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HomeMy WebLinkAboutREVISION Trust ( 12-11-2018 )Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: J36755-J36755A - DAN GEORGITON Site Information: Customer Info: Anthony Odeh Project Name: Odeh Residence Model: Lot/Block: Subdivision: Address: 12461 Indian River Drive City: Jensen Beach State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Custom / Re- oadelL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: N/A Wind Speed: N/A mph Roof Load: N/A psf Floor Load: N/A psf This package includes 1 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. lNo. Seal# I Truss Name I Date 1 IT15303744 IA05 10/11/18 RECEIVED DEC 13 2018 Permitting Department St. Lucie County, FL The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: 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 designs comply with ANSUTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. w.' `,,,`,`SGA'1q1 P-fe . G %% �. �e ii �O • E N No 39380 `iz= STA OF t44/ iOT • 'c P ,fill 111%00 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2018 FAlbani, Thomas 1 of 1 E Co PY ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: J36755 - Odeh Residence MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Ta a FL 33610-4115 Customer Info: Anthony Odeh Project Name: Odeh Residence Model: Custom / Re-�Igdel Lot/Block: Subdivision: Address: 12461 Indian River Drive City: Jensen Beach State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 180 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 40 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date I No. I Seal# ITruss Name Date 1 T15139552 IA01G 9120/18 118 T15139569 1 FG04 9/20/18 I2 1T15139553 IA02 I9/20/18 119 1T15139570 I FL01 19/20/18 13 I T15139554 I A03G 19/20/18 120 I T15139571 I FT01 19/20/18 1 14 1 T15139555 I A04 19/20/18 121 I T15139572 I FT02 19/20/18 I 15 1 T15139556 I A05 19/20/18 122 I T15139573 I FT03 19/20/18 J 16 IT15139557 IA06 19/20/18 123 IT15139574 I FT05 19/20/18 17 I T15139558 I B01 G 19/20/18 124 1 T15139575 1 MGT01 19/20/18 I 18 IT15139559 I B02 19/20/18 125 I T15139576 1 MT01 19/20/18 I 19 I T15139560 I C01 G 19/20/18 126 I T15139577 I PB1 I 9/20/18 I 110 1 T15139561 I CO2 19/20/18 127 I T15139578 I PB2 19/20/18 I 11 I T15139562 I CO3 19/20/18 128 I T15139579 I PB3 19/20/18 I 112 1 T15139563 I D01 19/20/18 129 I T15139580 I V4 19/20/18 I 113 I T15139564 I D02 19/20/18 130 I T15139581 I V8 19/20/18 114 IT15139565ID03G 19/20/18 131 IT15139582IV10 19/20/18 115 I T15139566 I FG01 19/20/18 132 I T15139583 I ZCJ 1 19/20/18 116 I T15139567 I FG02 19/20/18 133 I T15139584 I ZCJ 1 B 19/20/18 117 I T15139568 I FG03 19/20/18 134 I T15139585 I ZCJ3 19/20/18 The truss drawing(s) referenced above have been prepared by MiTek ,%1%11111II��I�%i ��� �00US• USA, Inc. under my direct supervision based on the parameters �� :.�G E.•.• provided by East Coast Truss. Truss Design Engineer's Name: Lee, Julius : * :• No 4 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 is licensed in the jurisdiction(s) identified and that the e�0 :• ST T O F A, engineer named designs comply with ANSI/TPI 1. These designs are based upon parameters �� ,�•. �� •'•; O 1 �. shown (e.g., loads, supports, dimensions, shapes and design codes), which were �N ��i;SS/ "••�� flereference purpon to Welk. seponly, anect dcific wasnot taken into account in the n included is for iTeWs p eparat preparationcustomers % ������ N A, 1%i�%% these designs. MiTek has not independently