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Home My WebLink AboutTRUSS PAPEREWORK114 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 RERs L gns rely on lumber values established by others. q ( � OCT 112018 � FILE COPY MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Dave Golden Homes Project Name: Reed Res. Model: Lot/Block: Subdivision: t� ( 16 f l 0 Address Slash Pine Trail City: Ft. Pierce State: FL I L VIKLX NamelAddress and License # of Structural Engineer of Record, If there is one, for the building. Name License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind�Code: ASCE 7-10 [All Heigh][I Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 52 individual, Truss Design. Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet cnnfnrmS to 81 G15-31.003. section 5 of the Florida Board of Professional Engineers Rules. No. �Seal# Truss Name Date No. Seal# Tru�NameDate 1 IT14564047 A01 7/13/18 18 T14564064 A187/13/18 12 48IA02 I7/13/18 119 IT14564065IA19G 17/13/18 I 13 1IT14564049 I A03 17/13/18 120 I T14564066 I A20 17/13/18 I 14 PT14564050IA04 17/13118 121 IT14564067IA21 I7/13/18 I 15 IT14564051 IA05 17/13/18 122 IT14564068IA22G 17/13/18 I 16 I T14564052 I A06 17/13/18 123 I T14564069 I B01 17/13/18 I 17 I T14564053 I A07 17/13/18 124 I T14564070 I B02 17/13/18 I 18 I T14564054 I A08 17/13/18 125 I T14564071 I B03 17/13/18 I 19 IT14564055 IA09 17/13/18 126 1T14564072 B04 17/13/18 I 110 I T14564056 I A10 17/13/18 127 I T14564073 I B05G 17/13/18 I 11 I T14564057 I A11 17/13/18 128 I T14564074 I C01 17/13/18 I 112 I T14564058 I Al2 17/13/18 129 I T14564075 I CO2 17/13/18 I 113 I T14564059 I A13 17/13/18 I30 I T14564076 I MV2 17/13/18 1 114 I T14564060 I A14 17/13/18 131 I T14564077 I MV4 17/13/18 I 115 IT14564061 IA15G 17/13/18 132 1T145640781MV6 17/13/18 I 116 iI T14564062 I A16 17/13/18 133 I T14564079 I MV7 17/13/18 I 117 II T14564063 I A17 17/13/18 134 I T14564080 I MV8 17/13/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. TrussiDesign Engineer's Name: Albani, Thomas 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 and that the designslcomply with ANSlfrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to'' MiTek. \ Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the loverall building design per ANSUTPi 1, Chapter 2. A. CEN;S No 3.9.38 ik 00V. 4�.N :cc Thomas A. Albanl PE NOW, Oc,,U A, ln'ai FL"OA06d 6904: Par)(6. East BIVd. lam jkt FL 33610 Date:. July 13,2018 Albani, Thomas 1 of 2 J36445 - J36445-Dave Golden Homes -Reed Res. Site Information: Customer Info: Dave Golden Homes Project Name: Reed Res. Model: L6t/Block: Subdivision: Address: Slash Pine Trail City: Ft. Pierce State: FL No. eal# FT14564081 Truss Name Date 35 IMV10 7/13/18 I36 IT14564082 I MV10A 17/13/18 13i7 IT14564083 I MV12 17/13/18 I 138 IT14564084 I MV14 17/13/18 I 13'9 IT14564085 I MV16 17/13/18 I 140 I T14564086 I ZCJ 1 17/13/18 I 141 IT14564087 I ZCJ1A I7/13/18 I 142 IT14564088 I ZCJ3 17/13/18 I 143 IT14564089 I ZCJ3A 17/13/18 144 IT14564090 I ZCJ5 17/13/18 145 IT14564091 I ZCJ5A 17/13/18 I I4,6 IT14564092 I ZEJ6G 17/13/18 I 141 IT14564093 I ZEJ7 17/13/18 I 148 IT14564094 I ZERA I7/13/18 I 149 IT14564095 I ZERT 17/13/18 I 15;0 I T14564096 I ZHJ7 17/13/18 1511 IT14564097IZHJ7A 17/13/18 I 152 IT14564098IZHJ7B 17/13/18 I 2 of 2 Job s Truss Truss Type Qty Ply Golden Homes -Reed Res. �J36445-Dave T14564049 J36445 I A03 Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:20 2018 Page 1 I D:YE5jAwrU u64TB gd P Dzn GdgyyX Wd-n8OwlMXB C ga6 H I H Qf T_S4sJJtF ROXI C F6f5wMOyyU_T 7-5-7 13-11-1 21-0-0 24-10-0 32-5-3 40-0-6 45-10-0 7-0- 7-5-7 6-5-10 7-0-15 3-10-0 7-7-3 7-7-3 5-9-10 2-8 Scale = 1:80.5 5x5 = 5x8 = 5.00 12 1 6x6 _ 4x6 = 4x8 = 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 0.86 Vert(LL) 0.57 17-18 >840 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.74 17-18 >648 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.34 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 232 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied. .1-17,12-14: 2x4 SP No.1 WEBS 1 Row at midpt 4-16, 9-13 WEBS 2x4 SP No.3 `Except` 9-13: 2x4 SP No.2, 9-12: 2x6 SP No.2 REACTIONS. (Ib/size) 12=2652/0-7-10, 1=1359/0-7-10, 10=-554/0-3-0 Max Horz 1=401(LC 6) Max Uplift 12=-1604(LC 8), 1=-853(LC 8), 10=-652(LC 13) Max Grav 12=2652(LC 1), 1=1359(LC 1), 10=240(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4550/2743, 2-4=-3682/2255, 4-5=-2644/1628, 5-6=2278/1530, 6-7=-2020/1298, 1 7-9=-1460/937,9-10=-1120/2036 BOT CHOfjD 1-18=-2406/4481, 17-18=-2407/4487, 16-17=-1784/9594, 15-16=-705/1810, 13-15=-583/1302, 12-13=-2059/1293, 10-12=-1808/1133 WEBS 2-17=873/616, 4-17=-158/456, 4-16=-1187/817, 5-16=363/722, 6-16=-411/988, 6-15=-260/171,7-15=-180/746,7-13=-853/622,9-13=-1858/3321,9-12=2164/1415 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Bearing at joint(s) 1 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) 12=1604', 1=853, 10=652. 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. A. No 39380 i-33 '/,OR ,IO N A �1��`. 11111 Thomas A. Albani PE No.39380 MIek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: II II\r 13 gf11 R ® 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 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 HppV I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� 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 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 * rl D Job y Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564048 J36445 A02 Roof Special 3 1 Job Reference o tional Last coast Tuss, I-.t. merce, t-L 04`J40 48 B-1-1 7-4-15 8-1-1 -"'- z.uu 11z ts.zzu s may z4 zuiu mi I ex mausines, Inc. hr1 JUI 13 1z:=iu zults rage 1 7-4-15 5-8-7 5-8-7 5-8-7 5-9-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft , Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.56 17-19 >861 240 TCDL 1 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.77 17-19 >626 180 BCLL - 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.33 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS 12 4x6 = 6x6 = 45.8-8 45- PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 231 lb FT = 0% LUMBER-1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 1-18,12-15: 2x4 SP No.1 WEBS 1 Row at midpt 2-17, 6-16, 9-13 WEBS 2x4 SP No.3 `Except` 9-13: 2x4 SP No.2, 9-12: 2x6 SP No.2 REACTIONS. (lb/size) 12=2816/0-7-10, 1=1338/0-7-10, 10=-698/0-3-0 Max Horz 1=-436(LC 6) Max Uplift 12=-1823(LC 8), 1=-841(LC 8), 10=-908(LC 13) Max Grav 12=2816(LC 1), 1=1344(LC 13), 10=195(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4515/2676, 2-4=-3380/2059, 4-5=-2538/1590, 5-6=-1925/1264, 6-7=-1744/1148 7-9=-892/544, 9-10=-1317/2469 BOT CHORD 1-19=-2338/4476, 17-19=-2339/4477, 16-17=-1573/3365, 14-16=-656/1590, 13-14=-232/730, 12-13=-2436/1481, 10-12=-2200/1312 WEBS 2-19=0/295, 2-17=1101/759, 4-17=-189/448, 4-16=1066/757, 5-16=-824/1459, 6-16=327/457, 6-14=-458/325, 7-14=-469/1134, 7-13=-1141/735, 9-13=-1726/3117, 9-12=-2269/1464 `,,111111111111', NOTES- P S A. � �� q 1) Unbalanced live loads have been for this design. �` • G E N • • •.'9 '� roof considered �� S� •'. v� �� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=54ft; L=46ft; eave=6ft; Cat.�•�'\ 11; Exp Cj Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch right N O 39380 exposed Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 : F : � �� - will fit be}ween the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing 1 �� "� �• Q:•� at joint(s) considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify of �� 41 R ` � capacity bearing surface, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) AL `� 12=1823;1=841,10=908. ��I11111111��` 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. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: AWARNING - 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 M iTek' is always �equired 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 JUIy 13,zu it Job s Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564047 J36445 A01 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8-1-1 7-4-15 48 5.00 12 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:18 2018 Page 1 I D:YE5jAwrUu64TBgdPDznGdgyyXWd-rmHAKgWNhDK02?72X3y_?REzUSkF30lyfLcgH7yyU_V 7-4-15 5-8-7 5-8-7 5-8-7 5-9-10 ,.uu 114 -_.- 11 6x6 = Scale = 1:77A 4x6 = 8-1-1 15-6-1 20�-0 28-7-7 34-3-15 40-0-6 40 -3 45.8-8 45- -0 8-1-1 7-4-15 4-9-15 8-3-7 5-8-7 5-6-7 0 - 3 5-4.5 0- -8 Plate Offsets (X,Y)— f1:0-0-10.Edoel I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.57 16-18 >849 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.77 16-18 >626 180 M18SHS 244/190 BCLL .0.0 ` Rep Stress Incr YES WB 0.75 Horz(CT) 0.33 11 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -AS Weight: 229 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 1-17,11-14: 2x4 SP No.1 WEBS 1 Row at midpt 2-16, 6-15, 9-12 WEBS 2x4 SP No.3 *Except* 9-12: 2x4 SP No.2, 9-11: 2x6 SP No.2 REACTIONS. (lb/size) 11=2823/0-7-10, 1=1338/0-7-10, 10=-770/0-3-0 Max Horz 1=419(LC 7)' Max Uplift 11=-1861(LC 8), 1=-838(LC 8), 10=-928(LC 13) Max Grav 11=2823(LC 1), 1=1345(LC 13), 10=331(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4511/2693, 2-4=-3375/2078, 4-5=2538/1609, 5-6=1925/1277, 6-7=-1743/1148 1 7-9=-890/526, 9-1 0=-1 368/2454 BOT CHORD 1-18=-2401/4459, 16-18=-2402/4460, 15-16=-1637/3348, 13-15=-704/1590, 12-13=-261/732, 11-12=-2433/1481, 10-11=2198/1309 WEBS 2-18=0/295, 2-16=-11011758, 4-16=189/448, 4-15=-10661757, 5-15=837/1456, 6-15=-325/453, 6-13=458/336, 7-13=-489/1130, 7-12=11401749, 9-12=175513112, 9-11=-2272/1493 NOTES- ``t1%t1111111///,'I q 1) Unbalanced roof live loads have been considered for this design. %% . ,��` .•.�!✓ E•N S+'•.'92�i� �' F �' 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 6=54ft; L=46ft; eave=6ft; Cat. '• II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right No 39380 exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 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 ' -0 i -10 will fit betYveen the bottom chard and any other members, with BCDL = 10.Opsf. 7) Bearing 1 i 0 Q:•• at joint(s) considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify (� .• Q �� 's F; capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Ut=lb) .0 `�� j� S/O �` ,�% 11=1861, 1=838, 10=928. I��ONA1 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. Thomas A. Albanl PE No.39380 Mrrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Julv 13 2018 i ® 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 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 iTek" is always rkquired 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 ANSI/TPIt 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 1 Truss Truss Type Qty Ply Golden Homes -Reed Res.T14564050 L6445-Dave J36445 A04 Hip 1 1b Reference o tional East Coast l russ, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:21 2018 Page 1 3x8 6-9-7 6-1-5 6-1-5 7-10-0 6-8-11 7-0-4 6-9-7 12-10-11 19-0-0 0-0 wnr— i.ru.c N f�! N 9 3x6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 10.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 _ CSI. TC 0.84 BC 0.85 WB 0.91 Matrix -AS DEFL. in (loc) I/deft Ud Vert(LL) 0.67 15-16 >720 240 Vert(CT) -0.85 15-16 >570 180 Horz(CT) 0.44 9 n/a n/a PLATES MT20 M18SHS Weight: 215 lb GRIP 244/190 2441190 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 8-10 1-14,9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 9=1493/0-6-9, 1=1493/0-7-10 Max Horz 1=427(LC 7) Max Uplift 9=-932(LC 8), 1=-930(LC 8) FORCES. �(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5067/3113, 2-4=-4354/2692, 4-5=-3413/2131, 5-6=-3212/2078, 6-7=2647/1696, 1 7-8=-2382/1495,8-9=-14381948 BOT CHORD 1-16=-2824/4915, 15-16=-2829/4925, 13-15=-2287/4167, 12-13--1607/3151, 11 -1 2=-1 196/2418, 10-11 =-1 190/2177 WEBS 2-15=-751/538, 4-15=-134/406, 4-13=-10791724, 5-13=-337/620, 5-12=-128/437, 6-12=545/1187, 7-11 =-1 39/412, 7-10=-582/453, 8-1 0=-1 175/2068 I IAI NOTES- 1) Unbalanced live loads have been for this design. ,,``,`�P S . ��` roof considered 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. %% ,'%,` '•\G E N S •'•, II; Exp C;I Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. NO 39380 4) All plateslare 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 10.0 bottom live load live loads. + a psf chord nonconcurrent with any other 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 i 44,/ will fit between the bottom chord and any other members. 8) Bearing at joint(s) 9, 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �01'�� Q.•� capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) f; , ,�� / • •�\ �% I'll N A 1- �0 9=932, 1=930. !/O 10 This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the to chord and 1/2" sum 9 q 9 PP Y P 9YP sheetrock be applied directly to the bottom chord. Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ® 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 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication( storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job y Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564051 J36445 A05 Hip 1 1 Job Reference (optional) East Coast Tjuss, Ft. Pierce, FL 34946 6-1-7 5-5-5 5-5-5 3x8 5x8 = 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:22 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-jXWg92ZRkRggXcRpmulw9HOiy36 ?ClYayalQuyyU R 5-11-0 5-11-0 5-8-11 6-0-3 3x4 = 5x5 = 5 21 6 Scale = 1:68.7 6-1-7 11-6-11 17-0-0 20-0-0 28-10-0 34-6-12 40-6-15 6-1-7 5 5-5 5-55 3-4-0 8 6-0 5-8-11 6-0.3 Plate Offsets (X,Y)- 11:0-0-7,Edgel. 14:0-5-12.0-2-81 i LOADING (,PST) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.70 14-16 >691 240 MT20 244/190 TCDL, 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.90 14-16 >540 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.48 9 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 214 lb FT = 0% LUMBER- I 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. 1-15,9-12: 2x4 SP No.1 WEBS 1 Row at midpt 5-11 WEBS 2x4 SP No.3 *Except* 8-9: 2x6 SP No.2 REACTIONS. (lb/size) 1=1493/0-7-10, 9=1493/0-6-9 Max Horz 1=390(LC 7) Max Uplift 1=-930(LC 8), 9=-932(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5055/3121, 2-3=-4512/2803, 3-4=-3691/2308, 4-5=-3902/2458, 5-6=2403/1628, 6-7=-2646/1689, 7-8=-2207/1398, 8-9=-1440/943 BOT CHORD 1-17=-2837/4876, 16-17=-2843/4889, 14-16=-2418/4306, 13-14=-1813/3419, 11-13=-1899/3534, 10-11=-1113/2023 WEBS 2-16=-576/421, 3-16=-107/356, 3-14=-963/646, 4-14=-307/558, 4-13=-399/851, 5-13=-322/870, 5-11=-1491/878, 6-11=362/696, 7-11=207/545, 7-10=-686/490, 8-10=-1131/1958 NOTES. ,`,�t,�PS� A ,q 4 �� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. ��" �` .'�\Ci E N S ••.; 9,�,�� II; Exp C 1 Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber ��,`�` '• �' F �� DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. NO 39380 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 10.0 bottom + a psf 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 ! : -33 ' •' will fit between the bottom chord and any other members. 