyZOeNHdurWd28MADvmFa2u W4K9acdRagzRVGH I ® 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 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 Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763854 J35672 GO1G HIP GIRDER 1 1 Job Reference o tional East Coast Truss, rt. Fierce, FL MU46- ID:LIuS_AGr4y5ZIzN89zSoIXya8L1-VvC9gDzBnyW8F2QjBIfbjQ: 1-0-0 3-9 4 7-0-0 10-4-0 13-8-0 16-10-12 1-0-0 3-9-4 3-2-12 3-4-0 3-4-0 3-2-12 6.00 12 3x6 = 3-9-4 Scale = 1:37.2 4x4 = 3x4 = 4x4 = 4 19 5 20 21 6 1x4 1x4 7 3 8 I 11 22 23 24 10 9 6x8 = 5x5 WB = 6x8 = 3x6 = 7-0-0 1 1 13-8-0 1 20-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.15 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.38 9-11 >646 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.t BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=2014/Mechanical, 2=2092/0-8-0 Max Horz 2=145(LC 24) Max Uplift 8=-472(LC 8), 2=-545(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4068/942, 3-4=3831/866, 4-5=-3441/816, 5-6=3445/821, 6-7=-3837/873, 7-8=-4081 /957 BOT CHORD 2-11=-774/3586, 9-11=-732/3717, 8-9=792/3601 WEBS 3-11=-340/250, 4-11=-216/1275, 5-11=473/184, 5-9=469/181, 6-9=222/1280, 7-9=-353/264 Weight: 103 lb FT = O% Structural wood sheathing directly applied or 2-8-11 oc purlins. Rigid ceiling directly applied or 7-0-12 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=9.Opsf;IBCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 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=472,2=545. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 Ito down and 116 lb up at 7-0-0, 182 lb down and 108 lb up at 9-0-12, 182 lb down and 108 lb up at 10410, and 182 lb down and 108 lb up at 11-7-4, and 182 lb down and 116 lb up at 13-8-0 on top chord, and 612 lb down and 127 lbup at 7-0-0, 88 lb down at 9-0-12, 88 lb down at 10-4-0, and 88 lb down at 11-7-4, and 612 lb down and 127 lb up at 13-7-4 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 ias 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=-70, 4-6=-70, 6-8=-70, 13-16=-20 to Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 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 properly incorporate this design into the overall p�-��•YY 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 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, Alexandda,IVA 22314. Tampa, FL 36610 r > . r Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763854 J35672 G01G HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert:4=-149(F) 6=-149(F) 11=-612(F) 5=-149(F) 9=-612(F) 19=- 6.2 IU SreU 1 z GUI o loll; un a wuauica, a n.. ID:LluS_AGr4y5ZIzN89zSoIXya8L1-VvC9gDzBnyW8F2QjBlfbjQStW BLERfJoGM_67zRVGG 20=-149(F)22=-67(F) 23=-67(F) 24=-67(F) ®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 parametersiand properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord memF ers only. Additional temporary and permanent bracing ivi 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 ANSVTPII 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 J35672 IG02 Type Qty IPly I J35672 GHO Lot 3 Pizzarello Residence T13763855 East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:02 2018 Page 1 I D: LIuS_AGr4y5ZIzN89zSoIXya8L 1-z6lXuY_pY Fe?sC?vITAq Fe_2JObpzyzS 1 w6YeZZRVGF 1-0-0 4-9-4 9-0-0 i -8-0 15-10-12 20-8-0 1-01 4-9-4 4-2-12 2-8-0 4-2-12 4-9-4 Scale = 1:36.6 6.00 12 4x4 = 4x8 = 134 ilr e o� 10 9 8 4x4 = 3x8 = 4x4 = 3x4 = 44 = 20-8-0 d v 7 d LOADING (psf) ; SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.14 8-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL . 1.25 BC 0.71 Vert(CT) -0.33 8-14 >761 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 102 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=928/Mechanical, 2=1006/0-8-0 Max Horz 2=182(LC 7) Max Uplift 7=304(1-C 8), 2=-377(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s�lown. TOP CHORD 2-3=-1621/575, 3-4=-1264/467, 4-5=-1068/461, 5-6=1265/471, 6-7=1630/585 BOT CHORD 2-10=-432/1432, 8-10=-220/1069, 7-8=-445/1436 WEBS 3-10=454/243, 4-10=-82/339, 5-8=91/342, 6-8=-466/256 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=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=304, 2=377. 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 i 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 sand properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord memders 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, DS13-89 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 J35672 GHO Lot 3 Pizzarello Residence T13763856 J35672 G03 COMMON 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, 1-L;5494b , -1-0-0 , 5-5-4 1-0-0 , 5-54 6.00 12 1x4 II 2 1/ 3x4 = I D:LluS_AGr4y5ZIzN89zSolXya8L1-z61XuY_pYFe?sC?vITAgFe_4HOeczyGS 1w6YeZzRVGF 10,4-0 15-2-12 20-8-0 wb-12 4-10-12 5-5-4 Scale = 1:36.0 44 = 9 3x4 = 4 -3 8 7 3x4 = 3x4 = 1 x4 5 20-8-0 3x4 = I$ LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.08 7-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.15 7-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 95 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=928/Mechanical, 2=1006/0-8-0 Max Horz 2=206(LC 7) Max Uplift 6=304(LC 8), 2=-377(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1609/553, 34=1439/570, 4-5=-1446/579, 5-6=-1617/562 BOT CHORD 2-9=-403/1413, 7-9=-179/933, 6-7=-414/1409 WEBS 4-7=-202/582, 5-7=-403/239, 4-9=-189/571, 3-9=-397/233 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 a 1 11 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=304, 2=377. 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 applied directly to the bottom chord. I II i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® 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 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 J35672 IH01G Type ROOF SPECIAL GIRDER' 2 J35672 GHO Lot 3 Pizzarello Residence T13763857 East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:04 2018 Page 1 ID:LluS_AGr4y5ZIzN89zSoIXya8L 1-vUtHJE?34tuj6V81suCIL34MrBGfRI01VEbejSzRVGD 1-0-0 5-5-4 10-4-0 13-8-0 17-2-13 20-9-10 24.4-0 27-6-12 31-3-4 1-0-0 5-5 4 4-10-12 3 4-0 3-6-13 3-0-13 3-6-6 3-2-12 3-8 8 Scale = 1:56.5 d A 10 0 3x4 = 3X4 = vxo r 4X12 = A. — 7x8 = 3x4 = 4x6 = Plate Offsets (X Y) 11:0-2 4 0 0 81 18:0 5-4 0 2 Ol 112:0-4-0 0-4-121 - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.26 12-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.51 12-14 >729 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 375 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-1/1 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-14: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=3763/0-7-4, 2=2529/0-8-0 Max Horz 2=216(LC 7) Max Uplift 10=-854(LC 8), 2=706(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sliown. TOP CHORD 2-3=-5072/1310, 3-4=-4906/1321, 4-5=-8269/2092, 5-6=-7233/17I82, 6-7=-9061/2050, 7-8=-9061/2050,8-9=-7763/1743,9-10=-7978/1818 BOT CHORD 2-16=-1079/4496, 14-16=-841/4006, 12-14=-1798/8283, 11-'12=i411/6946, 10-11=1558/7085 WEBS 3-16=-388/243, 4-16=-208/633, 4-14=-1419/6028, 5-14=-3814/1020, 6-14=-1585/378, 6-12=-588/1229, 7-12=-305/157, 8-12=-634/2966, 8-11 =-1 49/90019-11=-329/246 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: 2x6 - 2 rows staggered at 0-4-0 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) on 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ff; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 nonconcurrenf with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=854,2=706. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 108 lb up at 22-3-4, and 189 lb down and 117 lb up at 24-4-0 on top chord, and 2425 lb down and 423 lb up at 20-9-11, and 88 lb down at 22-3-4, and 612 lb down and 127 lb up at 24-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK 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 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763857 J35672 H01G ROOF SPECIAL GIRDER 1 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 8-10=-70, 2-10=-20 Concentrated Loads (lb) Vert: 8=-149(F) 12=2425(F) 11=-612(F) 23=-149(F) 24=-67(F) o.z M a rvu i< ci, ,, ,, ... ,r, ... I D: LI uS_AG r4y5ZIzN89zSo1Xya8L 1-vUtHJE?34tuj6V81 suCI L34MrB GfRI01VEb ej SzRVGD 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 r building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing M iTek• ,se s 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 J35672 GHO Lot 3 Pizzarello Residence T13763858 J35672 H02 ROOF SPECIAL 1 1 1-1 Job Reference o tional nn:T..L I".I+A Inn Thu Anr 12 09:45:05 2018 Pane 1 East Coast Truss, Ft. Pierce, FL 34y46 �. � 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 0.45 Vert(LL) 0.19 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.38 10-18 >991 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 165 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 9=1406/0-7-4, 2=1483/0-8-0 Max Horz 2=216(LC 7) Max Uplift 9=-462(LC 8), 2=-533(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when s own. TOP CHORD 2-3=-2652/881, 3-4=-2191/801, 4-5=-2110/817, 5-6=-2444/924, 61I7=-2025/779, 7-8=-2313/817, 8-9=2645/920 BOT CHORD 2-14=-687/2304, 13-14=687/2304, 12-13=-624/2258, 10-12=-683/2444, 9-10=-741/2332 WEBS 3-13=-560/251, 4-13=-601/1646, 5-13=-1301/518, 5-12=77/346, 6-10=-578/193, 7-1 0=-1 94/690, 8-1 0=-426/236 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. j 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) 9=462,2=533. 