verified the applicability of the design Julius Lee PE No.34869 parameters or the designs for any particular building. Before use, the building designer MiTek USA, Inc. FL Cert 6634 should verify applicability of design parameters and properly incorporate these designs 6904 Parke East Blvd. Tampa FL 33610 into the overall building design per ANSI/TPI 1, Chapter 2. Date: 1 b20,2018 ee,`LJ"'�� zu of 2 RE: J36755 - Odeh Residence Site Information: Customer Info: Anthony Odeh Project Name: Odeh Residence Model: Custom / Re -Model Lot/Block: Subdivision: Address: 12461 Indian River Drive City: Jensen Beach State: Florida No. ISeal# ITruss Name I Date 35 IT15139586 I ZCJ5 19l20/18 136 IT15139587 I ZCJSA 19/20/18 1 137 IT15139588 I ZEJ5 19/20/18 1 138 IT15139589 I ZEJ7 19/20/18 139 IT15139590 I ZHJ5 19/20/18 I40 IT15139591 I ZHJ7 19/20/18 2 of 2 1 - • T Job Truss Truss Type Qty Ply Odeh Residence T15139552 J36755 A01G Attic Girder 1 n L Job Reference o tional Cast toast I russ, rt. Pierce, rL 34`J46 e.ZZU S May Z4 ZU18 MI I eK Industries, Inc. I nu Sep ZU 12:4/:UZ ZU16 Page 1 ID:jxrRdWY5kOSOcleYh7gd8ycnSU-1 KQMhC9 WS6EaXLVOQU1AcdnxfndF394cys461ybkJd 19-3-4 29-3-0 32-0-15 -2-0.0 SO-1 7.3.4 9-3-0 11-3-4 14-1-1 17-11-81 94 21-34 238.152 7 27-3-4 8-11-8 31-30 3- 351-7 37-3.4 8.9'6 2-0.0 S0.1 2-33 2-0.0 2.0.0 2-9.13 -2-3 2-8-4 0. 1 2-0-0 2-511 0-10. 2-8.0 1-8.4 1-11-13-2.41-10.3 2-1-13 16-2 0-6-2 11.312 0-9-15 Scale = 1:78.3 48 = 7.00 12 5x5 = 2x4 11 7x6 = 4x8 = 6x6 = 2x4 11 5x5 = 2x4 11 15 16 4 61 65 19662 ' 22 61 24 3x6 i 2x4 1112 13 10 2x4 I I 57 4959 2x4 I I 2x4 II 67 5x8 i 2x4 II 5x8 3x8 i 8 41, 2x4 II 2x4 I 2x4 II 2x4 u 2x4 II 2x4 11 6 _ x8 w d rb 3x4 = 5x8 i 4 6 3x4 = 3x4 = 2x4 II 3x6 = 3 14 18 21 25 WIMEOCTW 43 71 42 72 41 40 73 74 75 39 76 77 3x6 II 4x6 = 4x6 = 4x6 = 6x8 = 3x8 I I 2x4 11 26 3x4 28 2x4 11 70 ��_ 29312x4 II 78 37 79 BO 81 82 38 36 35 34 33 4x6 = 4x10 = 46 = 46 = 3x8 II 6x8 = 5-0-1 5-0 15 9-3-0 1112-8 1 1-1 18-9-1 211 -15 28-11-8 32-0-15 35-1-7 38-M 5-0-1 0-0-14 42.4 311.4 0-10- 4-8-0 411-13 5-2-9 3-1-7 30-8 3-7-15 Plate Offsets (X,Y)- [2:0-4-0,0-1-11], [7:0-4-0,0-2-0], [11:0-5-4,0-4-0], [15:0-2-8,0-2-1], [17:0-1-12,0-0-0], [17:0-3-0,0-1-12], [20:0-1-12,0-0-0], [20:0-2-0,0-1-12], [24:0-2-8 n-9-11 I27•n-7-R n-7-RI rdd•n-R-n n-7-R7 rAA.n-1-12 n-1-m fFF•(1_1-12 n-n-ni rnn•n-1-10 n-n-,Al 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 0.41 Vert(LL) -0.03 43 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.04 43 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(CT) 0.01 33 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Weight: 931 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP. CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except BOT CHORD 2x8 SP No.2 2-0-0 oc purlins (6-0-0 max.): 15-24, 11-27, 3-11, 27-32. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 10-40,21-36: 2x6 SP No.2 6-0-0 oc bracing: 39-40,33-34. JOINTS 1 Brace at Jt(s): 44, 46, 47, 11, 32, 21, 7, 14, 18, 25, 27, 49, 5, 50, 55, 56, 58, 60, 63 REACTIONS. All bearings 0-8-0 except (jt=length) 33=Mechanical, 36=0-4-0. (lb) - Max Horz 2=701(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 40=1586(1_C 5). 33=-1410(LC 5), 2=1232(LC 4). 36=169(LC 10) Max Grav All reactions 250 lb or less at joints) except 40=3219(LC 20). 33=1933(LC 21), 2=1876(LC 21). 