8) Bearing at joint(s) 1, 9 considers parallel to grain value using ANSIrrPI 1 angle to formula. Building designer should i �:/ grain verify of �F 0R1�'�•�% capacity 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) � \!� � ��j ,S/ • • • • • •�,v �� ,,,0 N A"i 1=930, 91 932. 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. Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Julv 13.2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HV ff building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi 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 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, Alexandra, VA 22314. Tampa, FL 36610 Job i Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564052 J36445 A06 Hip 1 1 Job Reference a tional casr wart r russ, rr. rrerce, rL J4Uga 5-5-7 10-2-11 5-5-7 4-9-5 5.00 12 2x4 r; \ u 2 I _ 1 0 3x8 18 3x4 u.zzu s may z4 zulij MI i ex 1naUSlrles, Inc. rn Jul 13 1z:33:z3 zuits rage 1 I D:YE5jAwrUu64TBgdPDznGdgyyXWd-Bj43NOa3VIyg8m07KcY9iUxssTSgkf1 hpcJayKyyU_Q 15-0-0 20-4-0 1: 7-0 30-10-0 35-6-12 401-15 4-9-5 5-4-0 53-0 5-3-0 r 4-8-11 5-0-3 Scale = 1:68.7 5x8 = 2x4 II 3x4 = 5x6 = 4 5 6 22 7 3xq 5- 3x4 3 8 4x8 9 15 17 16 7x8 = 14 13 3x8 M18SHS = 4x6 = 12 3x4 =2.00 12 3x4 = 3x4 = 11 % 4x4 = 10 3x6 11 25-7-0 30-10-0 Plate Vttsets (X.Y)— 11:U-U-/ Edgel 14:0-5-12 0-2-81. 17:0-5-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.84 15-16 >573 240 MT20 244/190 TCDL 1 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -1.05 15.16 >460 180 M18SHS 244/190 BCLL 0.0 10.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.54 10 n/a n/a BCDL Code FBC2017/TP12014 Matrix -AS Weight: 214 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.1 'Except' BOT CHORD Rigid ceiling directly applied. 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 9-10: 2x6 SP No.2 REACTIONS. (lb/size) 1=1493/0-7-10, 10=1493/0-6-9 Max Horz 1=353(LC 7) Max Uplift 1=-930(LC 8), 10=-932(LC 8) FORCES. ;(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5070/3181, 2-3=-4821/2980, 3-4=-3997/2489, 4-5=-5022/3140, 5-6=5022/3140, 6-7=-3639/2350, 7-8=-2562/1653, 8-9=1997/1271, 9-1 0=-1 4481936 BOT CHORD 1-18=-2900/4852, 16-18=-2543/4378, 15-16=-2026/3710, 14-15=-2021/3694, 12-14=-1229/2348,11-12=-1007/1832 WEBS 2-18=-272/304, 3-18=-122/404, 3-16=-754/552, 4-16=-261/542, 4-15=901/1568, 5-15=286/271,6-15=-911/1619, 6-14=-1095/738, 7-14=-972/1659, 7-12=313/207, 8-12=-285/654,8-11=-776/538,9-11=-1061/1833 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C;J Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) All plate 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) Bearing at joint(s) 1, 10 considers parallel to grain value using ANSI/fPI 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) 1=930, 10=932. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroi k be applied directly to the bottom chord. ,,`,`` PSIIAII/q��`,,' % 0•• J��`r •' \G EN No 39380 Jo N 111A11 Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTeM 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 piTe 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 J36445-Dave Golden Homes -Reed Res. T14564053 J36445 A07 Roof Special 1 1 I Job Reference o tional tast 4,0ast I fuss, rt. rietce, rL owafro 5 3-11 9-11-10 17-10-8 22-6-8 27-2-8 , 32-3.0 3 12 4 40-10-2 44 8 0 5-3-11 4-7-15 7-11-14 4 3-1� 4-7-14 3-9-14 Scale = 1:81.3 22 - 2.00112 16 15 14 13 3x6 — 5x10 = 2x4 II 3x4 = 5x5 = 9-7-13 9-11,10 17-10-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.70 BC 0.54 WB 0.71 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d 0.50 22-25 >240 240 0.44 22-25 >273 180 0.12 13 n/a n/a PLATES GRIP MT20 2441190 Weight: 287 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.1 'Except` BOT CHORD Rigid ceiling directly applied. Except: 10-15: 2x4 SP No.2 10-0-0 oc bracing: 15-17 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-21, 7-21, 10-18, 11-13 4-22,12-13: 2x6 SP No.2 I REACTIONS. (Iv/size) 22=2156/0-7-10, 13=1179/0-5-8, 2=42/0-3-0 Max Horz 2=334(LC 7) Max Uplift 22=-1645(LC 8), 13=-711(LC 8), 2-250(LC 7) Max Grav 22=2156(LC 1), 13=1218(LC 14), 2=90(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-384/802, 34=685/1077, 4-6=-997/571, 6-7=-847/610, 7-8=-1989/1309, J 8-9=-1941/1288,9-10=-1501/1020,10-11=-1431/896 BOT CHORD 2-22=-772/115, 21-22=-963/617, 19-21=-836/1546, 18-19=-1158/2092, 17-18=-707/1302, 10-17=-321/275, 13-14=-372/650 WEBS 3-22=-3531459, 4-22=-1800/1182, 4-21 =-1 088/1910, 7-21 =-1 003/658, 7-19=-443/798, 8-19=-535/398, 8-18=-572/397, 9-18=-658/1084, 11-17=-474/917, 11-14=351/250, 11 -1 3=-1 225/698, 14-17=-4101791 `,A1PS1 Al1q� ' e NOTES- I 1) Unbalanced roof live loads have been considered for this design. �� O # •'�\ G E N S �'•, 9/jj �j ,� ,<� •� �' F i 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. �� II; Exp C;IEncl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left exposed; No 39380 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 20.6psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i -33 '. 441 Z will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Q.• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) j Q �j,\ R , 22=1645 13=711, 2=250. 8) This truss design that 7/16" be directly to the top 1/2" -C1 •.0 . • `�? �O requires a minimum of structural wood sheathing applied chord and gypsum sheetrock be applied directly to the bottom chord. �� N I�fil l t 111111, Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design val!d 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 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 Qly Ply J36445-Dave Golden Homes -Reed Res. T14564054 J36445 A08 Roof Special 1 1 I Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 4-7-15 4-11-7 4-11-7 r— 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:26 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-clmB?PcxogLF?Dka?k5sK7ZRAgVhx?L8VaYFZfyyU_N 8 9.2.8 3 4 - -e 36.2.4 4No 2 8.0 I 4-8-0 -1-8 3-10.0 2-0-4 4.7-14 3-9.14 Scale = 1:82.3 l or rn m 4 M 24 2.00 12 18 17 16 15 3x6 — 5x10 = 2x4 II 3x8 = 3x6 II LOADING I(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 110.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.49 BC 0.71 WB 0.77 Matrix -AS DEFL. in (loc) I/deft Ud Vert(LL) 0.49 24-27 >246 240 Vert(CT) 0.43 24-27 >276 180 Horz(CT) 0.12 15 n/a n/a PLATES GRIP MT20 244/190 Weight: 302 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly applied. Except: 12-17: 2x4 SP No.2 10-0-0 oc bracing: 17-19 WEBS 2x4 SP No.3 'Except' WEBS 1 Row at midpt 6-24. 8-23 4-24,14-15: 2x6 SP No.2 REACTIONS. (lb/size) 24=2107/0-7-10, 15=1190/0-5-8, 2=80/0-3-0 Max Horz 2=317(LC 8) Max Uplift 24=-1616(LC 8), 15=-718(LC 8), 2=-256(LC 7) Max Grav 24=2107(LC 1), 15=1211(LC 14), 2=113(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-308/664, 3-4=-665/977, 4-6=-560/957, 6-7=-1201/751, 7-8=-1087/745, 8-9=-1877/1268, 9-10=-1940/1318, 10-11=-1735/1200, 11-12=-1482/1015, 12-13=-1398/906, 13-14=-745/462, 14-15=-1170/722 BOT CHORD 2-24=-682/40, 23-24=-258/615, 21-23=-851/1578, 20-21=-720/1356, 19-20=-703/1262, 12-19=-347/240 WEBS 3-24=-409/540, 4-24=-325/270, 6-24=-2084/1291, 6-23=346/826, 7-23=55/270, 365/754, 81 I q,11111 3-19 —4715880, 13-16=81107/712, 1416 —5 5/1 06, 16 1425/736 A. NOTES- � .\• G E /�SF ••'•,'92�i �'••. �� 1) Unbalanced roof live loads have been considered for this design. '� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. NO 39380 11; Exp Cs Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; parch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. — 4) Plates checked for a plus or minus 0 degree rotation about its center. ' -10 • � 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i - E F ; 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 00. 40� will fit be itween the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical truss to bearing �i�'�(•�• ,� Q Q;•• `�� j``s ' R ` connection (by others) of plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) • `�? �% • •� ��\ */I 24=161fi„ 15=718, 2=256. lS� 111,�O N A� 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. Thomas A. Alban[ PE No.39380 MIek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING - Verity 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 p mybuilding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing f iTek� is always,required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke EBlvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, rkrk 3ast East Job y Truss Truss Type City Ply J36445-Dave Golden Homes -Reed Res. T14564055 J36445 A09 Hip 1 1 � Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:27 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-4UJZDIdaZ_T6dNJnZSc5sK5ZB4wlgSkHjEHo56yyU_M 1-2- 5.3-11 9-11-10 14-5-13 19-0-0 24-8-11 30-5-5 36-2-0 36- -4 40-10-2 44-8-0 -2-8 5-0-11 4-7115 4.6-3 4-6-3 5-8-11 5-8-11 5-8-11 0- -4 4-7-14 3-9-14 Scale = 1:79.9 i 5.00 12 5xB = 3x4 = 2x4 II 5x5 =2x4 II 7 8 2728 9 10 11 24-8-11 29-8-0 36-2-4 37-2-4 40-10-2 44-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.67 BC 0.45 WB 0.76 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.49 23-26 >242 240 0.44 23-26 >272 180 0.12 14 n/a n/a PLATES GRIP MT20 244/190 Weight: 291 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.1 'Except* BOT CHORD Rigid ceiling directly applied. Except: 11-16: 2x4 SP No.2 10-0-0 oc bracing: 16-18 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at ini 6-23 4-23,13-14: 2x6 SP No.2 REACTIONS. (lb/size) 23=2149/0-7-10, 14=1180/0-5-8, 2=48/0-3-0 Max Horz 2=317(LC 8) Max Uplift 23=-1638(LC 8), 14=-713(LC 8), 2=269(LC 7) Max Grav 23=2149(LC 1), 14=1204(LC 14), 2=70(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-352/730, 3-4=-708/1049, 4-6=607/1026, 6-7=-1088/683, 7-8=-1597/1111, 8-9=-1985/1320,9-10=-2040/1373,10-11=-1372/918,11-12=-1379/882,12-13=-741/459, 13-14=-1164/717 BOT CHORD 2-23=-740/81, 22-23=-178/455, 20-22=-472/1046, 19-20=-915/1638, 18-19=-717/1300 WEBS 3-23=-412/539, 4-23=-311/257, 6-23=-2068/1278, 6-22=-410/876, 7-22=-538/417, 7-20=-613/970, 8-20=-707/507, 8-19=-287/555, 9-19=-321/311, 10-19=-565/978, 12-18=445/865, 12-15=11061695, 13-15=-581/1003, 15-18=-413/781, 10-18=-356/252 111111 `tt,PS1 NOTES- i, 1) Unbalanced roof live loads have been for this design. E N S'••'9�j, �� considered �� `�( �G 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp Cj Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; left exposed;7 porch Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. No 39380 4) Plates checked for a plus or minus 0 degree rotation about its center. -chord 5) This truss has been designed for a 10.0 psf bottom 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 i -33 •, 44/ - will fit beeen the bottom chord and any other members, with BCDL = 10.Opsf. 7) mechanical ��'IN p.•• Provide connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ct=lb) �� Q '•.0 � 23=16381, 14=713, 2=269. �j� R ss/ •�` 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum �� fI,I10 N Al sheetrock be applied directly to the bottom chord. 1��,, Thomas A. Alban[ PE No.39380 MITek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ®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 my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" 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 Infl rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 u Job 1 Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564056 J36445 A10 Hip 1 1 I Job Reference (optional) oast l Uast 1 iu—, rl. rleree, rL 04W40 6.44U 5 May 44 LV 16 Wit I eR muu5irle5, mc. rn Jul lJ 1L:JS:zu LVIn rage -i ID:YE5jAwrUu64TBgdPDznGdgyyXWd-YhtyQ5eCKHbzFXuz797KPYejgUE3PttRyulLeYyyU_L �1 0 5-3-11 4-7-15 7-M 5-11-11 6-8-5 4-2-2 ' 2-4-2 '1-11-12' 3-OA 3-5-12 Scale = 1:78.5 5.00 12 5x8 = 3x4 = 3x4 = 2x4 II 3x6 = 6x6 = ' 6 7 28 8 g 10 11 voe ,� 24 - 2.00112 17 16 15 14 3x6 — 5x10 = 2x4 II 3x8 = 3x6 II 1 29-8-0 33-10-2 , 36-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defj Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.49 24-27 >246 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.43 24-27 >280 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.13 14 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 282 lb FT = 0% LUMBER- i BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied. Except: 11-16: 2x4 SP No.2 10-0-0 oc bracing: 16-18 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-23 4-24,13-14: 2x6 SP No.2 REACTION. (lb/size) 24=2278/0-7-10, 14=1163/0-5-8, 2=-50/0-3-0 Max Horz 2=317(LC 8) Max Uplift 24=-1712(LC 8). 14=-693(LC 8), 2=-325(LC 7) FORCES. 1(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-509/943, 3-4=-829/1216, 4-6=-744/423, 6-7=-1545/1038, 7-8=-2339/1507, 8-10=-2339/1507, 10-11=-1792/1179, 11-12=1295/831, 12-13=670/417, 13-14=-11241695 BOT CHORD 2-24=-869/230, 23-24=-1201/759, 22-23=-302/636, 20-22=-894/1576, 19-20=-103511824, 18-19=-647/1182,11-18=-382/272 WEBS 3-24=-378/485, 4-24=-1747/1209, 4-23=-1127/1917, 6-23=-875/663, 6-22=-762/1262, 7-22=-834/609, 7-20=-541/916, 8-20=-301/294, 10-20=-446/758, 13-15=-560/971, 12-15=-1108/691, 15-18=-382/683, 12-18=473/911, 11-19=-551/925, 10-19=725/504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS'CE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C;I Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24=1712114=693,2=325. 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. ``o PSiA��A��1,0, No 39380 ">] / ; X z Thomas A. Albanl PE N0.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-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 ivi iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalionj 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 J36445-Dave Golden Homes -Reed Res. T14564057 J36445 A11 Hip 1 1 Job Reference o tional Cast coast russ, rt. rierce, rL o14a140 1-2 5-3-11 9-11-10 15-0-( 1-2-8 5-3-11 4-7-15 5-0-6 I r; u5 1`1 0 4-11-13 B.LLV 5 May L9 LU I0 IVu I ex mt1U51rteS, Inc. rn Jut 13 1L:33:37 zuits rage 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-yGZ427g4dCzY67dYoHh11 AGHshCfcE_tesFOEtyyU_I ?4-9-14 29-1-8 29 Br0 33 6-0 36-2 , 40-2-0 44 8-0 4-10-1 4-3-10 0.6-8 3-10-0 2-8-44 3-11-12 4-6-0 Scale = 1:78.5 2x4 11 5x8 = 5x8 = 3x4 = 3x4 = 3x6 = 3x4 —_ 2x4 II 5 6 7 29 8 9 10 11 12 25 24 4X4 = z.uu112 17 16 15 14 3x61 = 5x10 = 2x4 II 3x8 = 3x6 II 1-10. 15-0-0 19-11-13 24-9-14 29-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.29 19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.41 18-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.17 14 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS I Weight: 277 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: 11-16: 2x4 SP No.3 10-0-0 oc bracing: 16-18 WEBS 2x4 SP No.3 *Except* 4-24,13-14: 2x6 SP No.2 REACTIONS. All bearings 3-7-10 except Qt=length) 14=0-5-8, 2=0-3-0, 25=0-3-8. (lb) - Max Horz 2=317(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 24=-1618(LC 8), 14=-667(LC 8), 2=-465(LC 18), 25=-150(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 2, 25 except 24=2427(LC 1), 24=2427(LC 1). 