1 11 8) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® WARNING- Verily 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 p p�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VI!Tek• is always required for stability and to prevent collapse with possible personal injury and property darriage. 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 M2, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply J35672 GHO Lot 3 Pizzarello Residence T13763859 J35672 H03 HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 3494b 1-0-0 5-9-4 it 5-94 1x4 II 1 2 o 6.00 12 3x4 3 0 13 3x4 = 1x4 II 5-2-12 -0-0 44 = 4 12 3x8 = ID:LIuS_AGr4y5ZIzN89zSoIXya8L1-NhRg WaOigA0ajfjUQbjXtGcbDbbUAGdvjuKCFuzRVGC 15-8-0 20-4-0 25 6-12 31-3-4 4-8-0 4-8-0 5-2-12 5.8-8 3x4 = 4x4 = 21 5 22 6 3x4 7 Scale = 1:55.8 23 24 11 10 9 .__. 3x4 = 1x4 II 3x4 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.21 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.48 10-12 >785 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 161 lb FT = 0% LUMBER- i BRACING - TOP CHORD 2x4 SP No.2 I TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=1406/0-7-4, 2=1483/0-8-0 Max Horz 2=230(LC 7) Max Uplift 8=462(LC 8), 2=-533(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when s�lO n. TOP CHORD 2-3=-2666/889, 3-4=-2138/776, 4-5=-1846/745, 5-6=-1844/746, 6 7=-2135/777, 7-8=-2652/894 BOT CHORD 2-13=698/2405, 12-13=698/2405, 10-12=-518/1982, 9-10=-703/2307, 8-9=-703/2307 WEBS 3-12=-607/286, 4-12=-171/600, 5-12=-324/106, 5-10=-327/106, 6=10=-172/596, 7-10=-594/292 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 100 lb uplift at joint(s) except (jt=lb) 8=462, 2=533. 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 applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® 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 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 vedfy the applicability of design parameters and properly incorporate this design into the overall �'�•YY 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 ANSVWIt 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 1 Job Truss Truss Type Qty Ply J35672 GHO Lot�PinarelloResidence T13763860 J35672 H04G HIP GIRDER 13 Job Reference Pierce, FL 34946 8.200 s Nov 30 2017 MiTek Industries, Inc. Thu Apr 12 15:44:38 2018 Page 1 East Coast Truss, Ft. I D:LIuS_AGr4y5ZIzN89zSolXyaBL 1-7G19xLRdCv2Twll ufmRO79VzSdIOnrUMcdalaezRQtN 1-0-0 5-0-0 8 6 0 11 4-14 14-4-10 17-1-10 1923-0-0 26-0-0 31 3 4 1-0-0 3-6-0 2-10-14 2-11-12 2-9-0 2-9-8 3-0-14 3-0-0 5-3-4 Scale = 1:54.6 6x10 = 3x6 = 2x4 II 5x10 = 5 286 29 7 8 3x4 i 3x6 C 6.00 12 9 4 3x4 3x4 5- 10 0 3 NV v5 1x4 II- 2 111 1 1 LU 11 0 _ o 0 22 21 20 19 18 17 30 16 15 14 31 13 32 33 4xB = 3x6 II 4x6 = 6x8 = 4x6 = 4x6 = 8x10 = 8x8 = 7x6 = 3x10 5x12 = 8x8 WB = 5-0-0 8-6-0 11.4-14 14-4-10 17-1-10 19-11-2 23-0-0 26-0-0 31-3-4 5-0-0 3-0-0 2-10-14 2-11-12 2-9-0 2-9-8 3-0-14 3-0-0 5-3-0 Plate Offsets (X.Y)— rl:0-2-4.0-0-81.r2:0-4-0,0-1-151,15:0 2 8 0 3-121 r8'0-7-4JO-2-121 r14'0-3-0 0-5-81 116:0-4-0 0-5-121 r17:0-5-0 0-6-01 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.22 17 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.40 17 >936 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2017(rP12014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except` TOP CHORD 1-5: 2x4 SP No.2 BOT CHORD BOT CHORD 2x8 SP SS `Except' JOINTS 2-20: 2x8 SP No.2 WEBS 2x4 SP No.3 `Except` 5-19,7-17,8-17,8-16,6-18,5-18,6-17: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=6169/0-8-0, 11=12104/0-7-4 Max Horz 2=235(LC 7) Max Uplift 2=-1794(LC 8), 11=3631(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when! shown. TOP CHORD 2-3=13438/3794, 3-4=-13087/3734, 4-5=-12782/3683, 5-28=-14188/4083, 6-28=14188/4082, 6-29=-16343/4672, 7-29=-16343/4672, 7-8-16343/4672, 8-9=-17526/5103, 9-10=-20710/6113, 10-11=-23609/7030 BOT CHORD 2-22=-3304/11982, 21-22=-3304/11982, 20-21=-3150/11668, 19-20=-3150/11668, 18-19=-3029/11422, 17-18=3783/14184, 17-30=-4384/15900, 16-30=4384/15900, 15-16=-5288/18505, 14-15=5288/18505, 14-31=-6209/21111, 13-31=-6209/21111, 13-32=6209/21111, 32-33=-6209/21111, 11-33=-6209/21111 WEBS 4-21=92/320, 4-19=-527/240, 5-19=-198/580, 8-17=0/1075, 8-116=-2157/6606, 9-16=-4493/1550, 9-14=-1525/4624, 6-18=-4920/1376, 5-18=-1601/5961, 6-17=-1510/4933, 10-13=-1017/3149,10-14=-3372/1190,3-21=-492/238 PLATES GRIP MT20 244/190 Weight: 885 lb FT = 0% Sheathed or 4-11-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 13 NOTES- 1) 3-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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, Except member 7-17 2x6 - 2 rows staggered at 0-5-0 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=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 Joaquin Velez PE No.68182 5) Provide adequate drainage to prevent water ponding. MiTek USA, Inc. FL Cert 6834 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. Parke East Blvd. Tampa FL 33610 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 Date: Date will fit between the bottom chord and any other members. fiord 12,2018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1794 lb uplift at joint 2 and 3631 lb uplift '—mac—Pay. c ®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 ANSI1TPl1 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 GHO Lot 3 Pizzarello Residence T13763860 J35672 H04G HIP GIRDER 1 3 IJ35672 Job Reference o tional east i .o , russ, rr. rieice, — ..... ID:LluS_AGr4y5ZIzN89zSoIXya8L 1-7G19xLRdCv2TwllufmRO79VzSdIOnrUMcdalaezRQtN NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5685 lb down and 1238 lb up at 17-1-10, 1613 lb down and 572 lb up at 19-0-12, 1623 lb down and 546 lb up at 21-0-12, 1623 lb down and 546 Ib up at 23-0-12, 1623 lb down and 546 lb up at 25-0-12, and 1623 lb down and 546 lb up at 27-0-12, and 1620 lb down and 544 lb up at 29-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=70, 5-8=-70, 8-11=-70, 2-11=-20 Concentrated Loads (lb) Vert: 17=-5685(B) 14=-1623(B) 15=-1623(B) 30=-1613(B) 31=-1623(B) 32=-1623(B) 33=-1620(B) I ® 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 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 iw 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 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 J35672 GHO Lot 3 Pizzarello Residence T13763861 J35672 H05 HALF HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 5-9-4 1-0-0 , 5-9-4 6.00 12 5-9-4 3x4 i ID:LluS_AGr4y5ZIzN89zSoIXya8L1-oF7o8c2a750967S35jHEVvE3DpjzNc LPsZssDzRVG9 11-0-0 i 17-0-0 5.2-12 6-0-0 4x6 = 4 13 7 3x8 = 3x4 = 5 6 2x4 II Scale = 1:35.5 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 0.55 Vert(LL) 0.05 8-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.09 8-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 95 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 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=756/Mechanical, 2=835/0-8-0 Max Horz 2=340(LC 8) Max Uplift 6=-296(LC 8), 2=-2711 8) Max Grav 6=756(LC 17), 2=837(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1238/314, 3-4=-696/202, 4-5=550/225, 5-6=-700/308 BOT CHORD 2-8=478/1116, 7-8=-478/1116 WEBS 3-7=-642/284, 5-7=-304/739 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=9.Opsf; 13CDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 nonconcurrerit 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 Qt=lb) 6=296, 2=271. 