36=1030(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2723/1457, 3-4=-882/600, 4-6=873/660, 6-8=849/799, 8-10=839/860, 10-13=612/719, 13-15=592/764, 15-16=974/971, 16-17=-974/971, 17-19=974/971, 19-20=1360/1274,20-22=1360/1274,22-24=-1360/1274,24-26=1129/1125, 26-28=117811100, 11-14=614/552, 14-18=559/372, 18-21=227/505, 21-25=227/505, 25-27=537/563, 3-5=716/388, 5-7=719/390, 7-9=-476/1039, 9-11= 476/1039, 27-30=870/737, 30-32=870/737 BOT CHORD 2-43=1631/2595, 42-43=-1604/2535, 40-42=1044/1530, 39-40=678/208, 38-39=217/433, 36-38=330/657, 35-36=3451447, 34-35=-176/466 WEBS 11-44=679/548, 27-48=218/354, 28-48=387/494, 44-45=-181/266, 44-53=-478/506, 46-53=357/429, 46-57=1562/1618, 4957=1560/1617, 49-59=1560/1617, 47-59=1562/1618, 11-40=1646/985, 11-45=417/292, 10-45=-408/300, 32-33=1857/1416, 15-46=320/394, 24-47=383/415, 3-43=449/1116, 7-42=363/938, 3-42=1349/697, 7-40=2073/1038, 18-38=-27/301, 32-34=258/623, 25-35=199/469, 11-39=75/843, 14-38=190/311, 18-36=624/55, 25-36=712/321, 27-35=571/358, 19-49=801/766, 46-54=1946/1942, 54-55=1919/1916, 55-56=1911/1910, 19-56=1971/1969, 19-58=1641/1748, 58-60=-1497/1603, 60-61=1503/1607, 47-61=152211625, 45-51=607/391, 51-52=571/370, 15-52=705/453, 24-62=437/255, 48-62=-419/250, 6-7= 297/310, 6-50=-401/192, 11-50=414/200, 28-63=1624/1381, 32-63=1577/1321, 56-57=336/356, 58-59=566/604 NOTES- 1) 2-ply truss to be connected together with I Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. ,`,�111111111�111 w jus • 34869 4/ 441 ����. �♦` ��i F • <ORXoP-* N 111j11111111"t Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE • Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast 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 Odeh Residence T15139552 J36755 A01G Attic Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34945 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:47:02 2018 Page 2 ID:jxrRd WYj5kOSOcleYh7gdBycnSU-1 KQMhC9WS6EaXLVOQU 1AcdnxfndF394eys461ybkJd NOTES- 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=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2)-2-0-14 to 1-9-11, Interior(1) 1-9-11 to 17-11-8, Exterior(2) 17-11-8 to 23-5-5, Interior(1) 23-5-5 to 31-3-0, Exterior(2) 31-3-0 to 36-8-13, Interior(1) 36-8-13 to 38-7-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1586 lb uplift at joint 40, 1410 lb uplift at joint 33, 1232 lb uplift at joint 2 and 169 lb uplift at joint 36. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 336 lb down and 304 lb up at 5-3-1, and 354 lb down and 304 lb up at 37-0-12 on top chord, and 789 lb down and 468 lb up at 5-0-0, 92 lb down and 21 lb up at 7-D-12, 92 lb down and 21 lb up at 9-0-12, 92 lb down and 21 lb up at 11-0-12 , 92 lb down and 21 lb up at 13-0-12, 92 lb down and 21 lb up at 15-0-12, 92 lb down and 21 lb up at 17-0-12, 92 lb down and 21 lb up at 19-0-12, 92 lb down and 21 lb up at 21-0-12, 92 lb down and 21 lb up at 23-0-12, 92 lb down and 21 lb up at 25-0-12, 92 lb down and 21 lb up at 27-0-12, 92 lb down and 21 lb up at 31-0-12, 92 lb down and 21 lb up at 33-0-12, and 92 lb down and 21 lb up at 35-0-12, and 92 lb down and 21 lb up at 37-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) Attic room checked for U360 deflection. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-15=70, 15-24=70, 24-31=70, 2-33=-20 Concentrated Loads (lb) Vert: 34=35(B) 3=-67(B) 43=317(B) 42=35(B) 37=35(B) 29=67(8) 71=35(B) 72=35(B) 73=35(B) 74=-35(B) 75=35(B) 76=35(B) 77=-35(B) 78=35(B) 79=35(B) 80=35(B) 81=35(1]1) 82=35(1]1) ®WARNING - Verify des/tin parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Qty Ply Odeh Residence rATTIsCType T15139553 J36755 A02 4 1 Job Reference o tional East Coast Truss, Ft Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:03 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-VW IuY98DQMR9V4D_CYP9gKz3BsfoaglAWgfaQybkJc 2-0-0 , 7 4 3 14-2-13 17-11-8 24-7-4 31-0-0 3411-11 38-9-0 2-0-0 7-4-3 6-10-10 3.8-11 6-7-12 6-7-12 3-8-11 3-9-11 7.00 12 5x5 = 4x8 = 5x5 = 4x8 = 3x6 II 8x8 = 4x6 = 5x10 = 5x10 = 5x10 = 5x10 = 4x8 = 3x8 II 4x6 = 5x10 = 5x10 = 7x10 M18SHS = 5x10 = 5x10 = I 14-2-13 t 6x8 M18SHS = 20-8-14 I 3-9-11 I Scale=1:82.2 7 43 13-2 8 1 -2- 3 18-9-13 24-7-4 29-1-0 3 -0-11 3411-11 H99 6 7-0 3 5-1t),5 -0 47-0 5 9-7 45-12 -3-1 47-0 3 9-11 Plate Offsets (X,Y)— [2:0-2-4,0-1-3], [6:0-2-8,0-2-1], [8:0-2-8,0-2-1], [11:0-5-8,0-1-8], [12:0-2-8,0-2-4], [14:0-0-0,0-3-10], [14:0-5-0,0-2-8], [15:0-0-0,0-1-12], [22:0-2-14,0-2-8], f23:0-2-8.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.25 13-16 >734 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.39 13-16 >474 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.05 19-27 >999 240 Weight: 354 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins: 6-8. 2-18,11-14,14-18: 2x8 SP DSS BOT CHORD Rigid ceiling directly applied or4-9-12 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 4-8-0 oc bracing: 9-12 22-23: 2x4 SP No.1 WEBS 1 Row at midpt 22-24, 23-24, 7-22, 7-23, 10-11, 4-17, 3-17 with 2x4 SP No.3 with 2 -10d (0.131 "x3") nails and cross brace spacing of 20-0-0 oc. JOINTS 1 Brace at Jt(s): 20, 22, 23, 24 REACTIONS. All bearings 0-8-0 except (jt=length) 11=Mechanical, 13=0-3-8. (lb) - Max Horz 2=701(LC 4) Max Uplift All uplift 100 lb or less at joints) except 2=919(1_C 4), 11=1019(LC 5), 17=-783(LC 5) Max Grav All reactions 250 lb or less atjoint(s) except 2=1477(LC 11), 11=1895(LC 11), 17=2928(LC 10), 13=1671(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1627/805, 3-4=1018/607, 4-6=2375/1367, 6-7=-1948/1215, 7-8=-1860/1220, 8-9=2192/1345, 9-10=962/602, 10-11=1929/1129 BOT CHORD 2-19=981/1603, 17-19=981/1603, 16-17=461/824, 13-16=468/906, 12-13=456/862, 12-25=1172/694, 9-25=902/586 WEBS 16-20=333/232, 20-22=252/168, 22-24=1770/2899, 23-24=1770/2899, 4-22=-498/1370, 7-22=2091/1492, 7-23=2178/1504, 10-12=854/1538, 17-21=-1087/504, 4-21 =1 086/703, 3-17=1125/641, 6-22=295/647, 23-25=367/261, 8-23=283/5591 9-23=594/1222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2)-2-0-14 to 1-9-10, Interior(1) 1-9-10 to 17-11-8, Exterior(2) 17-11-8 to 23-5-5, Interior(1) 23-5-5 to 31-3-0, Extedor(2) 31-3-0 to 36-8-13, Interior(1) 36.8-13 to 38-7-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-6, 6-7, 7-8, 8-9, 22-24, 23-24; Wall dead load (5.0psf) on member(s).16-20, 12-25, 9-25 `,,��Ililll//,, 0% 0"juS t ,'0r .do .� 34869 = r_ • N Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®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 i�iiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 s Job Truss Truss Type Qty Ply Odeh Residence T15139553 J36755 A02 ATTIC 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8,220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:04 2018 Page 2 I D:jxrRd W Yj 5kOSOcleYh7gd8ycn SU-zjY76uAn_kU I meePXv3ei2t8pbCuXl 3uPAZD6sybkJb NOTES- 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 16-17, 13-16, 12-13 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 919 lb uplift at joint 2, 1019 lb uplift at joint 11 and 783 lb uplift at joint 17. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 15) Attic room checked for U360 deflection. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1/1-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUVII 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 ! 7 r Job Truss Truss Type Qty Ply Odeh Residence T75139554 J36755 A03G ATTIC GIRDER 4 n L Job Reference (optional) East Coast I Russ, Ft. Pierce, FL s4946 6.220 s May 24 2U76 MI 1 ek Indusmes, Inc. I hu Sep 2u 12A Cub 2u1 a Page! ID:jxrRd VvYj5kOSOcleYh7gd8ycnSU-Rv6VJEBPll c8OoDb5dalEFPRB?XRGWB2egJmeJybkJa 14-1-1 16�9 33-7-5 , -2Z 47-1 68-8 10.8-8 13-11-8 5-7-3 1 -11 22-0-11 :74 26-9-13 3130 b1 51-7 36-9E 2-0-041-7 330 0 -9 121 -1 483 2-2-9 2-2-9 433 -2-15 1112 3-7-15 1b2 1-2-15 1-1.6 5x5 = 4x8 = 5x5 = Scale=1:89.7 2x4 II 5x12 i 9 34 10 35 11 36 2x4 II 33 2 3x6 6 7 8 25 12 4x6 7.00 12 5 x4 II 13 5x8 = 5x8 = 4 4 26 3 i 27 d 2x4 II 2x4 d 3x6 i Lo 331 1 16 „mot 30 ur 2 N ji Ir 1r 1 d 22 21 3738 20 19 39 18 17 16 15 14 4x8 — 3x6 II U24 4x6 114x6 II 4x6 II 4x6 114x6 II 4x6 II 4x6 II —4x6 II 6x6 = 6x8 = 6x8 — 4x10 = 3x10 II Special Special 8x12 = 7x8 = HUS28-2 U24 U24 Special Special 14-1-1 47-1 8-M 13-2A 1 11 23Sa 28-11A 35.1-7 38.9-6 47-1 41-7 4E-0 9-4.7 SSO 61-15 37-15 0.1.9 Plate Offsets (X,Y)— [2:0-4-0,0-1-11], [8:0-2-12,0-2-8], [9:0-2-8,0-2-1], [11:0-2-8,0-2-1], [16:0-0-0,0-1-12], [18:0-0-0,0-3-10], [18:0-4-0,0-2-8], [19:0-2-4,0-5-12], [23:0-2-8,0-2-8] .124:0-2-8.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.12 17-19 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.15 17-19 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(CT) 0.02 17 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.05 21-22 >999 240 Weight: 761 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x8 SP No.2 *Except* 16-19,15-16: 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* JOINTS 8-19: 2x8 SP No.2 REACTIONS. All bearings 0-8-0 except (jt=length) 14=Mechanical, 17=0-4-0. (lb) - Max Horz 2=453(LC 16) Max Upli t All uplift 100 lb or less atjoint(s) except 2=1584(LC 4), 14=1519(LC 5). 19=2665(LC 5) Max Grav All reactions 250 lb or less at joints) except 2=2528(LC 21), 14=3385(LC 21), 19=5752(LC 20), 17=1586(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4107/2216, 34=-3467/2124, 4-5=1660/940, 5-8=1490/803, 4-21=1252/1716, 8-9=1987/1628, 9-10=1720/1476, 10-11=-1968/1610, 11-12=-2339/1839, 12-13=16111796, 13-14=3185/1507 BOT CHORD 2-22=2084/3616, 21-22=-2084/3616, 19-21=1761/2902, 17-19=594/1434, 15-17=594/1363 WEBS 3-22=0/259, 3-21=842/378, 15-27=1172/978, 12-27=1012/895, 13-15=1153/2576, 19-26=2264/1324, 8-26=1718/1014, 23-25=2530/2929, 24-25=2530/2930, 5-7=332/268, 4-19=2514/1834, 10-23=2329/1536, 23-26=989/696, 9-23=354/337, 8-23=1829/1657. 11-24=-575/651. 12-24=1515/1221. 10-24=2000/1317 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 23, 24, 25, 5 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-4-0 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=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2)-2-0-14 to 1-9-11, Interior(1) 1-9-11 to 8-10-4, Exterior(2) 8-10-4 to 12-8-13, Interior(1) 12-8-13 to 17-11-8 , Exterior(2) 17-11-8 to 21-10-0, Interior(1) 21-10-0 to 31-3-0, Exterior(2) 31-3-0 to 35-1-7, Interior(1) 35-1-7 to 38-7-10; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 34869 r r N A„ �?