14=1101(LC 1) FORCES. I(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-855/1455, 3-4=-1145/1708, 5-6=-985/678, 6-7=-1890/1232, 7-8=-2701/1707, 8-10=-2701/1707, 10-11=-1429/929, 11-12=-1407/921, 12-13=-769/487, 13-14=-1055/677 BOT CHORD 2-25=-1319/566, 24-25=-1319/566, 23-24=-1673/1060, 20-22=-579/1006, 19-20=-1140/1924,18-19=-1268/2104 WEBS 3-24=-396/442,4-24=-1920/1323,4-23=-1195/1945,5-23=-1169/811,5-22=828/1358, 7-20=-773/555, 7-19=-560/956, 10-19=-446/817, 15-18=-430/809, 12-18=797/1383, 12-15=-1069/670, 13-15=-527/918, 10-18=-953/640, 6-22=-994/694, 6-20=-706/1152 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl.; GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1618 lb uplift at joint 24, 667 lb uplift at joint 14, 465 lb uplift at joint 2 and 150 lb uplift at joint 25. 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. No 39380 13 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 WOW 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, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T145640513 J36445 Al2 Hip 1 1 Job Reference (optional) Last coast ilruss, ri. tierce, rL 54U41) 6-9-14 6-2-2 6-7-15 d.ZZU s May L4 LUl6 MI I eK industries, Inc. r❑ Jul 73 12:33:3'L 2U76 Page 1 �:YE5jAwrU u64TB qd P DznGdgyyXWd-RS7S GShiO W5 Pk8 C kM?CGZOpQ95XN Lg WOtW 7ZnJyyU_H 26-2-1 32-10-0 40-6-15 5x8 = 2x4 II G nn F1 _9 3 19 4 6-6-3 6-7-15 7-8-15 3x4 = 5x8 = 20 5 21 6 Scale = 1:68.8 15 14 1' 12 11 lU 9 8 3x6 2x4 II 3x4 = 4x6 = 3x8 = 3x4 = 4x6 = 4x4 = 3x6 II =� , 1 6-9-14 13-0-0 19-7-15 26-2-1 32-10-0 40-6-15 6-9-14 6-2-2 6 7-15 6 6 3 6-7-15 7-8-15 Plate Offsets (X.Y)— f3:0-5-12.0-2-81.f6:0-5-12 0-2-81 I 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 0.59 Vert(LL) 0.37 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.47 12-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 220 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 7-8: 2x6 SP No.2 REACTIONS. (lb/size) 1=1493/0-7-10, 8=1493/0-6-9 Max Horz 1=314(LC 7) Max Uplift 1=-930(LC 8), 8=932(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3320/2074, 2-3=-2708/1753, 3-4=-2802/1910, 4-5=2802/1910, 5-6=-2558/1757, 6-7=1955/1256, 7-8=-1415/951 BOT CHORD 1-15=-1843/3069, 14-15=-1843/3069, 12-14=-1380/2446, 11-12=-1452/2558, 9-11=-926/1720 WEBS 2-15=0/264, 2-14=-754/514, 3-14=-174/452, 3-12=-291/605, 4-12=-378/354, 5-12=-200/366, 5-11 =-605/467, 6-11=-680/1152, 6-9=-339/317, 7-9=928/1666 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 7-9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C 1 Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 930 lb uplift at joint 1 and 932 lb uplift at joint 8. 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. �` QO. 4� �`,'��•'�,�G E N `SF•'9�i�'� No 39380 i 0•• _-y-� • �� 0%%% ,O ll, It Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: i, dv 1 4 7r11 R A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711-7473 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 verity the applicability of design parameters and property incorporate this design into the overall HT ff 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 fabrication4 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 6 Job t Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564059 J36445 A13 Hip 1 1 Job Reference o tional test coast i1russ, ri. rierce, rL a4tIg0 5-5-13 5-6-3 5.00 12 6-OF 5x8 = 3x6 = 4 27 28 5 b.zzu s May z4 zuiu wit I eK maustnes, mc. rri jut 16 1Z:33:33 zuitf rage 1 I D:YE5jAwrUu64TBgdPDznGdgyyXWd-vehrTohK9gDGLlmwvijV6bLaXVvt46pA6Ak6JIyyV_G 22-11-0 28-9-10 34-10-0 40-4-3 45-10-0 5-10-10 5-10-10 6-0-6 5-6-3 5-5-13 2x4 II 3x6 = 3x6 = 5x8 — 6 7 8 29 9 Scale = 1:79.0 20 19 18 17 16 15 14 13 12 4x6'-- 3x6 11 4x10 = 4x6 = 3x8 = 3x6 _ 4x10 = 3x6 11 4x6 ' _ 3x6 = 4x6 = 5-5-13 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.40 16-17 >999 240 ' MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.50 16.17 >960 180 BCLL 0.0 • Rep Stress Incr YES WB 0.98 Horz(CT) 0.12 12 n/a n/a BCDL. 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 242 lb FT=0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 `Except' WEBS 3-20,10-12: 2x6 SP No.2 REACTIONS. (lb/size) 2=1464/0-7-10, 12=2487/0-7-10, 11=-494/0-3-0 Max Horz 2=218(LC 7) / Max Uplift 2=975(1_C 8), 12=-1673(LC 8), l l=-588(LC 13) Max Grav 2=1464(LC 1), 12=2487(LC 1). 11=193(LC 8) FORCES. ;(Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3146/1939, 3-4=-2635/1684, 4-5=-2865/1919, 5-6=-2759/1852, 6-8=2759/1852, 8-9=-2114/1454,9-10=-1019/677,10-11=-988/1698 BOT CHORD 2-20=-1710/2891, 19-20=-1710/2891, 17-19=-1340/2388, 16-17=-164112865, 15-16=-1176/2114, 13-15=-379/851, 12-13=-1503/961, 11-12=-1503/961 WEBS 3-19=615/404, 4-19=-124/385,4-17=-380/726, 5-17=-326/268,6-16=-308/298, 8-16=-506/835, 8-15=-865/639, 9-15=-100411620, 9-13=879/623, 10-13=-1469/2573, 10-12=2322/1539 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 9-15. 10-13 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; ILumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 975 lb uplift at joint 2, 1673 lb uplift at joint 12 and 588 lb uplift at joint 11. 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. ♦`♦�,,,PS' l A. A��i ♦` 0 No 39380 O% Al ra •w�: 1 0 N A,111*4 ��,♦. Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Julv 13-201S ® 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 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 properly damage. For general guidance regarding the fabrication (storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job , Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564060 J36445 A14 Hip 1 1 I Job Reference (optional) East Coast Tmss, Ft. Pierce, FL'34945 1-2 I 5-5-13 9-0-0 16-0-6 -2- 5-5-13 3 6-3 7-0-6 0 1 2 5x10 = = 5.00 12 3x6 4 26 5 27 6.zzu 9 may z4 zu18 MI I eK mausines, Inc. Fn iui 13 1z:33:34 zultr rage 1 'BgdPDznGdgyyXWd-NrFDh8izv7L7zSL7TQEkepukvuElpaBJKgUgrCyyU_F 1 36-10-0 1 40-4-3 I 45-10-0 47-0-@ 6-10-10 6-10-10 2x4 II 3x6 = 3x6 = 6 7 28 8 29 7-0-6 3-6-3 5-5-13 5x10 = 9 Scale = 1:79.0 4x6 'i 4X11 3 10 Ba 0 4x6 = kFA 19 18 17 16 15 14 13 3x6 II 3x8 = 5x8 = 3x8 = 5x8 = 3x8 = 3x6 I 46 = 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 0.76 Vert(LL) 0.51 16-17 >945 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.65 16-17 >745 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.11 13 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 235 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 "Except` WEBS 1 Row at midpt 9-15 3-19,10-13: 2x6 SP No.2, 3-18,10-14: 2x4 SP No.2 REACTIONS. (lb/size) 2=1420/0-7-10, 13=2850/0-7-10, 11=-748/0-3-0 Max Horz 2=187(LC 7) Max Uplift 2=-950(LC 8), 13=-1870(LC 8), 11=891(LC 17) Max Grav 2=1420(LC 1), 13=2850(LC 1), 11=263(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3008/1859, 3-4=-2685/1725, 4-5=-3281/2163, 5-6=-3113/2060, 6-8=-3113/2060, I 8-9=-2043/1403,10-11=-1468/2547 BOTCHO ID 2-19=1584/2731, 18-19=-1584/2731, 17-1 8=1 363/2459, 16-17=-1891/3283, 15-16=-1135/2051, 13-14=-2291/1459, 11-13=-2291/1459 WEBS 3-18=-411/266, 4-18=-114/357, 4-17=-597/1036, 5-17=-354/329, 6-16=-356/343, 8-16=-743/1220, 8-15=-994/750, 9-15=-1489/2384, 9-14=-1375/909, 10-14=-1554/2719, 10-13=-2698/1705 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 950 lb uplift at joint 2, 1870 lb uplift at joint 13 nd 891 lb uplift at joint 11. 8) This trust design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrocbe applied directly to the bottom chord. `,A. `r,r,llllll//j��, No 39380 ' X: Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not pal • 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 p iTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricatiorl, 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 t Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564061 J36445 A15G Hip Girder 1 2 Job Reference (optional) Iasi L oast T russ, t't. VlerCe, I-L39y40 o.LLV s Ivwy— cv. cani.rt uiuuau,.o,uw." I--IG.JJ cVio ray.i +i 5-5-13 '1-6-3' 54-13 5-3-1 5-3-1 5-3-1 5-3-1 541-13 '1-6-3' 5-5-13 1-2-8' Scale = 1:78.7 I 3x6 = 46 = 5.00 12 4.8 �5x8 = 3x6 = 46 = 2x4 II 3x6 = 3x6 = 5x8 =4x8 3 4 32 33 5 3435 36 637 7 38 8 39 9 10 40 41 42 43 11 44 45 12 13 26 25 46 47 2448 49 23 22 50 51 52 21 53 54 20 19 55 56 57 18 58 59 17 16 46 = 3x10 II 5x5 = 6x6 = 08 = 4x4 = 5x5 = 04 = 4x6 = 4x4 = 44 = 6x6 = 3x10 II LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.78 21-22 >624 240 TCDL 17.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.04 21-22 >465 180 BCLL 10.0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.14 14 n/a n/a BCDL p.0 Code FBC2017rrP12014 Matrix -MS LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD i 4-7,9-12: 2x4 SP No.1 BOT CHORD BOT CHORi 2x6 SP No.2 `Except` 19-23: 2x6 SP SS WEBS 2x4 SP No.3 `Except* 3-26,13-16: 2x8 SP DSS 4-24,5-22,6-21,10-21,11-20,12-18: 2x4 SP No.2 REACTIONS. (lb/size) 2=3100/0-7-10, 16=3724/0-7-10, 14=-0/0-3-0 Max Horz 2=-153(LC 6) Max Uplift 2=-2001(LC 8), 16=-5155(LC 8), 14=REL Max Grav, 2=3188(LC 36), 16=3724(LC 1). 14=1830(LC 8) FORCES. I(lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7637/4638, 3-4=-7573/4661, 4-5=-10141/6067, 5-6=-11633/6612, 6-8=-11473/5997, 8-1 0=-1 1473/5997, 10-11=-9875/4328, 11-12=-6620/1500, 12-13=-2620/0, 13-14=-5480/634 BOT CHORD 2-26=-4143/7110, 25-26=-4143/7110, 24-25=-4121/7094, 22-24=-5841/10202, 21-22=-6386/11693, 20-21=-4102/9935, 18-20=-1297/6680, 17-18=0/2821, 16-17=-538/5174,14-16=-538/5174 WEBS 3-25=458/450, 4-25=-415/819, 4-24=-1949/3521, 5-24=-14331943, 5-22=621/1703, 6-22=502/264, 6-21=-230/701, 8-21=-592/615, 10-21=-1903/1863, 10-20=-1480/1510. 11-20=-3225/3740, 11-18=2425/2207, 12-18=-4639/5611, 12-17=-2414/3541, 13-17=-4245/3259, 13-16=3651/4724 PLATES GRIP MT20 244/190 Weight: 552 lb FT = 0% Structural wood sheathing directly applied or 2-11-1 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- , 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x8 - 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 (6), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=61t; Cat. 11; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right exposed;i 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 ♦,,`,`�nnPS�A No 39380 o FS .p R \ O,. ;♦� A1 EEC � ♦ 1000 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® I WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, notj a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall iA'�` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing A Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rLiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infbrmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job . Truss Truss Type City Ply J36445-Dave Golden Homes -Reed Res. ' T14564061 J36445 A15G Hip Girder 1 Job Reference(optional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:39 2018 Page 2 ID:YE5jAwrUu64TBgdP DznGdgyyXWd-jo26ksm5kgzP3DE4GzgvLsbaNMUwj2U6BRWPyyU_A NOTES. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2001 lb uplift at joint 2 and 5155 lb uplift at joint 16. 10) "A" indicates Released bearing: allow for upward movement at joint(s) 14. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 336 lb down and 375 lb up at 7-0-0. 184 Ib down and 193 lb up at 9-0-12, I184 lb down and 193 lb up at 11-0-12, 184 lb down and 193 lb up at 13-0-12, 184 lb down and 193 lb up at 15-0-12, 184 lb down and 193 lb up at 17-0-12, 184 lb down and 193 lb up at 19-0-12, 184 lb down and 193 lb up at 21-0-12, 184 lb down and 193 lb up at 22-11-0, 184 lb down and 193 lb up at 24-9-4, 184 lb down and 193 lb up at 26-9-4, 184 lb down and 193 lb up at 28-9-4, 184 lb down and 193 lb up at 30-9-4, 184 lb down and 193 lb up at 32-9-4, 184 lb down and 193 lb up at 34-9-4, land 184 lb down and 193 lb up at 36-9-4, and 319 lb down and 309 lb up at 38-10-0 on top chord, and 374 lb down and 262 lb up at 7-0-0, 81 lb down and 29 lb up at 910-12, 81 lb down and 29 lb up at 11-0-12, 81 lb down and 29 lb up at 13-0-12, 81 lb down and 29 lb up at 15-0-12, 81 lb down and 29 lb up at 17-0-12, 81 lb down and 29 lb up at 19-0-12, 81 lb down and 29 lb up at 21-0-12, 81 lb down and 29 lb up at 22-11-0, 81 lb down and 29 lb up at 24-9-4, 81 lb down and 29 lb up at 26-9-4. 81 lb down and 29 lb up at 28-9-4, 81 lb down and 29 lb up at 30-9-4. 81 lb down and 29 lb up at 32-9-4, 81 Ib down and 29 lb up at 34-9-4, and 81 lb down and 29 lb up at 36-9-4, and 155 lb down and 140 lb up at 38-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-4=-54, 4-12=-54,12-15=-54,2-14=-20 Concentrated Loads (lb) Vert: 4=-167(B)7=-116(B)12=-116(B)25=-350(B)21=-61(B)8=-116(B)17=-14(B)9=-116(B)32=-116(B)33=-116(B)34=-116(B)36=116(B) 37=-116(B) 38=-116(B) 39=-116(B) 40=116(B) 41=116(B) 43=116(B) 44=-116(B) 45=-116(B) 46=61(B) 47=-61(B) 48=-61(B) 49=-61(B) 50=-61(B) 51=-61(B) 52=-61(B) 53=-61(B) 54=-61(13) 55=-61(B) 56=-61(B) 57=-61(B) 58=-61(B) 59=-61(B) i WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW of 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 ivi iT fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 QualityCriteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. g P 6904 Parke East Blvd. Tampa, FL 36610 Job , Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564062 J36445 A16 Hip 1 1 Job Reference o tional Last GOast I fuss, Ft. Fierce, t-L 3494b O.ZZU 5 Nlay Z4 GU 10 IVII I eK muu5ine5, mu. rn UUt t0 I4:00:4I LU 10 rage I ID:YE5jAwrUu64TBgdPDznGdgyyXWd-gBAs9XoMGHD7JXOTNOsNRHhtzjaEyk1 LxQgXblyyLj_8 - -8 6-10-9 13-0.0 19-5-9 24- 1-2 29- 0 33-6-0 36- -4 42-2-0 44.8-0 -2-8 6-10-9 6-1-7 6-5.9 5-5-9 4-8-14 3-10-0 2-8-4 5-11-12 2-6-0 5x8 = 4x8 = 4x6 = 4x6 = Scale = 1:78.5 4x8 2x4 II 3x6 2x4 II 5x8 = = m m 4 Lh 25 24 -- 22 21 -- ---' — 16 15 14 13 _ 3x6 II 4x6 = 3x8 = 3x6 2x4 II 2x4 II 3x8 = 3x6 II 3x8 = 29-9-12 0. 6-7-13 13-0-0 1953 24-11-2 2 11- V 2 36-24 7-2 42-2-0 1 1 0. -8 6E-5 64-3 6b-9 5-5-9 -0-0 3-7-2 0-1- 2411-12 28-0 0-1-12 Plate Offsets (X.Y)— f4:0-5-12.0-2-81, 15:0-3-8.0-2-01. 16:0-3-O.Edoel It 1:0-5-12.0-2-81. 117:0-2-12.0-3-01. (19:0-5-12,0-4-01. 124:0-3-8.0-1-81 LOADING '(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.66 20 >688 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.81 20 >562 180 -- BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.34 13 n/a n/a BCDL !10.0 Code FBC2017/TPI2014 - Matrix -AS Weight: 279 lb FT = 0% LUMBER- I 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: 7-21,10-15: 2x4 SP No.3 10-0-0 oc bracing: 19-21, 15-17 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-24, 4-22 3-25,12-13: 2x6 SP No.2, 3-24: 2x4 SP No.2 REACTIONS. (lb/size) 13=1239/0-5-8, 25=2917/0-7-10, 2=-756/0-3-0 Max Horz 2=317(LC 8) Max Uplift 13=-751(LC 8), 25=1991(LC 8), 2=899(LC 18) Max Grav 13=1239(LC 1), 25=2917(LC 1), 2=314(LC 8) FORCES. i (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. —TOP CHORD 2-3=-1709/2664, 3-4=451/239, 4-5=-1386/913, 5-7=-3486/2178, 7-8=-4648/2857, 8-9=-4648/2857, 9-10=-2075/1284, 10-11=-2049/1282, 11-12=-583/364, 12-13=-1215/745 BOT CHO 2-25=-2382/1368, 24-25=-2382/1368, 22-24=-202/343, 7-19=-764/550, 18-19=-2166/3574, ID 17-18=-1995/3263, 10-17=-256/245 WEBS 1 3-25=-2730/1835, 3-24=-1732/2968, 4-24=1068/762, 4-22=-85511436, 5-22=-1457/999, 19-22=-927/1494, 5-19=-142912373, 7-18=-713/1220, 9-17=-15211992, 14-17=-292/521, 11-17=-1146/1911, 11-14=-1084/712, 12-14=-633/1072, 9-18=-959/1655 %% p S� A. q,,,,,, NOTES- 1) Unbalanced roof live loads have been considered for this design. ,0` �'•�Ci E N S •'•, 9/jj��j �' F '• �i 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. '• 11; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left exposed; : No 39380 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 trusss 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 i -�3 / 44/ 40 will fit between the bottom chord and any other members, i � Q.•� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 751 lb uplift at joint 13, 1991 lb uplift at �'�� O i , Q ,�� joint 25 and 899 lb uplift at joint 2. 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 '� is....... • `& `% /� S/ �` s� sheetrock be applied directly to the bottom chord. �I,,�� N A; t ` Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R iTek" I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the A fabrication., storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intl rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. i T14564063 J36445 A17 Half Hip 1 1 Job Reference o tional East Goast I russ, Ft. Fierce, FL 3484b 4-9-11 1-10-2 ' 2-3-13 S.ZZU s May Z4 ZU I0 w0I ex muUstnes, in0. rn JUI 10 14.00;4J zu to rdye 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-cZHdaDpcouUrYrXrVpvrWimGCXJkQgBePk9egAyyU_6 11-0-0 1 16-9-13 22-7-10 2 -7-1 30-7-11 37-6-0 44-M 0 5-9-13 5-9-13 -0.0 7-0-1 6-10-6 7-2-0 1-OE Scale = 1:78.5 4x4 = 3x8 = 5x8 = 2x4 II 3x4 = 3x6 = 2x4 11 4x6 = 3x4 5.00 12 3x4 %5 6 2829 7 8 9 10 1130 12 13 11-0-0 6-0-5 ' 2-3-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.37 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.46 19-20 >993 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.11 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 271 lb FT = 0% LUMBER- I 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 midpt 6-20, 11-18, 11-15, 13-15 13-14,3-24: 2x6 SP No.2 REACTIONS. (lb/size) 14=1248/0-5-8, 24=2641/d-7-10, 2=-535/0-3-0 Max Horz 2=325(LC 8) Max Uplift 14=-781(LC 8), 24=-1860(LC 8), 2=-638(LC 14) Max Grav 14=1248(LC 1), 24=2641(LC 1), 2=200(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1405/2109, 3-4=-451/653, 4-5=-221/344, 6-7=-1788/1140, 7-8=-1788/1140, I 8-9=-2658/1677, 9-11=-2206/1394, 11-12=-1548/970, 12-13=-1548/970, 13-14=-1179/797 SOT CHORD 2-24=-1873/1085, 23-24=-1873/1085, 22-23=-910/528, 19-20=-1667/2639, 18-19=-1877/2960, 17-18=1417/2259, 15-17=-1417/2259 WEBS 3-24=-2425/1599, 3-23=-1100/1949, 4-23=-949/630, 4-22=-701/1012, 5-22=-1520/951, 5-21=-764/1265, 6-21 =1 143/787, 6-20=-121811954, 7-20=-350/336, 8-20=-1010/626, 8-19=-247/460, 9-19=-1076/1701, 9-18=-1915/1301, 11-17=0/283, 11-15=-857/539, 12-15=-383/382,13-15= 1131/1804 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp Cj Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates chlecked 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 truIps 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 781 lb uplift at joint 14, 1860 lb uplift at joint 24 and 638 lb uplift at joint 2. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. r I1 No 39380 50 O N A Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrications 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 Inf rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564064 J36445 A18 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft, Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:45 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-YyPN_vrsKWkZn8hEcExJb7raYK_SuZBxs2elk3yyU_4 1-2-8 4-9- 4 6-7-13 9-0-0 13-4-12 17-1 •5 - •10 -1 30- -11 3 •6-0 44-8-0 -2.6 4.9-14 1-9-15 2-4.3 4-4-12 4-6-9 4-6-5 -0- 7-0-1 6-10-5 7.2.0 4x8 = 2x4 I 5.00 12 5x5 = 3x8 = 2x4 II 3x4 = US = 4x6 % 4 52728 6 7 8 929 10 il�1 0 Scale = 1:78.5 3x8 = 3x4 11 11 12 23 22 21 - - 2x4 11 4x8 = 6x6 -- 17 16 15 14 13 3x8 = 3x6 II 6x81:100 F12 5x6 zz 3x8 = 4x6 = 2x4 II 5x5 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER-1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 12-13,3-23: 2x6 SP No.2 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TC 0.93 Vert(LL) 0.44 18 >999 240 MT20 244/190 BC 0.75 Vert(CT) -0.54 16-17 >835 180 WB 0.89 Horz(CT) 0.12 13 n/a n/a Matrix -AS Weight: 251 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 11-13 REACTIONS. (lb/size) 13=1196/0-5-8, 23=2985/0-7-10, 2=-828/0-3-0 Max Horz 2=274(LC 8) Max Uplift 13=-747(LC 8), 23=-2058(LC 8), 2=-1001(LC 18) Max Grav 13=1196(LC 1), 23=2985(LC 1), 2=364(LC 8) FORCES. 1(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-182212854, 34=-734/1179, 4-5=-611/988, 5-6=-2096/1314, 6-7=2096/1314, I 7-8=-3026/1896, 8-1 0=-2563/1599, 10-11 =-2563/1599 BOT CHORi 2-23=-2586/1521, 22-23=-2586/1521, 21-22=-1502/910, 20-21=-374/578, 19-20=-374/578, 18-19=-187912999, 17-18=-2027/3207, 16-17=-1515/2412, 14-16=-112011793, 13-14=-112011793 WEBS 3-23=-2748/1784, 3-22=-131912336, 4-21=-202/325, 5-21=-2015/1271, 7-19=-1061/664, 7-18=-315/535, 8-18=-1149/1833, 8-17=-2114/1422, 10-16=-374/361, 11-16=548/880, 11-14=0/282, 11-13=-1975/1235, 4-22=-828/536, 6-19=260/248, 5-19=1103/1784 NOTES- ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C;IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 747 lb uplift at joint 13, 2058 lb uplift at joint 23 and 1001 lb uplift at joint 2. 8) This trussidesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock) be applied directly to the bottom chord. 9) This trussihas large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. i I9 `-101161111111l l q /111�, No 39380 -33 /O N A � ��• 11111 Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R ITeI�' is always rettltquired for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the 1 IC 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 J36445-Dave Golden Homes -Reed Res. T14564065 J36445 A19G HALF HIP GIRDER 1 q J Job. Reference o tional —.1 ]. I ... I . 1. 1 1—., 1 1 e 9-11-10 1-2-8 3-9-14 7-0-0 8-11-10 14-2-1, 1-241 3-9-14 3-2-2 1-11-10 -D-0 4-34 2x4 II Sx8 = 5.00 12 4x4 = 3x8 = 3 31 4 5 32 6 33 34 4x6 = —ff�] -" 25 50 24 51 27 48 26 49 81,8 % 2x4 II 3x8 II 5x6 J2.00 12 O.GN 5 Iway L'4 L1110 call t eK Industries, inc. rn Jul 1.5 -iz:3S:JU ZVId rage 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-vwCG2cv?82MruvaBPnXUIBYbcLjEZsUgOJMWPGyyU ? 5-1-12 2x4 II 4x8 = 3x6 = 3x6 = 3x4 = 3x4 = 2x4 II 7 8 35 36 9 37 10 38 39 11 1240 4241 13 2352 53 22 48 = 10x10 __ 21 55 56 57 20 58 19 5? 5x8 M18SHS 3x4 = 46 = 3x8 = 4-34 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.47 22 >965 240 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.80 22 >567 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.20 16 n/a n1a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD BOT CHORD 2x6 SP SS *Except* 22-25: 2x6 SP DSS, 19-21,16-19: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 *Except* 15-16.,2x6 SP No.2, 4-25,10-22: 2x4 SP No.2, 3-27: 2x8 SP DSS REACTIONS. (lb/size) 16=3119/0-5-8, 27=3916/0-7-10, 2=-0/0-3-0 Max Horz 27=226(LC 8) Max Uplift 16=-1864(LC 8), 27=-5368(LC 8), 2=REL Max Grav 16=3173(LC 30), 27=3916(LC 1), 2=1920(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5876/747, 3-4=-3261/0, 4-5=-4904/0, 5-6=-4942/0, 6-7=-13243/4017, 7-9=-13243/4017, 9-10=-14756/6005, 10-11=-9636/4781, 11-13=-7949/4272, 13-14=-7949/4272, 14-15=-4808/2729, 15-16=-3008/1845 BOT CHORD 2-27=631/5565, 26-27=-99/4626, 25-26=014198, 24-25=-788/10006, 23-24=-788/10006, 22-23=5945/14709, 21-22=5683/13216, 20-21=-4273/9903, 18-20=-4781/9636, 17-18=2729/4808 WEBS 3-26=-2419/3453,4-26=-4478/51,4-25=0/5443,5-25=-510/528,6-25=-5578/4489, 6-24=-3/430, 6-23=-3549/3653, 7-23=-419/425, 9-23=-1701/2119, 9-22=-781/648, 10-22=-3702/10182, 10-21=-9066/3946, 10-20=-624/0, 11-20=0/511, 11-18=-1946/589, 13-18=-564/582, 14-18=-1781/3625, 14-17=-2409/1517, 15-17=-3065/5419, 3-27=-3630/4866 S-1-12 5-5-8 Scale = 1:78.5 3x4 = 4x6 = 43 '44 14 45 46 15 47 60 61 17 62 63 16 64 4x4 = 3x6 II PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 790 Ito FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-27,26-27. 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 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ® WARNING -Verity 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 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 n fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Id %nn PS I'll A. q ��,,' No 39380 ir iC) ��.o ��I11111111�� Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 MITek• 6904 Parke East Blvd. Tampa, FL 36610 Job r I Truss Truss Type Qty, Ply J36445-Dave Golden Homes -Reed Res. T14564065 J36445 A19G HALF HIP GIRDER 1 Job Reference o tional east uoas t russ, i-L merce, rL s4a4e 8.ZZo S May 24 2018 MITek Industries, Inc. Fri Jul 13 12:33:50 2018 Page 2 NOTES - I D:YE5jAwrU u64TBgdPDznGdgyyX Wd-vwCG2cv?82 Mruva B P nXU IBYbcLj EZsUgOJ M W P GyyU_? 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1864 lb uplift at joint 16 and 5368 lb uplift at joint 27. A" 11) " indicates Released bearing: allow for upward movement at joint(s) 2. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 254 lb down and 387 lb up at 7-0-0, 184 lb down and 193 lb up at 8-0-12, 159 lb down and 153 lb up at 10-0-12, 159 lb down and 153 lb up at 12-0-12, 159 lb down and 153 lb up at 14-0-12, 159 lb down and 153 lb up at 16-0-12, 159 lb down and 153 lb up at 18-0-12, 159 Ib down and 153 lb up at 20-0-12, 159 lb down and 153 lb up at 22-0-12, 184 lb down and 193 Ib up at 24-0-12, 184 lb down and 193 Iblup at 26-0-12, 184 lb down and 193 Ib up at 28-0-12, 184 lb down and 193 lb up at 30-0-12, 184 lb down and 193 lb up at 32-0-12, 184 lb down and 193 lb up at 34-042, 184 lb down and 193 lb up at 36-0-12, 184 lb down and 193 lb up at 38-0-12, 184 lb down and 193 lb up at 40-0-12, and 184 lb down and 193 lb up at 42-0-12, and 168 lb down and 189 lb up at 44-0-12 on top chord, and 81 lb down and 18 lb up at 7-0-12, 81 lb down and 29 lb up at 8-0-12, 107 lb down and 67 lb up at 9-11-10, 107 lb 'down and 67 lb up at 12-0-12, 107 lb down and 67 lb up at 14-0-12, 107 lb down and 67 lb up at 16-0-12, 107 lb down and 67 lb up at 18-0-12, 107 lb down and 67 lb up at 20-0-12, 107 lb down and 67 Ib up at 22-0-12, 81 lb down and 29 lb up at 24-0-12, 81 lb down and 29 lb up at 26-0-12, 81 lb down and 29 lb up at 28-0-12, 81 lb down and 29 lb up at 30-0-12, 81 lb down and 29 lb up at 32-0-12, 81 lb down and 29 lb up at 34-0-12, 81 Ib down and 29 lb up at 36-0-12, 81 lb down and 29 lb up at 38-0-12, 81 lb down and 29 lb up at 40-0-12, and 81 Ib down and 29 lb up at 42-0-12, and 94 lb down and 23 lb up at 44-0-12 on bottom chord. The design'/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform lLoads (plf) ,Vert: 1-3=-54, 3-15=-54, 2-26=-20, 25-26=-20, 22-25=-20, 21-22=-20, 16-21=-20 Concentrated Loads (lb) Vert: 25=103(F) 3=-167(F) 5=-83(F) 24=103(F) 10=116(F) 13=-116(F) 18=61(F) 31=-116(F) 32=-83(F) 33=83(F) 34=-83(F) 35=-83(F) 36=-83(F) 37=-83(F) 38=116(F) 39=116(F) 41=-116(F.) 42=116(F) 43=-116(F) 44=-116(F) 45=-116(F) 46=-116(F) 47=-132(F) 48=-61(F) 49=-61(F) 50=-103(F) 51=-103(F) 52=-103(F) 53=-103(F) 54=-103(F) 55=-61(F) 56=61(F) 57=-61(F) 58=-61(F) 59=-61(F) 60=-61(F) 61=-61(F) 62=-61(F) 63=-61(F) 64=68(F) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE. Bel' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not L��-CC•��.��"»YYYCCCq 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 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 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 , TrussTruss Type Qty Ply J36445-Dave Golden Homes -Reed Res.T14564066 FJ36445 A20 Monopitch 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:51 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-N6meFyvdvMUY39OzU2jrO5hwl3EIRMpFz53yjyyL _ -1-2-8 , 5-1-7 9-10-9 1-2-8 5-1-7 4-9-2 4 Scale = 1:33.4 5 4x4 = 3x8 = 9-10-9 9-9-1 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) 0.39 5-8 >294 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.34 5-8 >340 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 49 lb FT = 0% LUMBER- I 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 2x6 SP No.2 *Except* 3-5: 2x4 SP No.3 REACTIONS. (lb/size) 5=353/0-6-9, 2=426/0-3-0 Max Horz 2=290(LC 8) Max Uplift 5=477(LC 8), 2=490(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-470/373 BOT CHORD 2-5=-546/424 WEBS 3-5=-417/523 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C!, Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left and right exposed Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide %%%`wA PS A. A will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 477 lb uplift at joint 5 and 490 lb uplift at 0\v •....., �`�;• �� G E N 3F• 2. joint 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum : No 39380 sheetrock be applied directly to the bottom chord. I Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 1010312015 BEFORE USE. , Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Hit 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 ANStITPI1 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 City Ply J36445-Dave Golden Homes -Reed Res. FJ36445' T14564067 �I%21 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:51 2018 Page 1 I D:YE5jAwrU u64TBgdP DznGdgyyX Wd-N6me FyvdvM U iV39OzU2j rO5h ul3JIRQpFz53yjyyU_ -1-2-8 4-9-14 9-0-0 9-10-9 1-2-8 4-9-14 4-2-2 NO, 4 5 Scale = 1:31.0 r} 4x4 = 4xl0 = 0-18 4-9-14 9-10-9 5-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.38 6-9 >303 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.33 6-9 >350 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 53 lb FT = 0% LUMBER- I 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* 5-6: 2x6 SP No.2 REACTIONS. (lb/size) 6=353/0-6-9, 2=426/0-3-0 Max Horz 2=274(LC 8) Max Uplift 6=471(LC 8). 2=-497(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-489/414 BOT CHORD 2-6=-573/443 WEBS 3-6=-417/530 .NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; !Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch 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 trussi 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 471 lb uplift at joint 6 and 497 lb uplift at joint 2. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. `%% PS11A�1q1--,,, �E IV <e �9 No 39380 * r. _ E. • LC/ . Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. r Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' 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 Inforination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job , I Truss Truss Type ply Ply J36445-Dave Golden Homes -Reed Res. T14564068 J36445 A22G Half Hip Girder 1 1 I Job Reference (optional) Last t;oast I cuss, I I 1-1. tierce, FL'3494b 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:52 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-rIKOSIwFgfcz7DjaXCZyNceu19Rr1 sNzTdrdT9yyTzz 1-2-8 3-9-14 7-0-0 9-10-9 1-2-8 3-9-14 3-2-2 2-10-9 Scale = 1:24.3 3x4 = 3x8 = 6 3x6 11 3-9-14 LOADING (psf) SPACING- 2-0-D CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 7.0 Lumber DOL 1.25 BC 0.45 BCLL 0.0 Rep Stress Incr NO WB 0.35 BCDL 110.0 Code FBC2017rrPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS I 2x4 SP No.3 'Except- 5-6: 2x6 SP No.2 REACTIONS. (Ib/size) 6=914/0-6-9, 2=575/0-3-0 Max Horz 2=224(LC 21) Max Uplift 6=1244(LC 8), 2=-725(LC 8) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.13 7-10 >871 240 MT20 244/190 Vert(CT) 0.11 7-10 >999 180 Horz(CT) -0.01 6 n/a n/a Weight: 53 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-938/1095, 3-4=-689/865, 4-5=-594/826, 5-6=-856/1153 BOT CHORD 2-7=-1149/855 WEBS 3-7=-281/374, 5-7=-1239/887 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch 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 1244 lb uplift at joint 6 and 725 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 228 lb down and 413 lb up at 7-0-0, and 147 lb down and 216 lb up at 9-0-12 on top chord, and 350 lb down and 544 lb up at 7-0-0, and 89 lb down and 116 lb up at 9-0-12 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). I LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-4=-54, 4-5=-54, 6-8=-20 Concentrated Loads (lb) Vert: 4=-167(B) 7=-350(B) 11=-127(B) 12=-66(B) ♦♦,o ,�� PSG No 39380 ` 1 r 40 7C r •. ,O N A� 'E�%` �� Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p� �q�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I iTek• is always gqulred for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Vl fabricatywri lstorage, 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 I Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res.T14564069 rJ36 445 B01 Common 2 1 I Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 6-3-6 3x4 = 5-7-10 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 TCDL 17.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 - Rep Stress Incr NO WB 0.26 BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=880/0-7-10, 2=949/0-7-10 Max Horz 2=235(LC 7) Max Uplift 6==547(LC 8), 2=-655(LC 8) Max Grav 6=963(LC 14), 2=1029(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1939/1108, 3-4=-1756/1036, 4-5=-1766/1049, 5-6=-1951/1124 BOT CHORb 2-9=-935/1907, 7-9=-527/1206, 6-7=-952/1756 WEBS 4-7=-332/779, 5-7=-402/374, 4-9=-313/769, 3-9=-397/364 ID: 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:53 2018 Page 1 5-7-10 3x4; = 3x4 = :3-10-0 6-3-6 Scale = 1:40.5 Io 3x4 = 7-6-2 8-1-15 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.21 7-9 >999 240 MT20 244/190 Vert(CT) -0.29 7-9 >978 180 Horz(CT) 0.05 6 n/a n/a Weight: 103 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph_TCDL=4.2_psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 547 lb uplift at joint 6 and 655 lb uplift at joint 2. 7) Load case(s) 2, 12, 13, 14, 15, 16, 19, 20 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) This truss idesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocklbe applied directly to the bottom chord. LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-6=-54, 10-13=-20 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-44, 4-6=-44, 9-13=-20, 7-9=-50, 7-10=20 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert: 1-4=-14, 4-6=-14, 9-13=-20, 7-9=-60, 7-10=-20 OP's A- ' q4 �0 .,�•�, •' G E N &lo .'9.y�. No 39380 "'r ; : ORit s,o N A� 1111 Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.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' design. Bracing indicated is to prevent buckling of individual truss web and/or chord members 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 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 City Ply J36445-Dave Golden Homes -Reed Res. ' T14564069 J36445 BO1 Common 2 1 Jab Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8,220 S May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:53 2018 Page 2 I D:YE5jAwrU u64TBgd P Dzn GdgyyX Wd-J Vu PgextRzkQI N l m4v4BwpA2nZjNmKz6iHaA?byyTzy LOAD CASES) Standard 13) Dead I+ 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-52, 2-4=-61, 4-6=-28, 9-13=-20, 7-9=-50, 7-10=-20 Horz: 1-2=8, 2-4=17, 4-6=16 14) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniforin Loads (plf) Vert: 1-2=-19, 24=-28, 4-6=-61, 9-13=-20, 7-9=-50, 7-10=-20 Horz: 1-2=-25, 2-4=-16, 4-6=-17 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 24=45, 4-6=45, 9-13=-20, 7-9=-50, 7-10=-20 Horz: 1-2=-7, 2-4=1, 4-6=-1 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 24=45, 4-6=45, 9-13=-20, 7-9=-50, 7-10=-20 Horz: 1-2=-7, 2-4=1, 4-6=-1 19) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) i Vert: 14=44, 4-6=-14, 9-13=20, 7-9=-50, 7-10=-20 20) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=14, 4-6=44, 9-13=-20, 7-9=-50, 7-10=20 I i ® 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 p�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k• is always rdquired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �y f fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 Qry Ply Golden Homes -Reed Res.T14564070 [J316445-Dave J36445 B02 Common 3 1 Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 6-3-6 6-3.6 5-7-10 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:54 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-nhSntyVCHsHMXtzecbQS 1jEvy2EVnCFxxKjXlyyTzx 5-7-10 5-10-0 Scale = 1:40.0 6 I� 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 15-8-1 LOADING '(psf) TCLL ko TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.44 BC 0.77 WB 0.26 Matrix -AS DEFL. in Vert(LL) -0.22 Vert(CT) -0.31 Horz(CT) 0.05 (loc) I/deft L/d 7-9 >999 240 7-9 >911 180 6 n/a n/a PLATES GRIP MT20 244/190 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.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=864/0-3-0, 2=932/0-7-10 Max Horz 2=230(LC 7) Max Uplift 6=-536(LC 8), 2=-644(LC 8) Max Gram 6=945(LC 14), 2=1013(LC 13) I FORCES. I(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1902/1083, 3-4=-1720/1011, 4-5=-1644/979, 5-6=1823/1045 BOT CHORD 2-9=-923/1869, 7-9=-513/1166, 6-7=-881/1614 WEBS 4-7=-272/673, 5-7=341/338, 4-9=-318/776, 3-9=393/362 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASICE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C;I Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 536 lb uplift at joint 6 and 644 lb uplift at joint 2. 7) Load case(s) 2, 12, 13, 14, 15, 16, 19, 20 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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. LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 4-6=-54, 10-13=-20 2) Dead + 075 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-44, 4-6=-44, 9-13=-20, 7-9=-50, 7-10=-20 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plo Vert: 1-4=-14, 4-6=-14, 9-13=-20, 7-9=-60, 7-10=-20 No 39380 ` * r IIIl1��, Thomas A. Albani PE N0.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 16,2uld 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 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 Lai building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job , I Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564070 J36445 B02 Common 3 1 Job Reference (optional) East Coast;Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:54 2018 Page 2 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-nhSntyVCHsHMXtzecbQS 1jEvy2EVnCFIo(KjX 1 yyTzx LOAD CASE(S) Standard 13) Dead � 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-52, 24=-61, 4-6=-28, 9-13=20, 7-9=50, 7-10=-20 Horz: 1-2=8,2-4=17,4-6=16 14) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-4=-28, 4-6=61, 9-13=20, 7-9=50, 7-10=20 Horz: 1-2=-25, 24=-16, 4-6=-17 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-4=-45, 4-6=45, 9-13=20, 7-9=50, 7-10=20 Horz: 1-2=-7, 2-4=1, 4-6=-1 16) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=37, 2-4=-45, 4-6=45, 9-13=-20, 7-9=-50, 7-10=20 Horz: 1-2=-7, 2-4=1, 4-6=-1 19) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-44, 4-6=-14, 9-13=20, 7-9=-50, 7-10=-20 20) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 1-4=14, 4-6=-44, 9-13=-20, 7-9=50, 7-10=20 i ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, Storage, delivery, erection and bracing of trusses.and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job , Truss Truss Type City Ply J36445-Dave Golden Homes -Reed Res. T14564071 J36445 B03 Hip 1 1 Job Reference to tional East CoastiTruss, Ft. Pierce, FL 34946 4 0 6-3.6 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:54 2018 Page 1 4-8-10 ' 1-10-0 1 4-8-10 56 6-3.6 1-2-8 ' Scale = 1:42.8 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 15-8-1 I� 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.21 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.30 11-13 >939 180 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.05 9 n/a ' n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 104 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=947/0-7-10, 9=947/0-7-10 Max Horz 2=224(LC 7) Max Uplift 2=-652(LC 8), 9=-652(LC 8) Max Grav 2=1031(LC 13), 9=1031(LC 14) FORCES. !(Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1930/1091, 3-4=-1756/1023, 4-5=1594/992, 5-6=-1151/814, 6-7=-15951992, 7-8=1757/1023, 8-9=-1930/1091 BOT CHORD 2-13=-870/1895, 11-13=-489/1226, 9-11=-870/1728 WEBS 3-13=-357/336, 6-11=-292/741, 8-11=-358/336, 5-13=-292/741 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C;JEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 2 and 652 lb uplift at joint 9. 8) Load case(s) 2, 12, 13, 14, 15, 16, 19, 20 has/have been modifed. Building designer must review loads to verify that they are correct for the intended use of this truss. 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. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 4-7=-54, 7-10=-54, 14-17=-20 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=44, 4-7=-44, 7-10=-44, 13-14=-20, 11-13=-50, 11-17=-20 Att�q��,, i No 39380 I1111111� Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: JUIy 13,LUlt1 ® 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 MiTeke 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 11 A'T�1.R' is always reV I required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the I 1 fabrication, rstorage, 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 J36445-Dave Golden Homes -Reed Res. T14564071 J36445 B03 Hip 1 1 Job Reference (optional) C-L wdar i iu-, rr. nc-, ru 04VW B.ZZU S May 24 ZU78 MI I eK Industries, Inc. I-n Jul 13 12:33:55 2018 Page 2 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-Ft095Ky8za_8_hS9CK6f?EGLzMPgEFbP9b3H4UyyTzw LOAD CASE(S) Standard 12) Dead:I Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 14=14, 4-7=-14, 7-10=-14, 13-14=-20, 11-13=-60, 11-17=-20 13) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-52, 2-4=-61, 4-7=45, 7-9=-28, 9-10=-19, 13-14=-20, 11-13=-50, 11-17=-20 Horz: 1-2=8, 2-4=17, 7-9=16, 9-10=25 14) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) j Vert: 1-2=19, 2-4=-28, 4-7=45, 7-9=-61, 9-10=-52, 13-14=20, 11-13=50, 11-17=-20 Horz: 1-2=-25, 24=16, 7-9=-17, 9-10=-8 15) Dead t 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=37, 24=45, 4-7=-45, 7-9=45, 9-10=37, 13-14=-20, 11-13=-50, 11-17=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 13-14=-20, 11-13=50, 11-17=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 19) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-44, 4-7=44, 7-10=-14, 13-14=-20, 11-13=-50, 11-17=-20 20) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniforrp Loads (plf) T Vert: 1-4=-14. 4-7=44, 7-10=44, 13-14=-20, 11-13=-50, 11-17=-20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. Design valid1for 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 I iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V I 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 Ll Job * Tmss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564072 J36445 B04 Hip 1 1 Job Reference (optional) East Goast I russ, Ft. Fierce, FL 34946 B.ZZU s May 24 2U18 MI I ek industries, Inc, Fri Jul 13 12:33:55 Z018 Page 1 I D:YE5jAwrUu64TBgdPDznGdgyyXWd-FtO95Ky8za_8_hS9CK6f?EGONMPOEGdP9b3H4UyyTzw 2-8 9-0-0 14-10-0 -2 23-10-0 25-0-8-12-8 4-9-14 4-0 4-9-14 Scale = 1:42.8 4x4 = 4 18 4x8 = 19 5 I$ 4x4 = 3x8 = 3x4 = 04 = 3x4 = 9-0-0 14-10-0 23-10-0 1 9-0-0 5-10-0 9-0-0 Plate Offsets (X.Y)— 15:0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL F0.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.16 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.34 9-17 >850 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.06 7 file n/a BCDL 0.0 Code FBC2017/TP12014 Matrix -AS Weight: 111 lb FT = 0% LUMBER- I 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 I 2x4 SP No.3 REACTIONS. (lb/size) 2=947/0-7-10, 7=94710-7-10 Max Horz 2=187(LC 7) Max Uplift 2=-651(LC 8), 7=-651(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1802/1156, 3-4=-1489/945, 4-5=-1343/926, 5.6=-1489/945, 6-7=-1802/1156 BOT CHORD 2-11=-947/1678, 9-11=-652/1342, 7-9=-947/1648 WEBS 3-11=417/326, 4-11=-91/356, 5-9=-91/357, 6-9=418/326 NOTES- 1) Unbalanced .of live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. ll; Exp C;JEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,��1� �' `,� % n Prj i�, q�� .. \" , 9�j� 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 �`Z`,• �� G E N S�•; �� will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 651 lb uplift at joint 2 and 651 lb uplift at N O 39380 joint 7. 8) This trussldesign 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. •�� •• Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with 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 des gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always re�uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ivi iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB-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 J36445-Dave Golden Homes -Reed Res. T14564073 J36445 I B05G Hip Girder 1 1 Job Reference (optional) CGM I ...L I IU5 , R. rjvi Ou, rL 04C40 -1-2I , 3-9-14 7-0-0 11-11-C 1-2-B 3-9-14 3-2-2 4-11-0 'J'"u s may z4 zU"Id MI I eK InaustrleS, Inc. t-n dui 1J 1z:JJ:b/ Zulu Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-CG7vW0_OVC FsD_cYJ1974fLgeA4Oi7BidvYO8MyyTzu 16-10-0 20-0-2 2310-0 25-M 4-11-0 3-2-2 3-9-14 1-2-8 Scale = 1:42.8 5x8 = 1x4 II 5x8 = F nn 4 22 23 24 5 25 26 27 6 ,u 3x6 = lx4 II 3x4 = 3x8.= 5x5 WB= 3x4 = 1x4 II 3x6 = 16-10-0 LOADING,(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.36 13 >794 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.40 13-14 >716 180 BCLL i 0.0 Rep Stress Incr NO W0.38 Horz(CT) 0.12 8 n/a n/a BCDL 110.0 Code FBC2017rrP1B 2014 Matrix -MS LUMBER-1 BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD 4-6: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIOiS. (lb/size) 2=1819/0-7-10, 8=1819/0-7-10 Max Horz 2=151(LC 7) Max Uplift 2=-1348(LC 8), 8=-1348(LC 8) Max Grav 2=1852(LC 29). 8=1852(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4110/2876, 3-4=-3909/2828, 4-5=4329/3203, 5-6=4329/3203, 6-7=3909/2828, 7-8=-4112/2876 BOT CHORD 2-15=-2541/3857, 14-15=-2541/3857, 13-14=-2442/3695, 11-13=-2442/3602, 10-11=-2541/3745, 8-10=-2541/3745 WEBS 3-14=-422/354,4-14=-300/636,4-13=-644/911,5-13=-631/651, 6-13=-6441912, 6-11=-300/637. 