9) This truss design requires that a minimum of 7/16" structural wood sheathing belapplied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No,68182 Mi rek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ®WARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 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' I saw lays 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, IVA 22314. Tampa, FL 36610 r; Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pivarello Residence T13763862 J35672 H06 HALF HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Thu Apr 12 09:45:09 2018 Page 1 ID:LI uS_AGr4y5ZIzN89zSoIXyaBL1-GShAMy3CuP WOCH 1 FfRoT16n92C_J63nUeWl POfzRVG8 -1-0-0 4-94 9-0-0 17-0-0 1-0-0 4-94 4-2-12 B-0-0 Scale = 1:30.8 4x6 3x6 = 4 12 13 5 6.00 12 1x4 3 M d v 1x4 II 2 1 s 7 a c 7 6 3x8 = 3x4 I I 3x4 = 9-M 17-0-0 9-0-0 8-0-0 Plate Offsets (X Y) 11:0 2 4 0-0 81 12:0 0-4 Edael f4:0-3-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.12 7-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.26 7-11 >776 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 88 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 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=756/Mechanical, 2=835/0-B-0 Max Horz 2=286(LC 8) Max Uplift 6=280(LC 8), 2=-288(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1235/369, 3-4=-912/277, 4-5=-760/293, 5-6=-688/297 BOT CHORD 2-7=490/1114 WEBS 3-7=404/217, 5-7=317/818 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=280, 2=288. 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1117II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® 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 parametersiand properly incorporate this design into the overall pso• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord memtiIV I ers 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 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. Alexandda, VA 22314. Tampa, FL 36610 Type City IPly I J35672 GHO Lot 3 Pizzarello Residence T13763863 J35672 IH07G 1HALF HIP GIRDER East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:10 2018 Page 1 ID:LIuS AGr4v5ZIzN89zSolXya8L1-keEZZH4gfjetgQcRD8JiaKJKdcKnrQeetA2zx5zRVG7 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88, Vert(LL) -0.07 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.771 Vert(CT) -0.16 9-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS I Weight: 92 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=1714/Mechanical, 2=152810-8-0 Max Horz 2=232(LC 8) Max Uplift 7=392(LC 8), 2=-406(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except v TOP CHORD 2-3=-2814/640, 3-4=-2586/570, 4-5=-2295/546, 5-6=-1920 BOT CHORD 2-9=692/2483, 8-9=-440/1920 WEBS 3-9=-344/230, 4-9=44/637, 5-9=-1321464, 5-8=-1095/403, BRACING - TOP CHORD BOT CHORD 6-7=1617/415 Structural wood sheathing directly applied or 2-10-0 oc purlins, except end verticals. Rigid ceiling directly applied or 7-1-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 nonconcurr ant with any other live loads. 5) • This truss has been designed for a jive load of 20.Opsf on the bottom chord ifi 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) 7=392, 2=406. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support�concentrated load(s) 182 lb down and 116 lb up at 7-0-0, 184 lb down and 111 lb up at 9-0-12, 189 lb down and 111 lb up at 11-0-12, and 189 lb down and 111 lb up at 13-0-12, and 189 lb down and 111 lb up at 15-0-12 on top chord, and 612 lb down and 1271 Ib up at 7-0-0, 89 lb down at 9-0-12, 89 lb down at 11-0-12, and 89 lb down at 13-0-12, and 89 lb down at 15-0-12 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: 1-4=-70, 4-6=-70, 7-11=-20 Concentrated Loads (lb) Vert: 4=-149(B)9=-612(B)14=-152(B)15=-152(B)16=-152(B)18=-152(B) 19=-70(B) 20=-70(B) 21=-70(B) 22=-70(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ®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 properly Incorporate this design into the overall q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* iTek* 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 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 J35672 GHO Lot 3 Pizzarello Residence T13763864 J35672 MONOPITCH GIRDER 1 _�:MG01 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 B.z1D s veo iz zuiB not I eK Incusmes, inc. Thu Apr 12 09A5: w Zu i o rage r ID:LluS_AGr4y5ZIzN89zSoIXya8L 1-keEZZH4gfjelgQcRD8JiaKJT1 cJtrWnetA2zx5zRVG7 3-7-8 7-M 3-7-8 3-4-8 Scale = 1:23.2 2x4 II 3 s L L- US = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=199210-8-0, 4=2440/Mechanical 6.00 FIT 4x4 i 9 3x6 11 10 4 46 = CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.28 Vert(LL) 0.03 5-7 >999 240 MT20 244/190 BC 0.82 Vert(CT) -0.06 5-7 >999 180 WB 0.49 Horz(CT) 0.01 4 n/a n/a Matrix -MS Weight: 80 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 1=184(LC 8) Max Uplift 1=498(LC 8), 4=-801(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3142/810 BOT CHORD 1-5=-851/2811, 4-5=-851/2811 WEBS 2-5=691/2595, 2-4=-3175/957 I NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: .Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B),I unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 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 iniallareas 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) 1=498, 4=801. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1994 lb down and 492 lb up at 2-4-12, and 908 lb down and 324 lb up at 4-4-12, and 913 lb down and 318 lb up at 64-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=40, 1-4=-20 Concentrated Loads (lb) Vert: 8=1994(B) 9=908(B) 10=-913(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Alit-7473 rev. 10/01/2015 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 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 r Truss Truss Type City Ply 672 GHO Lot 3 Pizzarello Residence T13763865 T1Jb J35672 MG02 MONOPITCH GIRDER 1 Reference o tional East Coast Truss, Ft. Pierce, FL 34946 3x4 = 3-7-8 6.00 12 ID:LluS_AGr4y5ZIzN89zSoIXya8L1-Cgoxnd5SQOmjSaBensgx7XsgS01KaOFn6qn WTYzRVG6 7-M 3x4 i 3-4-B 2x4 II 3 8 5 9 4 2x4 II 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1,25 TC 0.17 Vert(LL) -0.01 5-7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.03 5-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=801/0-8-0, 4=692/Mechanical Max Horz 1=184(LC 8) Max Uplift 1=-83(LC 8), 4=-169(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2=-1013/89 BOT CHORD 1-5=200/892, 4-5=200/892 WEBS 2-5=29/655, 2-4=-1003/223 Scale = 1:23.2 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-5 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=9.Opsfh BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 ally other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord ini 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�vithstanding 100 lb uplift at joint(s) 1 except Gt=lb) 4=169. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 292 lb down and 31 lb up at 1-0-12, and 292 lb down and 31 lb up at 3-0-12, and 292 lb down and 31 lb up'at 5-0-12 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: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 7=-292(F) 8=-292(F) 9=292(1`) Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® 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 i'r'�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 Qly Ply J35672 GHO Lot 3 Pizzarello Residence T13763866 J35672 MHV8 VALLEY 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.2i u s re!) 12 2018 Mi t etc muubuteb, mu. i nu mp t< uu:"�: io �v iv ra96 I D:LluS_AGr4y5ZIzN89zSoIXya8L1-8DwhBJ6jyeORhuKOuHtPCyxy8gVd2_K4Z8GdXQzRVG4 2-2-13 6-4-8 8-0-0 2-2-13 4-1-11 1-7-6 Scale = 1:20.6 4x4 = 2x3 II 3 4 7 6 5 2x3 1x4 II 1x4 II 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 32 lb FT = 0% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-070 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 7-11-8. (lb) - Max Horz 1=155(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 6=113(LC 8), 7=-171(LC 8) Max Grav All reactions 250lb or less atjoint(s) 1, 5 except 6=297(LC 13), 7=377(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sIhown. WEBS 2-7=-308/197 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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. 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) 1, 5 except Qt=lb) 6=113,7=171. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 771russ NING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. valid for use only with M7ek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p at building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I iTekJ 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 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, Alexandra, VA 22314. _ Tampa, FL 36610 Job Truss Truss Type J35672 MHV10 VALLEY East Coast Truss, Ft. Pierce, FL 34946 i 6 2-2-13 2-22 13 4r Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763867 1 1 Job Reference o tional 8.210 s Feb 12 2018 MiTek Industries. Inc. Thu ID:LluS_AGr4y5ZIzN89zSoIXya8L1-gl MJ_z55BKua3kmgKZMA 10-0-0 3-7-8 12 09:46:12 2018 Page 1 Scale = 1:21.9 4x4 = 2x3 II 3 8 4 Li 6.00 12 1x4 II 2 1 o` d 7 6 5 2x3 % 1x4 II 1x4 II 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 38 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 9-11-8 (lb) - Max Horz 1=155(LC 8) Max Uplift All uplift 100lb or less atjoint(s) 1, 5 except 7=170(LC 8), 6=-130(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=372(LC 13), 6=338(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sIhown. WEBS 2-7=-304/195, 3-6=254/156 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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. 