7-11=-423/354 Weight: 119 lb FT = O% Structural wood sheathing directly applied or 2-5-7 oc purlins. Rigid ceiling directly applied or 3-10-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. ,,`,,,A�TII�III/I/I',I `�� `PCJA<� �I.. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. ,,�,`�� •�YCi E '� �' II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber '. �j DOL=1.6'0 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. ► NO 39380 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 truiss 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 -0 will fit between the bottom chord and any other members. 'mechanical ;, -33 �• 441 7) Provider connection (by others) of truss to bearing plate capable of withstanding 1348 lb uplift at joint 2 and 1348 lb uplift �i�'�(�� at joint 8. • Q R ` 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 336 Ib down and 375 Ib up at nn u 9-0-12, 184 lb down �j``s .� and down 111 down and 193 lb up at 12-9-4, and 184 and 193 lb up at 14 9-4 lb down 375 lb S/O N A� ndt336 and up1at316 0 0 on top chord, and 374 b lb up and 262 at 7 0-0, 81b lb down and 29 lb up at 9-0-12, 81 lb down and 29 lb up at 11-0-12, 81 lb down and 29 lb up at 12-9-4, and 81 lb down and 29 lb up at 14 9-4, and 374 lb down and 262 Ib up at 16-9-4 on bottom chord. The design/selection of such connection device(s) is the Thomas A. Albans PE No.39380 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). MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 1 Date: LOAD CASE(S) Standard July 13,2018 i A WARNING - Verify design READ NOTES ON parameters and THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mnek® 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 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 M iTek° fabrication) storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIi Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job , Truss Truss Type Oty Ply J36445-Dave Golden Homes -Reed Res. T14564073 J36445 B05G Hip Girder 1 1 Job Reference c tional test uoaSt I russ, ri. rlerce, rL 54y40 0"" J wrdy 4" GV 10 MI I GR 11Iu0D111Z 1110. ill J 1 10 IGd f Gu 10 rdy0 G I D:YE5jAwrU u 64TBgdP DznGdgyyX Wd-CG7v WO_0 VC FsD_cYJ1974fLg eA4Oi7BidvY08MyyTzu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UniformlLoads (plf) IVert: 14=-54, 4-6=-54, 6-9=-54, 16-19=-20 Concentrated Loads (lb) Vert: 4=-167(F) 6=-167(F) 14=-350(F) 11=350(F) 22=-116(F) 24=-116(F) 25=-116(F) 27=-116(F) 28=-61(F) 29=-61(F) 30=-61(F) 31=-61(F) ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notB a truss system. Before use, the building designer must verify the applicability of design parameters and 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 fabricatlonl storage, delivery, erection and bracing of trusses and truss systems, see ANSlITPII 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 J36445-Dave Golden Homes -Reed Res. T14564074 J36445 C01 ROOF SPECIAL 1 2 Job Reference (optional) Cast coast I russ, Ft. Fierce, FL 34946 F-- 5 2x4 11 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:57 2018 Page 1 I D:YE5jAwrU u 64TBgdPDznGdgyyX Wd-CG7vW0_OVC FsD_CYJ1974fLj_AF5i C3idvYO8MyyTzu 7-4-0 7-4-0 2x4 II Scale = 1:17.6 1-11-12 3-8-0 5-4-4 7-4-0 1-11-12 1-8-4 1-8-4 1-11-12 I LOADINGI(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.30 2 >278 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.26 2 >321 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.30 4 n/a n/a BCDL 110.0 Code FBC2017/TPI2014 Matrix -AS Weight: 55 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 REACTIONS. (lb/size) 5=261/Mechanical, 4=261/Mechanical Max Horz 5=124(LC 5) Max Uplift 5=331(LC 4). 4=-331(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-269/314, 34=269/312 NOTES- ' 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"xW) nails as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads*e 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp Ci Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and rightlexposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide drainage `�>,1111111�� adequate to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. ��tt �{ ♦♦♦ O�NS E 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ♦♦,`�,. G N 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. No 39380 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 5 and 331 lb uplift at joint 4.- 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroick be applied directly to the bottom chord. ; �, C(/ Z C? S1O N q11 E�.�♦♦ Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 L♦ is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek* fabrication I storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 69o4 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 J36445-Dave Golden Homes -Reed Res. T14564075 J36445 CO2 Roof Special 2 1 Job Reference (optional) I East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:58 2018 Page 1 I D:YE5jAwrU u 64TBgd P DznGdgyyX Wd-gShHjL?0 GV NjrSBktSg MdtuvzabFRfJ rsZl xgpyyTzt 3-8-0 7-4-0 3-8-0 3-8-0 4x6 = 5.00 12 3-8-0 a_r_n znn Scale = 1:13.6 Plate Offsets (X.Y)— 12:0-3-O.Edgel LOADING j(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 120.0 Plate Grip DOL k 1.25 TC 0.50 Vert(LL) 0.12 2 >748 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Vert(CT) -0.16 2 >549 180 BCLL 0.0 Rep Stress Incr NO Horz(CT) 0.13 3 n/a n/a BCDL �00.0 Code FBC2017/TP12014 Matrix -AS Weight: 19 Ill FT = 0% LUMBER- li BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=267/Mechanical, 3=267/Mechanical Max Horz 1=66(LC 7) Max Uplift 1=-116(LC 8), 3=-116(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C' Encl., GCpi=0.18; MWFRS (directional); cantilever left and,right exposed ; end vertical left and right exposed; porch left and rightlexposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) NA I 5) Refer to girder(s) for truss to truss connections. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 1 and 116 lb uplift at joint 3. 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 hasihave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord 9) In the LOI D 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=74(1`=-20), 2-3=-74(F=-20) 2) Dead + 0175 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-64(F=-20), 2-3=-64(F=-20) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=0.90, Plate Increase=0.90 Ph. metal=0.90 Uniform Loads (plf) Vert: 1-2=-34(F=-20), 2-3=-34(F=-20) 4) Dead +0,6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 AI,q/---,, No 39380 441 %0`�• 11111 Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-e9 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 1 Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564075 J36445 CO2 Roof Special 2 1 Job Reference o tional East CoastlTruss, Ft. Pierce, FL 34946 8,220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:58 2018 Page 2 I D:YE5jAwrUu64TBgdPDznGdgyyXWd-gShHjL?OGVNjr8BktSgMdtuvzabFRfJrsZlxoovvTzt LOAD CASE(S) Standard Uniform Loads (plo Vert: 1-2=-2(F=-20), 2-3=16(F=-20) Horz: 1-2=-27, 2-3=44 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=16(F=-20), 2-3=-2(17=20) Horz: 1-2=44, 2-3=27 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-57(F=-20), 2-3=-13(F=-20) Horz: 1-2=23, 2-3=21 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-13(F=-20), 2-3=-57(F=-20) Horz: 1-2=-21, 2-3=-23 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=32(F=20), 2-3=32(1`=20) Horz: 1-2=-61, 2-3=61 9) Dead + 6.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=1(F=-20), 2-3=-1(F=-20) Horz: 1-2=-28, 2-3=28 10) Dead +I0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=36(F=20), 2-3=-36(F=-20) Horz: 1-2=2, 2 3n=-2 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-36(F=-20), 2-3=-36(F=-20) Horz: 1-2=2, 2-3=-2 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform, Loads (plf) Vert: 1-2=-34(F=-20), 2-3=-34(F=-20) 13) Dead +i0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=81(F=-20), 2-3=48(F=-20) Horz: 1-2=17, 2-3=16 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform) Loads (plf) )Vert: 1-2=48(F=-20), 2-3=-81(F=-20) Horz: 1-2=-161 2-3=-17 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform, Loads (plf) !Vert: 1-2=-65(17=20), 2-3=-65(F=-20) iHorz: 1-2=1, 2-3=-1 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 UniformiLoads (plf) Vert: 1-2=-65(F=-20), 2-3=-65(F=-20) Horz: 1-2=1, 2-3=-1 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Un'Iformll-oads (plf) Vert: 1-2=44(1`=20), 2-3=-34(F=-20) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 UniformlLoads (plo Vert: 1-2=-34(F=-20), 2-3=-74(F=-20) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) IVert: 1-2=-64(F=-20), 2-3=-34(F=-20) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform (Loads (plf) Vert: 1-2=-34(F=-20), 2-3=-64(F=-20) WARNING- Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. *R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not qp a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall iA.�` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing f V I !Take 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 i Job l i Truss Truss Type city Ply J36445-Dave Golden Homes -Reed Res. T14564076 J36445 MV2 Valley 4 1 � Job Reference o tional East Goas6 I russ, Ft. Fierce, FL "549415 2x4 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:02 2018 Page 1 I D:YE5jAwrUu64TBgdPDznGdgyyXWd-YDxoZj2XJkt8KIUV61kinj2iCBzmNTI RmBG9gayyTzp 2-0-0 2-0-0 5.00 (12 Scale = 1:6.9 LOADING I(psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.04 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) Ildefl L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0 Max Horz 1=32(LC 8) Max Uplift 1=-23(LC 8), 2=-40(LC 8) Max Grav 1=50(LC 13), 2=41(LC 13), 3=25(LC 3) FORCES. i(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASICE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C;IEncl., GCpi=0.18; MWFRS (directional),, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. mechanical ,,��►� A q<� 7) Provide connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. �%P,S• i No 39380 1 %•! %`� `Ci Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always rerluired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the l.' f V� 6 1C MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job I Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. ) T14564077 J36445 MV4 Valley 2 1 Job Reference (optional) 2x4 o.zCV 5 Ivldy G9 zU 10 IVII t eR inuUstrles, Inc;. rn Jul 10 1z:64:uz zUlts rage 1 I D:YE5jAwrUu64TB gdPDznGdgyyX Wd-Y DxoZj2XJkt8XIUV61 k Inj2fsBxDNTI RmB G9gayyTzp 4-0-0 4-0-0 Scale = 1:11.1 2 2x4 11 LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) Ildefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER -I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD I REACTIONS. (lb/size) 1=116/4-0-0, 3=116/4-0-0 Max Horz 1=99(LC 5) Max Uplift 1=-69(LC 8), 3=-75(LC 8) 1 Max Grav 1=119(LC 13), 3=135(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (10) or less except when shown PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 1-10; Vuut 110mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=61`1; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. ,,,AA PS i A. %% Q\v, . ...... �e �I No 39380 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MrTek® 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 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 Qty Ply J36445-Dave Golden Homes -Reed Res.T14564078 �VrussType J36445 ' MV6 2 1 Job Reference (optional) East Coas( Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:03 2018 Page 1 I D:YE 5jAwrUu64T B qdP DznGdgyyX Wd-OQ VAm33942??yv3hg? GXKwbi8bA16wYa?r?i MOyyTzo 6-0-0 6-0-0 3 2x4 2x4 11 LOADING j(psf) SPACING- 2-0-0 CSI. TCLL i20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 7.0 Lumber DOL 1.25 BC 0.56 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix-P DEFL. in (loc) I/dell Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 2441190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 3 n/a n/a LUMBER- BRACING - TOP CHO D 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=190/6-0-0, 3=190/6-0-0 Max Horz 1=163(LC 7) Max Uplift 1=-113(LC 8), 3=-123(LC 8) Max Grav 1=195(LC 13), 3=221(LC 13) FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:20.3 Weight: 20 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. _ 11; Exp Cf Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates clecked 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) except Qt=lb) 1=113, 3L123. I %%PSi A,l E NS • q�i �i No 39380 "111i11111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 WARNING -Verify 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 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 I VI iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.l 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 M Job , I Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564079 J36445 MV7 Valley 1 1 Job Reference (optional) r t �) I iubs, rI. rtvice, rL 09y90 I 11.Z4U s May 49 ZU'It1 NII I ex mousfnes, Inc. r-ri Jul 1 J 1Z:34:U3 zuid rage 1 ID:YE5jAwrUu64T Bqd P DznG dgyyX Wd-OQVAm33942??yv3hg? GXKwbq GbG36vTa?r?i M OyyTzo 6-9-7 6-9-7 5 4 2x4 tx4 II 2x4 II Scale = 1:21.9 LOADING (psf) SPACING- 2-0-0 CS;' DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) , -0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 24 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. (Ib/size) 1=67/6-9-7, 4=95/6-9-7, 5=275/6-9-7 Max Horz 1=188(LC 5) Max Uplift 1=-15(LC 8), 4=-64(LC 5), 5=-211(LC 8) Max Grav 1=79(LC 14), 4=114(LC 13), 5=313(LC 13) FORCES, i(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. Il; Exp C; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This trussl has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) will hiibetween the struss has n designed herd r a live load of other members. .n the bottom chord in all areas where a rectangle 3-6;0 tall by 2-0-0 wide `` ��►� Al��I� �� pp I , q�e ��j� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=211. �� O;kS • . •q2 �. -•,0ENoo .``.`-. No 39380 �i FS O R C??♦ N A, Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 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 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 desi�gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ff Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IV I 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 Truss __JTruss Type Oty Ply J36445-Dave Golden Homes -Reed Res. FobI 1 MV8 Valley 2 1 Job Reference o tional a tray w <� io rvu i en niuusuros, uic. rn dui to iz:oq:Uq zu ld rage l ID:YE5jAwrUu64TBgdPDznGdgyyXWd-Vc3Z P3nrL7sZ3euEjnms87zc bFrLVkEVIFuSyyTzn 8-0-0 8-0-0 3 2x4 % 1x4 51 42x4 II Scale = 1:25.2 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 BCLL 0.0 Lumber DOL 1.25 Rep Stress Incr YES BC 0.22 WB 0.08 Vert(CT) n/a n/a 999 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 29 lb FT = 0% LUMBER-1 BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP N0.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=85/8-0-0, 4=112/8-0-0, 5=331/8-0-0 Max Harz 1=226(LC 5) Max Uplift 1=21(LC 8), 4=-76(LC 5), 5=-253(LC 8) Max Grav 1=97(LC 14), 4=134(LC 13), 5=376(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 1 2-5=-286/280 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable reg6ires continuous bottom chord bearing. 4) This truss?has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betvIteen the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Ut=lb) 5=253. No 39380 O R�• Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 1 at building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i V I iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res, T14564081 J36445 MV10 Valley 1 1 I Job Reference o tional East Coast Fruss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:33:59 2018 Page 1 ID:YE5jAwrUu64' BgdPDznGdgyyXWd-8eFgwhOe1pVaTlmwRABb94Q5Szt5A56?4D1UDFyyTzs 5-" 9-2-8 10-0-0 5-6-0 3-8-8 0-9-8 3 4 2x4 7 6 5 1x4 11 tx4 11 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 17.0 Lumber DOL 1.25 BC 0.28 BCLL 10.0 Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC2017/TP12014 Matrix-S DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 5 n/a n/a LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-0-0. (lb) - Max Horz 1=270(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6 except 7=-295(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 6 except 7=437(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-325/313 Scale = 1:28.6 Weight: 42 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60i 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except Qt=lb) 7=295. `,,tAAPSr A1;tq��l,,' No 39380 r • �� ` • 41 'eel /O N A� "� � Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. �* Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not[��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall i�.i■` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPII 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 J36445-Dave Golden Homes -Reed Res. T14564082 J36445 MV10A GABLE 1 1 _, Job Reference o tional 2x4 O.LGu s IVldy G9 zu to ivu I ex Inciustnes, Inc. t•n Jul 13 iz:,i=.0 zults Yage 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-BeFgwhOelpVaTlmwRABb94Q4xzstA5074D1UDFyyTzs 9-11-2 9-11-2 3 4 2x4 11 Scale = 1:30.5 LOADING I(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 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 j 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=156/9-11-2, 4=93/9-11-2, 5=421/9-11-2 Max Horz 1=288(LC 5) Max Uplift 1=-63(LC 8), 4=-73(LC 5), 5=-322(LC 8) Max Grav 1=156(LC 1), 4=115(LC 13), 5=478(LC 13) FORCES. '(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-356/333 NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; IEncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss! has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=322. Auq�� %% Q��; No 39380 r * r Ai Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. Design validlfor use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p p iTek• 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 ivi 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 Inforination available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 a Job , Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564083 J36445 I MV12 Valley 1 1 Job Reference o tional -• - o.ccu s rviay 49 zv to rwi t en muusnies, inc. rn dui is Iz:34:uu zulb rage 1 I D:YE5jAwrU u 64TBgd P Dzn GdgyyXWd-crp281 OGo7 dQ5S L6?tigilzJs N F7vYM8Jtn2lhyyTzr 5-6-0 I 9-2-8 12-0-0 5-6-0 3-8-8 _ 2-9-8 I I Scale = 1:26.9 3x4 7 6 52x4 II 1x4 II 1x4 II 5-6-0 9-2-8 12-0-0 5_6_0 3-8-8 2-9-8 LOADING fpsf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 48 lb FT = 0% LUMBER- I 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. All bearings 12-0-0. (Ib - Max Horz 1=270(LC 5) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 6=-134(LC 5), 7=-294(LC 8) Max Grav All reactions 250lb or less atjoint(s) 1, 5, 6 except 7=435(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 1 2-7=-324/313 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft: B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 5 except (jt=lb) 6=134,7=294. 0 •E S • �2��i �,.� G N F , • � No 39380 o Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 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 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 t Job ! s Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T T14564084 J36445 4 Valley 1 1 � Job Reference o tional cast Wall I IuJs, rr. rjuiuv, rL Jvygo 041" s may z4 zultf Mt i eK Inausine I D:YE5jAwrU u64TBs, Inc. rn Jut 13 1z:34:UU zU16 rage 1 gdPDzn GdgyyX Wd-crp2810G o7 dQ5 S L6?Uq i IzJYN F9vYP8Jtn2lhyyTzr 5-6-0 9-2-8 14-0-0 5-6-0 3-8-8 3 4-9-8 4 5.00 12 1 3x4 % 7 1x4 II 11 Scale = 1:28.7 5 2x4 II 6-6-0 9-2-8 14-0-0 5-6-0 3-8-8 4-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC OA6 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 54 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 CHORb 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. All bearings 14-0-0. (16) - Max Horz 1=270(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 5=-11 O(LC 5), 6=181(LC 5), 7=-287(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=293(LC 13), 7=422(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 2-7=-316/304 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This trusts 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) 1 except Qt=lb) 5=110, 6=181, 7=287. NS, A"A,1.*,f'0i No 39380 ►-0 • • �� i� • : 411♦ Thomas A. Alban] PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I'I'e �' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonr ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 July 13,2018 Job s Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. F T14564085 J36445 6 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:01 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-41 NQLN1 uZQlHicvJYbD3EV WUanbMe?cHYXWbH7yyTzq 5.6-0 9-2-8 12-7-4 16-0-0 3 5-6-0 3-8-B _ 4-12 3-4-12 _ II Scale = 1:29.9 3x4 9 8 7 6 1x4 11 1x4 11 1x4 11 2x4 11 6-&0 9-2-8 12-7-4 16-0-0 5-6-0 3-8-8 34-12 3-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-S Weight: 65 lb FT = 0% LUMBER-1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc 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 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (16) - Max Horz 1=270(LC 5) Max Uplift All uplift 100 lbor less at joints) 1, 6 except 8=-141(LC 5), 9=-294(LC 8), 7=182(LC 4) Max Grav All reactions 250lb or less atjoint(s) 1, 6, 8 except 9=434(LC 13), 7=279(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 1 2-9=-324/311 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; t ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. %0111111111 f II11J 5) This trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . p NS A, ,q4 ��,' 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 %%0, `v e E N g �'•; 9� �� 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) 1, 6 except (jt=lb) ♦��,`� .•'�(, •• �' i 8=141, 9=294, 7=182. No 39380 -� • LZ -33 Thomas A. Mani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Jury io,LV Io AWARNING - 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 verity 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 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 b Truss Truss Type City Ply J36445-Dave Golden Homes -Reed Res. � [J36445 T14564086 ZCJ1 Jack -Open 6 1 Job Reference o lional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:05 2018 Page 1 I D:YE5jAwrUu64TBgd P DznGdgyyX Wd-zo cxB l4PcfFjBD D4 nQ I?PLgA50_Qap2tT9 Up QvyyTzm 12-8 100 Scale = 1:6.5 2x3 = i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 1 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20171TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 i REACTIONS. (lb/size) 3=3/Mechanical, 2=142/0-7-10, 4=7/Mechanical Max Horz 2=72(LC 8) Max Uplift 3=4(1_C 5), 2=-191(LC 8), 4=-7(LC 1) 1-0-0 1_n_n DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.00 5 >999 240 MT20 244/190 Vert(CT) 0.00 5 >999 180_ Horz(CT) 0.00 4 n/a n/a Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Grav 3-12(LC 4), 2-142(LC 1), 4-32(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This trusslhas 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=191. j ``,tJ111111111jII,I �` �.,�� .• �G E NS No 39380 ` � r 411 OR I � O N A ►1- 0% 11111 Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: lulu 13 201R A WARNING - Verity 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 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 vanity 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 iTeiC- 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 J36445-Dave Golden Homes -Reed Res. i T14564087 J36445 ZCJ1A Jack -Open 6 1 i Job Reference o tional o.ccu b may cv cu io lvn l en muubmes, lrIG. "'Jul I a 1L:aq:UD LUId rage 1 ID:YE5jAwrUu64TBgdPDznGdgyyX Wd-zocxBl4PcfFjBDD4nQI?PLgA50_Pap2tT9UpQvyyTzm 1-2-8 1-0-0 Scale = 1:6.5 2x3 = 1-0-0 0-10-8 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 0.19 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 5 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT = 0% LUMBER- I 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. REACTIONS. (lb/size) 3=3/Mechanical, 4=-7/Mechanical, 2=142/0-3-0 Max Horz 2=72(LC 8) Max Uplift 3=-11(LC 5). 4=-15(LC 13), 2=-213(LC 8) Max Grav 3=7(LC 3), 4=18(LC 8), 2=142(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss1has 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 the ttom chord and any other members. 6) Refereoglyder(s) fortv6en tru s to truss connections. truss 7) Provide bearing mechanical connection (by others) of truss to plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=213. I Q`"', �` . ' G E•N .'9 No 39380 _ r i • P� Cc Z F ,O�'�ss O N Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ®WARNING -Verify design pararpefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Nil - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek• 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 ANSIfTPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforination available from Truss Plate Institute, 218 N. Lee Street, Suhe 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qty Ply J36445-Dave Golden Homes -Reed Res. T14564088 J36445 ZCJ3 Jack -Open 6 1 Jab Reference (optional) East CoastlTruss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:06 2018 Page 1 i - ID:YE5jAwrUu64TBgdPDznGdgyyXWd-R?AJO551NzNapNoGL8pExZDLroJKJGllhpEMzLyyTzl iI 1-2-8 3-0-0 2x3 = Scale = 1:10.8 3-0-0 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 0.19 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 180 BCLL ;0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 11 lb FT = 0% LUMBER- I 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. REACTIONS. (lb/size) 3=62/Mechanical, 2=187/0-7-10, 4=33/Mechanical Max Horz 2=121(LC 8) Max Uplift 3=-60(LC 8), 2=-178(LC 8), 4=-3(LC 5) Max Grav 3=74(LC 13), 2=191(LC 13), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This trusslhas 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=178. ,`11111111111�1�, No 39380 :�•�IX, F '•<C/: .0R�0, •N C� . 1111111110 Thomas A. Albani PE NO.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ®-ARNING -Verily 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 WW �V I[ 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 IYI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 J36445-Dave Golden Homes -Reed Res. T14564089 J36445 ZCJ3A Jack -Open 6 1 Job Reference o tional ❑a51 Boas[ i Fuss, rt. rlerce, rL s14ag0 mzzu s May z4 zuiu MI I eK maustrles, Inc. t-n Jul 13 12:34:UI ZVIU Page 1 I D:YE5jAwrUu64TBgdPDznGdgyyXWd-vBkhcQ6f8GVRQXNTvrKTUmIWbCfZ2jYAwTzM/nyyTzk i -1-2-8 3-0-0 1-2-8 3-0-0 iI 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER-1 TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=62/Mechanical, 4=33/Mechanical, 2=187/0-3-0 Max Horz 2=121(LC 8) Max Uplift 3=72(LC 8), 4=-54(LC 5), 2=-242(LC 8) Max Grav 3=65(LC 13), 4=50(LC 3), 2=187(LC 1) Scale = 1:10.8 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=WOmph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 trusslhas 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 at=lb) 2=242. % NS t A. q4 No 39380 F AX� Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 K TrussTruss Type Qty Ply J36445-Dave Golden Homes -Reed Res.T14564090 FJ36445 ZCJ5 Jack -Open 6 1 � Job Reference (opt! Last Coast I I Fuss, Ft. Fierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:07 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-vBkhcQ6f8GVRQXNTvrKTUmISZCbQ2jYAwTzwVnyyTzk -1-2-8 5-0-0 5-0-0 Frale c 1• 17 R I 2x4 = 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.04 4-7 >999 240 MT20 2441190 TCDL 17.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 18 lb FT = 0% LUMBER- I 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) 3=116/Mechanical, 2=256/0-7-10, 4=59/Mechanical Max Horz 2=171(LC 8) Max Uplift 3=120(LC 8), 2=-203(LC 8), 4=6(1_C 8) Max Grav 3=137(LC 13), 2=264(LC 13), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This trussl 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) 4 except Gt=lb) 3=120, 2=203. 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. %011111111111.4, .�%%% ONS A. 44e � ' G E N No 39380 � r r * ry- 44/ O N lots Thomas Thomas A. Albani PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. �* Design validlfor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not q�• 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 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 I Truss Qty Ply J36445-Dave Golden Homes -Reed Res. r Fb ]TrussType T14564091 I ZCJ5A Jack -Open 6 1 Job Reference (optional) Last coast! I russ, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:08 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-NN13pm7Hvadl2gyfrZdl_IdJcwZnAnJ97jT1DyyTzj 5-0-0 r 1-2-8 5-0-0 Scale = 1:17.8 2X4 = 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 0.44 Vert(LL) 0.09 4-7 >679 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.08 4-7 >784 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 18 lb FT = O% 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) 3=116/Mechanical, 4=59/Mechanical, 2=256/0-3-0 Max Horz 2=171(LC 8) Max Uplift 3=-139(LC 8), 4=95(LC 8), 2=311(LC 8) Max Grav 3=123(LC 13), 4=86(LC 3), 2=256(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss teas 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) 4 except Qt=lb) 3=139, 2=311. 8) This truss tlesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock i e applied directly to the bottom chord. ,��II11111111r, A. No 39380 AN C? � E,0��. �rrrlllllll�� Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: .Ilfiv 13 2018 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid jor 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 re#red for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 TrussTruss Type Qty Ply J36445-Dave Golden Homes -Reed Res.T14564092 r 445 ZEJ6G I Monopitch Girder 2 1 Job Reference (optional) East Coast � russ, Ft. Pierce, FL 34946 1 o ob N 3x4 = Special 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:09 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-rasS 167wgul9ggXrOGNxZBroL?DW Wd1 TNmSOZgyyTzi 3-0-7 5-8-9 3-0-7 2-8-2 5-8-9 5-7-1 3 2x4 II Scale = 1:22.