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) 1, 5 except (jt=lb) 7=170, 6=130. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 vedfy the applicability of design parameters and properly incorporate this design Into the overall i 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 fabdcation, 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 Type Qty IPly J35672 GHO Lot 3 Pizzarello Residence T13763868 4 1 East Coast Truss, Ft. Pierce, FL 34946 0 2x4 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:14 2018 Page 1 ID:LluS AGr4y5ZlzN89zSoIXya8L1-dPU3Pf7Ljx81J2vDS_OekAUCWDsBnRUDonOA4szRVG3 2-0-0 2-0-0 Scale = 1:7.8 2 6.00 12 I 3 I LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.05 DEFL. in (loc) I/defl Ud Vert(LL) n/a n/a 999 PLATES GRIP MT20 244/190 TCDL 15.0 BCLL 0.0 Lumber DOL 1.25 Rep Stress Incr YES BC 0.03 WB 0.00 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=62/2-0-0, 2=48/2-0-0, 3=14/2-0-0 Max Horz 1=37(LC 8) Max Uplift 1=-11(LC 8), 2=-34(LC 8) Max Grav 1=62(LC 13), 2=53(LC 13), 3=27(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsfl BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 ANSI/TPI 1 angle to''grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ®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 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 MiTek* st building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V IiTeka 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 r Truss Truss Type City Ply J35672 GHO Lot 3 Pizzarello Residence T13763869 J35672 MV4 VALLEY 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, F L 34y4b I d ID:LIuS_AGr4y5ZIZN89zSoIXya8L 1-dPU3Pf7Ljx8lJ2vDS_OekAU7xDpVnRUDonOA4szRVG3 4-0-0 4-0-0 6.00 12 0 2 2x4 II 2x4 � 1 2x4 II 3 Scale = 1:12.8 1 LOADING (psf) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.35 DEFL. in Vert(LL) n/a (loc) I/deft Ud n/a 999 PLATES GRIP MT20 244/190 TCDL 15.0 BCLL 0.0 Lumber DOL Rep Stress Incr 1.25 YES BC 0.20 WB 0.00 Vert(CT) n/a Horz(CT) 0.00 n/a 999 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 14 lb FT = O% LUMBER- TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Horz 1=87(LC 8) Max Uplift 1=-26(LC 8), 3=70(LC 8) Max Grav 1=145(LC 13), 3=157(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sIhown. NOTES- I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf;IBCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 fall 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mergbers 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 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 r Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763870 J35672 MV6 VALLEY 4 1 Job Reference o tional East Coast Truss, I-L Fierce, F-L 34946 ID:LIuS_AGr4y5ZIzN89zSoIXya8L1-5c2SC78ZUFG9WCUPDhvlHN1 KodB3Wu7NORIkcJzRVG2 6-0-0 6-0-0 2x4 II 3 6.00 12 5 4 1x4 II 2x4 II Scale = 1:19.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=74/5-11-8, 4=101/5-11-8, 5=295/5-11-8 Max Horz 1=140(LC 8) Max Uplift 4=-48(LC 8). 5=-141(LC 8) Max Grav 1=74(LC 1). 4=109(LC 13), 5=319(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=253/161 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 except Qt=lb) 5=141. 1 r Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® WARNING - Verify design 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 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 V It 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 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 a s t i Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763871 J35672 MV8 VALLEY 1 1 i Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:16 2018 Page 1 I D:LI uS_AGr4y5ZIzN89zSoIXya8L1-ZocggL9bFZ00YL3bZPQ6gbZTD 1 VgFKOWF5VHBIzRVG1 8-0-0 8-0-0 i Scale = 1:25.3 2x4 II 3 6.00 12 1 2x4 1x4 II 42x4 II LOADING (psf) SPACING- I 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 31 lb FT = 0% LUMBER- TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=116/8-0-0, 4=141/8-0-0, 5=394/8-0-0 Max Horz 1=194(LC 8) Max Uplift 4=68(1_C 8), 5=188(LC 8) Max Grav 1=116(LC 1), 4=153(LC 13), 5=425(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=333/210 NOTES- 1)Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 inall areas where a rectangle 3-6-0 tall by 2-0-0 wide i 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 except (jt=lb) 5=188. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 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 andlor chord members only. Additional temporary and permanent bracing M!Tek° Is always required for stability and to prevent collapse with possible personal Injury and proper? 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, Alexandra a, VA 22314. Tampa, FL 36610 � Job Truss I Truss Type City Ply J35672 GHO Lot 3 Pizzarello Residence T13763872 J35672 MV10 VALLEY 1 1 Job Reference optional) n nn.ec.�o anon o�..e � East Coast Truss, rt. Fierce, rL s4a110 I D:LI uS_AGr4y5ZIzN89zSo1Xya8L1-8DwhBJ6jyeORhuKOuHtPCyxuXgS32z74Z8GdXOzRVG4 10-0-0 10-0-0 2x4 II 3 Scale = 1:30.0 K 6.00 12 1 2x4 ! 5 4 1x4 II 2x4 II 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 0.58 Vert(LL) n/a n/a 999 MT20 244/190 T,CDL 15.0 Lumber DOL 1.25 BC 0.341 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.081 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 40 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=151/10-0-0, 4=177/10-0-0, 5=503/10-0-0 Max Harz 1=248(LC 8) Max Uplift 4=-85(LC 8), 5=-240(LC 8) Max Grav 1=151(LC 1), 4=191(LC 13), 5=543(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=425/268 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 ofiwithstanding 100 lb uplift atjoint(s) 4 except Qt=lb) 5=240. 1 I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Anril 19 gf)1 R ® 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 �■ at uss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall _•—�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek* is always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 A ob Truss Truss Type Qty Ply J35672 GHO Lot 3 35672 SV12 VALLEY 1 1 Job Reference (opt East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Indt ID:LluS_AGr4y5ZIzNB9zSoIXya8L1-1_9C1h9 -1-0-12 4-7-4 9-2-8 1-0-12 4-74 4-7-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.241 Vert(LL) 0.01 7 n/r 90 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.01 7 n/r 120 BCLL 0.0 Rep Stress Incr YES W3 0.01 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-S Wind(LL) 0.00 7 n/r 120 LUMBER- BRACING - T13763873 Inc. Thu Apr 12 09:45:17 2018 Page 1 ,Ven76xLMo6guRrx_nzgUlEggBzRVGO 10-3-4 1-0-12 Scale = 1:21.8 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% 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 SLIDER Left 2x4 SP No.3 2-6-5, Right 2x4 SP No.3 2-6-5 REACTIONS. (lb/size) 2=442/9-2-8, 6=442/9-2-8, 8=102/9-2-8 Max Horz 2=106(LC 7) Max Uplift 2=-267(LC 8), 6=-267(LC 8) Max Grav 2=442(LC 1), 6=442(LC 1), 8=195(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-429/276, 4-6=-429/276 BOT CHORD 2-8=-127/293, 6-8=-127/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 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) except Qt=lb) 2=267, 6=267. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK ff FERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Nlffek® 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 p��.p��.iYY�iii building design. Bracing indicated is to prevent buckling of individual truss web anIV I arid/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 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, Alexandiria, VA 22314. Tampa, FL 36610 e Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763874 J35672 SV16 VALLEY 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Thu Apr 12 09:45:17 2018 Page 1 ID:LIuS_AGr4y5ZIzN89zSoIXya8L1-1_9C1h9DOsXtAVen76xLMo6g_Rsa_mlgUIEggBzRVG0 -1-0-12 4-7-4 9-2-8 10-3-4 1-0-12 4-74 4-74 1-0-12 4x4 = Scale = 1:26.5 6.00 12 3x4 ! 