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.43 Vert(LL) 0.13 3-5 >522 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.10 3-5 >634 180 BCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 27 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=477/0-6-9, 1=672/0-3-0 Max Horz 1=141(LC 8) Max Uplift 3=-526(LC 8), 1=-434(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES' 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This trusslhas 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 betlireen the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=526, 1 =434. 6) Use USP 1S1_11124 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 2-0-12 from the left end to connect truss(es) to front face of bottom chord. 7) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 4-1-11 from the left end to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s)yor other connection device(s) shall be provided sufficient to support concentrated load(s) 256 lb down and 103 lb up at 0-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 1-3=-20 Concentrated Loads (lb) Vert: 1=-256(F) 6=-247(F) 7=-241(F) %%%%01111' A'11 q1 J,` •E N • <e 2 No 39380 44/ t�si.<.pR10• •' ;% Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. �* Design valid jfor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e�• a ss trusystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pi•�` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP111 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 J36445-Dave Golden Homes -Reed Res. 0 I T14564093 J36445 ZEJ7 Jack -Open 36 1 Job Reference (optional) CLJi liUGsl I IUsb, rt. ri-, rL 04V4D D.LGU s May 411 GU to Nn i ex umusnies, Inc. rrl dui iJ 7L:34:Ve LV to rage I I D:YE5jAwrUu64TBgdPDznGdgyyXWd-rasS 167wgul9ggXrOGNxZBrgS?AHWd 1 TNmSOZgyyTzi 1-2-8 7-0-0 1-2-8 7-0-0 0 0 N 3x3 = 4 7-0-0 7-0-0 Scale: 1/2"=1' Plate Offsets (X Y)— 12:0-1-2.Edgel LOADING ��Psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.16 4-7 >536 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.21 4-7 >396 180 BCLL I0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 24 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORb 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=170/Mechanical, 2=328/0-7-10, 4=81/Mechanical Max Horz 2=222(LC 8) Max Uplift 3=-178(LC 8), 2=-235(LC 8), 4=-9(LC 8) Max Grav 3=200(LC 13), 2=340(LC 13), 4=121(LC 3) FORCES. �Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60, plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `11111111111111 will fit between the bottom chord and any other members. ,%k% A NS A. ,q4 6) Refer to giirder(s) for truss to truss connections. ") e 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) ��`�c`O •, \ C E N S • 3=178, 2=235. �' •. �i 8) This truss ilesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ` NO 39380 sheetrock be applied directly to the bottom chord. r * r ��uiirl�ll Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: hdv 1� 7f11R 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 oni'y with Mi rek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �i.�` 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 AiTe k' 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 Truss Trus Type Ply J36445-Dave Golden Homes -Reed Res. � I ]J,,sk-Open �Qty T14564094 J36445 ZEJ7A 2 1 Job Reference o tional Last Goastll russ, Ft. Pierce, F•L M46 d.ZZU S may Z4 ZU18 mi I eK industries, Inc. F❑ Jul 13 12:34:1U Zu1t5 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-JmQgES8YRBtOH_61a_uA6PNgYPVDF4HccQCa66yyTzh 1-28 700 1-2-8 7-0-0 3x3 = 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.35 4-7 >241 240 TCDL I7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.30 4-7 >277 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=170/Mechanical, 4=81/Mechanical, 2=328/0-3-0 Max Horz 2=222(LC 8) Max Uplift 3=-204(LC 8), 4=-134(LC 8), 2=-386(LC 8) Max Grav 3=180(LC 13), 4=121(LC 3), 2=328(LC 1) FORCES. Slb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:22.0 PLATES GRIP MT20 2441190 Weight: 24 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed toprovide 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 gi�der(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) 3=204,4=134,2=386. 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 i e applied directly to the bottom chord. t"PSG Al;,qi��,,, No 39380 Thomas A. Alban] PE No.39380 MITek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: lulu 13 91"11 R WARNINC7 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i�.� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 0 Z Truss Truss Type City Ply J36445-Dave Golden Homes -Reed Res. � I Fi T14564095 445 ZEJ7T Jack -Open 7 1 Job Reference (optional) East Coast, Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:11 2018 Page 1 I D:YE5jAwrUu64TBq dPDznGdgyyX Wd-ny_C S o9ACV?tv8g E8h PQecw5pps I—WOmr4x7 eYyyTzg 1-2-e 2-7-10 3-7-10 7-M 1-2-8 2-7-10 1-0-0 3A-6 I 2x3 = 2-7-10 3-7-10 7-0-0 i 9_7-1n 1_n-n A-A1i Scale = 1:22.0 Plate Offsets (X.Y)— 13:0-2-0.0-1-51 LOADING ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.16 5-6 >528 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.20 5-6 >411 180 - BCLL , 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 27 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied., BOT CHORD 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied. 3-5: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=137/Mechanical, 2=34010-7-10, 5=123/Mechanical Max Horz 2=222(LC 8) Max Uplift 4=137(LC 8), 2=231(LC 8), 5=47(LC 8) Max Grav 4=160(LC 13), 2=352(LC 13), 5=144(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-9=-381/134 BOT CHORD 2-7=-254/362, 6-7=324/476, 3-6=-303/210 WEBS i 3-7=-295/245 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; End, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60, plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss kas 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) 5 except Qt=lb) 4=137, 2=231. 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. A��q��--,, .% • • •E N • Ce �� No 39380 r, . koo S •••• `� Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: .joy 13 gO1R WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and 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 Job Truss Truss Type City Ply J36445-Dave Golden Homes -Reed Res. T14564096 J36445 ZHJ7 Diagonal Hip Girder 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:12 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-GBXaf8Aozp7jXl FQiOwfBgTJPDGwjvYv4khgA?yyTzf -1-8-8 5-2-9 9-10-1 1� -8-8 5-2-9 4-7-8 2x4 = 1x4 II — — 5 5-2-9 9-10-1 Scale: 1/2"=l' LOADING I(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL F0.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 41 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-3 oc bracing. WEBS I 2x4 SP No.3 REACTIONS. (lb/size) 4=128/Mechanical, 2=412/0-10-7, 5=317/Mechanical Max Horz 2=221(LC 8) Max Uplift 4=-134(LC 8), 2=418(LC 8), 5=-205(LC 8) Max Grav 4=128(LC 1), 2=486(LC 28). 5=356(LC 28) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-951/500 BOT CHORD 2-7=-601/877, 6-7=-601/877 WEBS 3-7=-29/285, 3-6=-934/640 NOTES- , 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This trusslhas 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 giIrder(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 Ut=lb) 4=134, 2=,418, 5=205. 7) Hanger(s)lor other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 57 lb up at 1-4-15, 105 lb down and 57 lb up at 1-4-15, 124 lb down and 87 lb up at 4-2-15, 124 lb down and 87 lb up at 4-2-15, and 165 lb { down and i155 lb up at 7-0-14, and 165 lb down and 155 lb up at 7-0-14 on top chord, and 38 lb down and 34 lb up at 1-4-15, 38 lb down and 34 lb up at 1-4-15, 25 lb down and 11 lb up at 4-2-15, 25 lb down and 11 lb up at 4-2-15, and 47 lb down and 21 lb up at 7-0-14, and 47 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 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 (plo Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=113(F=57, B=57) 12=-1(F=-0, B=-0) 13=-79(F=-40, B=40) 15=-14(F=-7, B=-7) 16=-61(F=-30, B=-30) I %%%�,�,,,��N A'lA��i No 39380 � * r i �� • 441 i Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® 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 verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info alion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job i Truss Qty Ply J36445-Dave Golden Homes -Reed Res. Fruss.Type J36445 ZHJ7A Hip Girder 2 1 Job Reference o tional East CoastlTruss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Fri Jul 13 12:34:12 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-GBXafBAozp7jXIFQiOwfBgTISDGwjvPv4khgA?yyTzf -1-8-8 5-2-9 9-10-1 1-8-8 5-2-9 4-7-8 2x4 = 1x4 II Scale: 1/2"=1' 1 0-1 7 0- - 5-2-9 5-1-2 9-10-1 4-7-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.12 6-7 >947 240 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.11 6-7 ✓>999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) -0.02 5 n/a n/a BCDL 11,0.0 Code FBC2017/TP12014 Matrix -MS Weight: 41 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 BOT CHORD Rigid ceiling directly applied or 5-1-6 oc bracing. WEBS 1 2x4 SP No.3 REACTIONS. (Ib/size) 4=128/Mechanical, 5=317/Mechanical, 2=412/0-4-4 Max Horz 2=221(LC 24) Max Uplift 4=-147(LC 8), 5=-466(LC 8), 2=-652(LC 8) Max Grav 4=128(LC 1), 5=317(LC 1), 2=465(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-810/1019 BOT CHORD 2-7=-1086/756, 6-7=-1086/756 WEBS 1 3-7=-314/285, 3-6=-805/1157 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right ePosed; 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 betwieen 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) 4=147,5=466,2=652. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 57 lb up at 1-4-15, 98 lb down and 57 lb up at 1-4-15, 111 lb down and 99 lb up at 4-2-15, 111 lb down and 99 lb up at 4-2-15, and 146 lb down and 174 lb up at 7-0-14, and 146 lb down and 174 lb up at 7-0-14 on top chord, and 85 lb down and 36 lb up at 1-4-15, 85 lb down and 36 lb up at 14-15, 18 lb down and 4 lb up at 4-2-15, 18 lb down and 4 lb up at 4-2-15, and 37 lb down and 49 lb up at 7-0-14, and 37 lb down and 49 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=113(F=57, B=57) 12=-1(F=-0, B=-0) 13=-79(F=-40, B=40) 15=-14(F=-7, B=-7) 16=61(F=-30, B=-30) %0NS,g4�ii�i ,,�•j•O •' G • �2�i No 39380 ON A i E?C� �. 11111 Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 ® WARNING'- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSM9 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 Type Qty Ply J36445-Dave Golden Homes -Reed Res. r ' ]Truss T14564098 J36445 ZHJ7B Diagonal Hip Girder 1 1 I Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Fri Jul 13 12:34:13 2018 Page 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-kL5ysUAQk6Ga8SgcF6Rukl?UodcZSPg2lOQEiRyyTze -1-8-8 4-3-7 5-2-9 7-8-5 9- 0-1 1-8-8 .3 4-3-7 0-11-2 2-5-12 2-1-12 IV 3x8 = . 1x4 \\ Scale = 1:24.4 0-1 7 4-3-7 7-8-5 9-1 0-1 0- - 4-2-0 34-14 2-1-12 Plate Offsets (X,Y)— f2:0-1-8,Edgel 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 0.40 Vert(LL) 0.15 8-11 >609 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) 0.14 8-11 >678 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.15 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Weight: 48lb FT=0% i LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 `Except' 4-8: 2x8 SP DSS REACTIONS. All bearings Mechanical except Qt=length) 8=0-10-13, 2=0-4-4. (Ili) - Max Horz 2=221(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 8=-784(LC 8), 2=-485(LC 8) Max Grav All reactions 250 lb or less at joint(s) 5, 6 except 8=627(LC 1), 2=342(LC 17) FORCES. �Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-343/405 BOT CHORD 2-8=-501/321 WEBS 3-8=-392/509, 4-8=-394/274 NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=54ft; L=46ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 11111 t 1 t t/j1,, 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss as been designed for a 10.0 bottom chord live load live loads. % ,�Ow n PS A, e psf nonconcurrent with any other 4) • This truss has been designed for live load 20.Opsf the bottom in �� E N 3'••'92�� a of on chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��<`r •'�XC '• �' F �'. will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. No 39380 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except at=lb) 8=784, 2=485. 'or 7) Hanger(s) other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 57 lb up at 1-4-15, 98 down r ' lb and 57 lb up at 1-4-15, 111 lb down and 99 lb up at 4-2-15, 111 lb down and 99 lb up at 4-2-15, and 146 lb down and 174 lb up 7-0-14, 146 lb down 174 lb 7-0-14 i •, at and and up at on top chord, and 85 lb down and 36 lb up at 1-4-15, 85 Ib down 36 lb 1-4-15, 18 lb down Ai : �� i and up at and 4 lb up at 4-2-15, 18 lb dawn and 4 lb up at 4-2-15, and 37 lb down and 66 lb up at 7-0-14, and 37 lb down and 66 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the . �� Q.•� responsibility of others. Q �� s ••••� R �,• 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). `C> ,% ,�jl �\,0 js/� N AL ��tt11111111, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albans PE No.39380 Uniform Loads (psf) MITek USA, Inc. FL Cert 6634 Vert: 1-5=-54, 6-9=-20 6904 Parke East Blvd. Tampa FL 33610 Date: July 13,2018 A 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 Mi rek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, m. not a truss systeBefore 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 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 r f Job Truss Truss Type Qty Ply Golden Homes -Reed Res. �J36445-Dave T14564096 J36445 I ZHJ7B Diagonal Hip Girder 1 1 Job Reference o tional CtlM �.0 l 1. rr. rm,—, rL 01y40 o.zzu s may zv zuiu mi i etc maustries, Inc. t-n dui � s �z:ag:�a zuia rage z 1 ID:YE5jAwrUu64TBgdPDznGdgyyXWd-CXfL4gB2VQORmbPpppy7GFYfYOyoBsvCX2AnFtyyTzd LOAD CASE(S) Standard Concentrated Loads (lb) ,Vert: 3=-1(F=-0, B=-0) 12=113(F=57, B=57) 13=-79(F=-40, B=40) 15=-14(F=-7, B=-7) 16=-61(F=-30, 13=-30) ®WARNING I 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 MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not e�• 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 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. O'y1fi 1 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 E Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint numberwhere bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITP11: 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) 1 2 3 TOP CHORDS C1-2 C2-3 o WEBS c3v 4 CL U O ' d cs-i cs-s O� 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 d� MiTeK MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 AGeneral 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/rPI 1 Quality Criteria.