3x4 4 1x4 II 2 1x4 II 5 1 ri Li 8 7 '2x4 11 2x4 I I 3x8 = 9-2-8 9-2-8 Plate Offsets (X Y) 11:0 2 4 0 0 81 15:0 2 4 0-0-81 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 0.23 Vert(LL) 0.00 5 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.01 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.00 5 n/r 120 Weight: 58 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) '8=307/9-2-8, 6=307/9-2-8, 7=367/9-2-8 Max Horz 8=197(LC 7) Max Uplift 8=162(LC 8), 6=-162(LC 8), 7=-103(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 2-8=-268/174, 4-6=-268/174 WEBS 3-7=-257/73 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf;l BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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) 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. 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 nonconcurrelnt 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) except (jl=lb) 8=162, 6=162, 7=103. 1 Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev. 10/03/2016 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 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 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 ANSI/17I1 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 J35672 GHO Lot 3 Pizzarello Residence T13763875 J35672 SV20 VALLEY 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:18 2018 Page 1 ID:LI uS_AGr4y5ZIzN89zSoIXya8L1-VBjaF 1 ArmAfknfD_hgSavOfrmrCpjDXpjP_ODezRVG? 1-0-12 4-7-4 9-2-8 10-3-4 1-0-12 4-7-4 4-7-4 1-0-12 Scale = 1:31.4 4x4 = 3 6.00 12 3x4 i 3x4 1x4 II 2 4 1x4 II 0 5 Fl N 8 7 6 2x4 11 2x4 II 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23� Vert(LL) 0.01 5 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18, Vert(CT) 0.01 5 n/r 120 BCLL 0.0 Rep Stress Incr YES W0.13, B Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.01 5 n/r 120 Weight: 63lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 8=291/9-2-8, 6=291/9-2-8, 7=399/9-2-8 Max Horz 8=260(LC 7) Max Uplift 8=-139(LC 8), 6=-139(LC 8), 7=-150(LC 8) Max Grav 8=292(LC 17), 6=292(LC 18), 7=399(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-254/151, 4-6=-254/151 WEBS 3-7=-285/66 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=9.0psl; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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) 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 flactors. 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) except Ot=lb) 8=139, 6=139, 7=150. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 �.r building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 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, AlexandHa, VA 22314. Tampa, FL 36610 J35672 ISV24 East Coast Truss, Ft. Pierce, FL 34946 Type =Y 1-0-12 4-7.4 1Z12 4-7.4. 6.00 12 City Ply J35672 GHO Lot 3 Pizzarello Residence T13763876 1 1 Job Reference (optional) 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:19 2018 Page 1 ID:LluS_AGr4y5ZIzN89zSoIXya8L1-zNHySMBUXUnbPpoAFX_pRDB00EY1 Sejyx3jxl4zRVG_ 9-2-8 10-� 4-7 4 1-0-12 4x4 = 3 3x4 4 1x4 II 5 A 8 7 6 2x4 II 3x8 = 2x4 II Scale = 1:39.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.24 Vert(LL) 0.01 5 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.02 4-5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.191 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Wind(LL) 0.01 5 n/r 120 Weight: 69 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=273/9-2-8, 6=273/9-2-8, 7=435/9-2-8 Max Horz 8=323(LC 7) Max Uplift 8=-117(LC 8), 6=-117(LC 8), 7=-192(LC 8) Max Grav 8=279(LC 17), 6=279(LC 18), 7=435(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-295/254 WEBS 3-7=305/47 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 1 3) As requested, plates have not been designed to provide for placement tolerancIes or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) except (jt=lb) S=117, 6=117, 7=192. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 AWARNING - 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 properly homage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and Bost 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 a Job J35672 East Coast Truss, g Truss Truss Type V4 VALLEY Ft. Pierce, FL 34946 2-0-0 2-0-0 6.00 12 1 / 2x3 i Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763877 ' 1 1 Job Reference o tional 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:19 2018 Page 1 ID:LIuS_AGr4y5ZIzN89zSoIXya8L1-zNHySMBUXUnbPpoAFX_pRDB3FEYOShjyx3jxl4zRVG_ 4-0-0 2-0-0 2x4 = Scale = 1:7.7 2 2x3 3 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 0.05i Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=123/3-11-0, 3=123/3-11-0 Max Horz 1=-26(LC 6) Max Uplift 1=-41(LC 8), 3=-41(LC 8) 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 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 oft withstanding 100 lb uplift at joint(s) 1, 3. g ro 0 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKIREFERENCE PAGE 11111.7473 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 r 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 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, Alexandria, VA 22314. Tampa, FL 36610 t , Job J35672 Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence J 1 1 T13763878 East Coast Truss, Ft. Pierce, FL 34946 4-0-0 6.00 12 III 2 4 2x3 ! 1x4 II 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:20 2018 Pagel ID:LluS_AGr4y5ZIzN89zSoIXya8L1-RZrLftC61 nvS1 zN MoFV2_RkAdes_B8J6AjTUGWZRVFz 8-0-0 4-0-0 3x4 = 2x3 3 Scale=1:15.2 b d 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 0.271 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01I Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix-S Weight: 25Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=138/7-11-0, 3=138/7-11-0, 4=330/7-11-0 Max Horz 1=62(LC 7) Max Uplift 1=-55(LC 8), 3=-55(LC 8), 4=-90(LC 8) Max Grav 1=140(LC 17), 3=144(LC 14), 4=330(LC 1) I 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 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 Or withstanding 100 lb uplift at joint(s) 1, 3, 4. a Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. y y y 9 as p parametersgp hown, and is for an individual building component, not WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK Design valid for use only with MTek®connectors. This design is based only upon s a truss system. Before use, the buildingdesigner must verify the applicability of design arameters and properly incorporate this design into the overall WOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing IVI I OW 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 l—� Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763879 J35672 ZCJ1 JACK -OPEN 16 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 nm i etc industries, Inc. Thu Apr tL 09:45:21 2016 Faye r ID:LIuS_AGr4y5ZIzN89zSoIXya8L1-vmPjt2Ck351 Je7yZMyOHXeHNQ2FzwbDFP NC2oyzRVFy -1-0-0 1-0-0 1-0-0 Scale = 1:7.0 3 Ilt\ /I 12 1x4 ll 2x4 = 1-0-0 ... d 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 0.14 Vert(LL) 0.00 8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 6 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=15910-8-0, 4=-4/Mechanical Max Horz 2=70(LC 8) Max Uplift 3=-5(LC 5), 2=-122(LC 8), 4=-4(LC 1) Max Grav 3=12(LC 13), 2=159(LC 1), 4=20(LC 8) 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 nonconcurr nt 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) 3, 4 except (jt=lb) 2=122. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: A—. ;1 -1 •I f%4Q i ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 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 J35672 GHO Lot 3 Pizzarello Residence T13763880 J35672 ZCJ 1 A JACK -OPEN 2 1 Job Reference o tional East Coast -I cuss, 1-t. Pierce, FL 3MV46 "Lx3 ' olXya8L1-Oyz540DMgP9AGGWIwgXW3spa 7SbFf2TPdlybLPzRVFx Scale = 1:7.0 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 0.01 Vert(LL) -0.00 6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 6 >999 180 , BCLL 0.0 Rep Stress Incr YES WB 0.00� Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 3 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=42/0-7-4, 2=25/Mechanical, 3=17/Mechanical Max Horz 1=25(LC 8) Max Uplift 1=-6(LC 8), 2=-16(LC 8), 3=-6(LC 8) Max Grav 1=42(LC 1), 2=27(LC 13), 3=18(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and ribht 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. 1 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.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 oflwithstanding 100 lb uplift at joint(s) 1, 2, 3. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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 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 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 r Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763881 J35672 ZCJ1D JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:22 2018 Page 1 I D:LIuS_AGr4y5ZIzN89zSoIXya8L1-Oyz54ODMgP9AGGWIwgXW3spYASbCf2TPd 1 ybLPzRVFx -1-0-0 1-1-8 1-0-0 1-1-8 Scale = 1:7.4 3 6.00 12 N 0 2 0 d i M , o 1x4 II i i 1 Qo 4 Qo 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=14/Mechanical, 2=160/0-8-0, 4=0/Mechanical Max Horz 2=74(LC 8) Max Uplift 3=-7(LC 5), 2=-118(LC 8) Max Grav 3=18(LC 13), 2=160(LC 1), 4=17(LC 8) FORCES. (lb) -Max. Camp./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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 jive 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 (jt=lb) 2=118. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 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 p` 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'lor chord members only. Additional temporary and permanent bracing I VliTek' is always required for stability and to prevent collapse with possible personal injury and propeity damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see IANSIITPI1 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 Jab J35672 East Coast Truss, Ft. Pierce, FL 34946 Type 1-0-0 2 1x4 II 2x4 = 6.00 12 city Ply J35672 GHO Lot 3 Pizzarello Residence T13763882 13 1 Job Reference (optional) 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:23 2018 Page 1 ID:LluS_AGr4y5ZIZN89zSoIXya8L 1-s8XTIkE_biHOuQ5xUN2lc3MjQsvgOVjYshh9trzRVFw 3-0-0 3-0-0 Scale: V=1' 1 4 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 0.17 Vert(LL) -0.00 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 • 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 13 lb 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=81/Mechanical, 2=220/0-8-0, 4=37/Mechanical Max Horz 2=122(LC 8) Max Uplift 3=-49(LC 8), 2=-107(LC 8) Max Grav 3=90(LC 13), 2=220(LC 1), 4=54(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 3 except Qt=lb) 2=107. 11 i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. g y 'g y p p shown, and is for an individual building component, not • Design valid for use only with MiTek®connectors. This design is based only upon ammeters 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 XNSIITP11 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 Truss Truss Type IQty IPly I J35672 GHO Lot 3 Pizzarello Residence T13763883 J35672 East Coast Truss, Ft. Pierce, FL 34946 2-11-4 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:23 2018 Page 1 ID:LluS_AGr4y5ZIzN89zSoIXyaBL 1-s8XTIkE_biHOUQ5XUN2lc3Mi4sv40VjYshh9trzRVFw 0 m A 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.01 3-6 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Scale: 1 "=1' PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=129/0-7-4, 2=86/Mechanical, 3=43/Mechanical I Max Horz 1=77(LC 8) Max Uplift 1=-21(LC 8), 2=-56(LC 8), 3=-7(LC 8) Max Grav 1=129(LC 1), 2=95(LC 13), 3=56(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=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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. 1 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. I 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® 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) 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, Alexaiidria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763684 J35672 ZCJ3D JACK -OPEN 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:24 2018 Page 1 ID:LluSAGr4y5ZIzN89zSoIXya8L1-KK5rV4FcMOPlVag814Z_8HvusFFg7yzh5LRiPHzRVFv -1_0-0 3-1_-8 1_p_p 3-1-8 Scale = 1:12.4 3 Ig 6.00 12 2 1x4 II 4 o o� 00 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.01 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.06 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-& Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=86/Mechanical, 2=225/0-8-0, 4=39/Mechanical Max Horz 2=126(LC 8) Max Uplift 3=52(LC 8), 2=-107(LC 8) Max Grav 3=95(LC 13). 2=225(LC 1), 4=57(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=9.Opsf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 nonconcurcent 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) 2=107. i Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® 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 MiTek® connectors. This design is based only upon parametersishown, 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�- building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* IiTek• 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 J35672 GHO Lot 3 Pizzarello Residence T13763885 J35672 ZCJ5 JACK -OPEN 8 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 zults mt I eK mausmes, Inc. I nu Apr iz 09:45:25 zc is rage i I D: LI u S_AGr4y5ZIzN 89zS olXya8L 1-oXe EjQGE7KXk7kFKbo4DhU RzhfXOsPCrK?AFykzRVFu 1-0-0 11 5-0-0 Scale = 1:17.0 2x4 = Plate Offsets (X Y1— f1:0-2-4 0-0-81 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 0.57, Vert(LL) 0.04 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 4-8 >905 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS I Weight: 19 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=150/Mechanical, 2=305/0-8-0, 4=64/Mechanical Max Horz 2=176(LC 8) Max Uplift 3=-95(LC 8), 2=-117(LC 8), 4=3(1_C 8) Max Grav 3=165(LC 13), 2=305(LC 1). 4=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when Ishown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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. I 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=117. 7) This truss design requires that a minimum of 7116" structural wood sheathing tie applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 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 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 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 J35672 GH0 Lot 3 Pizzarello Residence � T13763886 J35672 ZCJ5A JACK -OPEN I 1 1 Job Reference (optional) r-1 Inr Thu Anr 19 09•45.95 2018 Pane 1 East Coast Truss, Ft. Pierce, FL 34946 6.00 12 5.0-0 uivsrev is cvw wn�,., w•..,., ID:LluS_AGr4y5ZIzN89zSoIXya8L1-oXeEjQGE7KXk7kFKbo4DhURyBf WjsPCrK?AFykzRVFu ri Scale = 1:17.0 3 p 2x4 = 5-0-0 5-0-0 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 0.60 Vert(LL) 0.05 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.07 3-6 >815 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a TIM BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 16 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. REACTIONS. (lb/size) 1 =22210-8-0. 2=154/Mechanical, 3=68/Mechanical Max Horz 1=132(LC 8) Max Uplift 1=-39(LC 8), 2=-100(LC 8), 3=-7(LC 8) Max Grav 1=223(LC 13), 2=169(LC 13), 3=94(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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 pelf bottom chord live load nonconc rrent 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) 1, 3 except (jt=lb) 2=100. 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. Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-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 r 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 I 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, Ales andria, VA 22314. Tampa, FL 36610 Job Type . I I Qty IPly I J35672 GHO Lot 3 Pizzarello Residence T13763887 J35672 IZCJ5D East Coast Truss, Ft. Pierce, FL 34946 �I0 2 1 Job Reference (optional) 8.210 s Feb 12 2018 MTek Industries, Inc. Thu Apr 12 09:45:26 2018 Page 1 ID:LluS_AGr4y5ZIzN89zSoIXya8L1-GjCcwmGtudfblugW9VcSEh_7x3sEbsS_YfwpUAzRVFt 1-0-0 5-1-B LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.04 4-8 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.07 4-8 >840 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:18.2 PLATES GRIP MT20 244/190 Weight: 19 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=154/Mechanical, 2=310/0-8-0, 4=66/Mechanical I Max Horz 2=179(LC 8) Max Uplift 3=-98(LC 8), 2=-117(LC 8), 4=3(LC 8) Max Grav 3=169(LC 13), 2=31O(LC 1), 4=95(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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 2=117. 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII-7473 rev. 1 ti/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 p �� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {V I 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 I 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 Type I IQty IPly I J35672 GHO Lot 3 Pizzarello Residence T13763888 J35672 East Coast Truss, Ft. Pierce, FL 34946 1 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:27 2018 Page 1 I D:LluS_AGr4y5ZIzN89zSoIXya8L1-kvm_86HVfxnSM2PijD7hmvXPPTGcKJi8nJfMOczRVFs -1-0-0 3-0-0 1-0-0 3-0-0 Scale: V=1' 3 RI 1x4 II 0 2x3 6.00 12 4 I LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) 0.01 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 13 lb 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. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=81/Mechanical, 4=37/Mechanical, 2=220/0-3-5 Max Horz 2=122(LC 8) Max Uplift 3=-59(LC 8), 4=-47(LC 5), 2=-163(LC 8) Max Grav 3=82(LC 13), 4=54(LC 3), 2=220(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=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left 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 Ile uplift at joint(s) 3, 4 except (jl=lb) 2=163. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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 �-�q�•YY 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 j 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 r r t Job Truss i Truss Type Oty Ply J35672 GHO Lot 3 Pizzarello Residence T13763889 J35672 ZEJ5 JACK -OPEN 8 1 Job Reference (optional) .. i.... rr.,, M. 19 n0•A6:97 9MA Paso 1 East Coast Truss, Ft. Pierce, FL 34946 I D: LI uS—AGr4y5Zl zN 69zSoIXya8L1-kvm_86HVfxnSM2PijD7 hmvXJBTCsKJi8nJfMOczRVFs 5-0-0 1-0-0 ' 5-0-0 2x4 = 0 N Scale = 1:17.0 Plate Offsets X Y — 1:0-2-4 0-0-8 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.04 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 4-8 >905 ' 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 19 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=150/Mechanical, 2=305/0-8-0, 4=64/Mechanical Max Horz 2=176(LC 8) Max Uplift 3=-95(LC 8), 2=-117(LC 8), 4=-3(LC 8) Max Grav 3=165(LC 13), 2=305(LC 1), 4=92(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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right el posed ; 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) 2=117. 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 applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 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 Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �■ a Iruss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall _pgy�p' -�- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i 7Tek• 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, Ale andria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763890 J35672 ZEJ7 JACK -OPEN 42 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:28 2018 Page 1 I D:LluS_AGr4y5ZIzN89zSoIXya8L1-C6KMLRI7QFvJ_B_vGwewJ63QitQu3myHOzPwY3zRVFr -1-0-0 /-U-U 1-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0 TCDL 15.0 Lumber DOL 1.25 BC 0 BCLL 0.0 Rep Stress Incr YES WB 0 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 , I REACTIONS. (lb/size) 3=219/Mechanical, 2=39210-8-0, 4=87/Mechanical Max Horz 2=230(LC 8) Max Uplift 3=141(LC 8), 2=-130(LC 8), 4=-3(LC 8) Max Grav 3=240(LC 13). 2=392(LC 1). 4=128(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:23.5 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.14 4-8 >576 240 MT20 244/190 Vert(CT) -0.24 4-8 >340 180 Horz(CT) 0.00 2 n/a TIM Weight: 25 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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) 4 except (jt=lb) 3=141, 2=130. 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. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED iM1TEK 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 IV IiTekJ 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 I 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 r Truss ITruss Type IQty IPIy I J35672 GHO Lot 3 Pizzarello Residence T13763891 J35672 IZEJ7A East Coast Truss, Ft. Pierce, FL 34946 2x4 = 12 7-0-0 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:28 2018 Page 1 ID:LluS_AGr4y5ZIzN89zSoIXya8L1-C6KMLR17QFvJ_B_vGwewJ63QOtQe3myHOzPwY3zRVFr Scale = 1:21.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.16 3-6 >510 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.26 3-6 >326 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 1 Tie n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS' Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=312/Mechanical, 2=222/Mechanical, 3=90/Mechanical Max Horz 1=186(LC 8) Max Uplift 1=-55(LC 8), 2=-144(LC 8), 3=-6(LC 8) Max Grav 1=313(LC 13), 2=244(LC 13), 3=129(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=9.0psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 nonconcu rent 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) 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) 1, 3 except (jt=lb) 2=144. 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 applied directly {o the bottom chord. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® 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 p` a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A 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 I ANSIrrPl1 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 T Job J35672 East Coast Truss, Ft. Pierce, FL 34946 1-0-0 Type 6.00 12 Qty Ply J35672 GHO Lot 3 Pizzarello Residence T13763892 15 1 8.210 s Feb 12 201B MiTek Industries, Inc. Thu Apr 12 09:45:29 2018 Page 1 I D:LIuS_AGr4y5ZIzN89zSolXya8L1-glukYnJIBY1 AcLZ5ge99rKcb2GmaoDCREd8T5VzRVFq 7-1-8 7-1-8 Scale: 1/2"=l' 3 n 1� ,x4 I I 2 lj 1 5c I 4 3x3 = 7-1-8 7-1-8 Plate Offsets (X Y)11:0 2 4 0 0 81 I2:0 0 12 Edgel 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 0.74 Vert(LL) 0.34 4-8 >251 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) 0.27 4-8 >318 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-ASI Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=223/Mechanical, 2=398/0-8-0, 4=89/Mechanical Max Horz 2=233(LC 8) 1 Max Uplift 3=-167(LC 8)-, 2=-267(LC 8), 4=-116(LC 8) Max Grav 3=228(LC 13), 2=398(LC 1), 4=130(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=9.0psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right ex iosed ; porch left 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 membersl 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=167, 2=267, 4=116. 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. l Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke -East Blvd. Tampa FL 33610 Date: April 12,2018 I 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 �j�■® 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' iTek' 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 4NStITPl1 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, AlexanIdda, VA 22314. Tampa, FL 36610 Job Truss J35672 Type i Qly IPly I J35672 GHO Lot 3 Pizzarello Residence T13763893 HIP GIRDER 1 12 1 1 East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industdes, Inc. -Thu Apr 12 09:45:30 2018 Page 1 I D: LIuS_AGr4y5ZIzN89zSoIXya8L1-9US7m7JNys91 DVBHOLg00X9uzglaXgSaTHuOdxzRVFp 1-5.0 1 4-2-3 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 6-10 >999 , 240 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.03 6-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MPl LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=1 71 /Mechanical, 2=297/0-4-9 Max Horz 2=121(LC 8) Max Uplift 6=65(LC 8), 2=167(LC 8) Max Grav 6=185(LC 28),2=299(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale: V=1' 3 4 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% Structural wood sheathing directly applied or 4-2-3 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; TC131-=9.0ps1; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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. 1 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 Ito uplift at joint(s) 6 except at=lb) 2=167. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support! concentrated load(s) 90 lb down and 19 lb up at 1-4-15, and 90 lb down and 19 lb up at 1-4-15 on top chord, and 25 lb down and 32 lb up at 1-4-15; and 25 lb down and 32 lb up at 1-4-15 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 notedlas front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-4=-30, 5-8=-20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKIREFERENCE PAGE 117II.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 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 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, Alexandria, VA 22314. Tampa, FL 36610 � A • T Job Truss Tfuss Type Qly Ply J35672 GHO Lot 3 Pizzarello Residence T73763894 J35672 ZHJ5 DIAGONAL HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.200 s Nov 30 2017 MiTek Industries, Inc. Thu Apr 12 15:48:05 2018 Page 1 ID:LluS_AGr4y5ZIzN89zSoIXya8L1-Z51 PN7xTSV75FZdgHkf7OpaJr3VoncvgCLDCL8zRQg8 -_1 -5-0 3I8-10 7-0-2 1-5-0 3=8-10 3-3-8 4x4 11 Scale = 1:18.0 3 4 3x3 = o 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in (loc) I/deft Ud 1 TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.07 6-10 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.13 6-10 >602 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=317/Mechanical, 2=423/0-10-15 Max Horz 2=174(LC 8) Max Uplift 6=-134(LC 8), 2=-201(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 29 lb FT = 0% BRACING - TOP CHORD Sheathed or 6-0-0 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=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 capablelof withstanding 134 lb uplift at joint 6 and 201 lb uplift at joint 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 19 lb up at 1-4-15, 3 lb down and 19 lb up at 1-4-15, and 5 lb down and 81 lb up at 4-2-15, and 5 lb down and 81 lb up at 4-2-15 on top chord, and 32 lb up at 1-4-15, 32 lb up at 1-4-15, and 9 lb down. and 11 lb up at 4-2-15, and 9 lb down and 11 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of o&rs. 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=-70, 3-4=-30, 5-8=-20 Concentrated Loads (lb) Vert: 14=-18(F=-9, B=-8) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® 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 properly Incorporate this design into the overall p�• 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 MSIITPII 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 J35672 GHO Lot 3 Pizzarello Residence T13763895 J35672 ZHJ7 DIAGONAL HIP GIRDER 5 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.2iu s Feo tz zu Io wu i en Inuuouiee, 11 w. � ID:LIuS AGr4y5ZIzN89zSolXya8L1-5tZtBpLdTTQITpHgVmisTyEBTUwk?UttxbN7hgzRVFn 1 5 0 5-1-9 9-10-1 1-5-0 5-1-9 1 4-8-8 4.24 12 15 3x4 14 13 2x4 II 4 5 Scale = 1:24.7 1 x4 11 1 16 17 8 18 7 1x4 II 3x6 =6 3x4 = 5- -9 9-10-1 5-1-9 4-8-8 Plate Offsets (X Y)— I1:0-2 4 0-0 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 8-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Verl(CT) -0.05 8-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-3 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=596/0-10-15, 7=573/Mechanical Max Horz 2=228(LC 8) Max Uplift 2=264(LC 8), 7=-267(LC 8) Max Grav 2=614(LC 28), 7=584(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-979/262 BOT CHORD 2-8=-371/854, 7-8=371/854 WEBS 3-8=-2/260, 3-7=-888/382 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 nonconcurr Int 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 Qt=lb) 2=264, 7=267. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 19 lb up at 1-4-15, 90 lb down and 19 lb up at 1-4-15, 114 lb down and 81 lb up at 4-2-15i 114 lb down and 81 lb up at 4-2-15, and 166 lb down and 144 lb up at 7-0-14, and 166 lb down and 144 lb up at 7-0-14 on top chord, and 25 lb down and 32 lb up at 1-4-15, 25 lb down and 32 lb up at 1-4-15, 27 lb down and 11 lb up at 4-2-15, 27 lb down and 11 lb up at 4-2-15, and 51 lb down and 21 lb up at 7-0-14, and 51 lb down and 21 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 Is 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=-70, 4-5=-30, 6-10=-20 Concentrated Loads (lb) Vert: 15=-1 01 (F=-51, B=-51) 17=-18(F=9, B=-9) 18=-72(F=-36, B=-36) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 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 p��• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V 1 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 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 J35672 GHO Lot 3 Pivarello Residence T13763896 J35672 ZHJ7A DIAGONAL HIP GIRDER ' 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s veb 12 2018 MI I ex industries, Inc. Thu Apr 12 ua:Yo.JJ "I o lay= r ID:LluS_AGr4y5ZlzN89zSoIXya8L1-Z37FO9MGEnYc4zss3TE5OAmFOuD2k1BO9F6gEGzRVFm 3-7-9 6-11-1 3-7-9 3-3-8 3x6 4X6 = i 3x4 = Scale = 1:18.6 6-11-1 Plate Offsets (X Y) 11:0 1 0 0 0 101 12:0 2 0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.10 5-8 >807 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.521 Vert(CT) -0.15 5-8 >545 180 BCLL 0.0 Rep Stress Incr NO WB 0.00, Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 25 Ib 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling d-irectly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=317/0-9-14, 5=330/Mechanical Max Horz 1=130(LC 8) Max Uplift 1=-101(LC 8), 5=-151(LC 8) Max Grav 1=327(LC 26), 5=335(LC 25) 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=9.Opsfl BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 Ib uplift at joint(s) except (jt=lb) 1=101, 5=151. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 Ib down and 32 Ib up at 1-3-15, 81 Ib down and 32 Ib up at 1-3-15, and 117 Ib down and 89 Ib up at 4-1-14, and 114 Ib down and 81 Ib up at 4-1-14 on top chord, and 7 Ib down and 11 Ib up at 1-3-15, 7 Ib down and 11 Ib up at 1-3-15; and 30 Ib down and 19 Ib up at. 4-1-14, and 27 Ib down and 11 Ib up at 4-1-14 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: 1-2=-70, 2-3=-30, 4-6=-20 Concentrated Loads (lb) Vert: 11=12(F=-6, B=-6) 12=-24(F=-9, B=-15) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 12,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 i%k' is always required for stability and to prevent collapse with possible personalinjuryand 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 � e Jab Truss Truss Type J35672 ZHJ7D DIAGONAL East Coast Truss, Ft. Pierce, FL 34946 1-5-0 3x4 = HIP GIRDER 5-2-10 5-2-10 I 4.24 12 14 17 Oty Ply 1 I J35672 GHO Lot 3 Pizzarello Residence T13763897 8.210 s Feb 12 2018 MiTek Industries, Inc. Thu Apr 12 09:45:34 2018 Page 1 ID:LluS_AGr4y5ZIzN89zSoIXya8L1-1 GhdcVNu75gTi6R3dBIKYNJXSHbgTNzAOvsEmizRVFI 10-0-3 4-9-9 15 3x4 3 i 2x4 11 Scale = 1:24.4 4 5 8 18 7 1x4 II US =6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.03 8-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 I Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 49 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=603/0-10-15, 7=591/Mechanical Max Horz 2=231(LC 21) Max Uplift 2=-252(LC 8), 7=-274(LC 8) Max Grav 2=619(LC 25), 7=604(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1006/275 BOT CHORD 2-8=-373/881, 7-8=-373/881 WEBS 3-8=0/269, 3-7=-915/383 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever 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 toleranceslor rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. i 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 alllareas 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=252,7=274. ' 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 22 lb up at 1-7-1, 88 lb down and 22 lb up at 1-7-1, 117 Ib down and 85 lb up at 4-5-1. 117 Iti down and 85 lb up at 4-5-1, and 169 lb down and 148 lb up at 7-3-0, and 169 lb down and 148 lb up at 7-3-0 on top chord, and121 lb down and 3 lb up at 1-7-1, 21 lb down and 3 lb up at 1-7-1, 29 lb down and 12 lb up at 4-5-1, 29 lb down and 12 lb up at 4-5- 1, and 53 lb down and 22 lb up at 7-3-0, and 53 lb down and 22 lb up at 7-3-0 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 Joaquin Velez N 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Cert 62 MiTek USA, Inc. FL Cert 634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-4=-70, 4-5=-30, 6-10=-20 Date: April 12,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED AllEK 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 p�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V f!Tek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 City Ply J35672 GHO Lot 3 Pizzarello Residence T13763897 J35672 ZHJ7D DIAGONAL HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Fierce, FL MV46 I"•� "' "' "' `^ ••• "• "" "'-' '- -" - - - - I D:LluS_AGr4y5ZIzN89zSoIXya8L1-1 GhdcVNu?5gTi6R3dBIKYNJXSHbgTNzAOvsEmizRVFI LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=-110(F=-55, B=55) 16=7(F=3, 13=3) 17=22(1`=11, B=-11) 18=-76(F=-38, B=-38) ® 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 andlproperly 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 ANSUTPI,f 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 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -yi , OR 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 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is -- -the length parallel -to -slots. - - - LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: 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 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved mm No[ 0 MiTek® MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/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 specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.