���♦ Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7473 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 vedy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual thus web and/or chard members only. Additional temporary and permanent bracing i�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, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139554 J36755 A03G ATTIC GIRDER 4 n L Job Reference (olational East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTeK Industries, Inc. Thu Sep 20 12:47:05 2018 Page 2 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-Rv6VJEBPl1 c80oDb5datEFPRB?XRGWB2egJmeJybkJa NOTES- 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 8-9, 9-10, 10-11, 11-12, 23-25, 24-25; Wall dead load (5.Opsf) on member(s).15-27, 12-27, 19-26, 8-26 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 17-19, 15-17 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1584 lb uplift at joint 2, 1519 lb uplift at joint 14 and 2665 lb uplift at joint 19. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use Simpson Strong -Tie U24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-2-0 from the left end to 13-2-0 to connect truss(es) to front face of bottom chord. 15) Use Simpson Strong -Tie HUS28-2 (6-1Old Girder, 6-1Od Truss, Single Ply Girder) or equivalent at 35-1-6 from the left end to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) WARNING: The following hangers are manually applied but fail due to geometric considerations: U24 on front face at 9-2-0 from the left end. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 483 Ib down and 368 lb up at 8-10-4, and 496 lb down and 338 lb up at 10-9-4, and 1623 lb down and 1040 lb up at 13-7-14 on top chord, and 916 lb down and 800 lb up at 8-10-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 19) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 20) Attic room checked for U360 deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=70, 6-8=-70, 8-9=80, 9-11=-80, 11-12=-80, 12-13=-70, 2-21=20, 21-39=145(F=125), 19-39=20, 18-19=-30, 17-18=-30, 15-17=-30, 14-15=-20, 23-24=-10 Drag: 12-15=10, 8-19=10 Concentrated Loads (lb) Vert: 21=679(B) 4=220 8=1224 15=1528(B) 7=22037=-24(B) 38=24(B) 39=-24(B) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■a' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1 0 Job Truss Truss Type Qty Ply Odeh Residence T15139555 J36755 A04 Piggyback Base 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:07 2018 Page 1 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-NHEFkwDfHfssd6N_Dl cLJgUi 1 oCckL?L57otjBybkJY i 2-0-10 4-0-0 10.7-12 17-3-9 21-0-3 25-3-0 2-0.10 1-11-6 6-7-12 6-7-12 3-8-it 4-2-13 �d 7.00 12 Sx5 = 4x8 = 46 = 9 8 5x5 = 2x4 II 3S3 2-0-10 2-11J 4-0S 1 10.7-12 1653 1 11 21-03 21- 14 2&M 2-0-10 0-10.9 0.11-2 5-9-7 5-9-7 4.1.0 0. - 1 4-11 Scale = 1:45.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.26 12 >984 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.58 12 >437 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.24 8 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Wind(LL) 0.40 12 >624 240 Weight: 129 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-4 oc purlins, 3-5: 2x4 SP No.1 except end verticals, and 2-0-0 oc purlins (2-7-14 max.): 1-2, 3-5. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-11-5 oc bracing. 11-13: 2x4 SP No.1 WEBS 1 Row at midpt 4-13, 4-11 WEBS 2x4 SP No.3 with 2x4 SP No.3 with 2 -1 Od (0.131'W") nails and cross brace spacing of 20-0-0 oc. REACTIONS. (lb/size) 16=896/Mechanical, 9=1437/0-3-5, 8=87/0-5-2 Max Horz 16=-335(LC 4) Max Uplift 16=-730(LC 4), 9=1029(LC 4), 8=138(LC 11) Max Grav 16=1129(LC 9), 9=1907(LC 9), 8=52(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-16=1028/685, 1-2=-1870/1169, 2-3=2222/1420, 34=3012/1823, 4-5=-2378/1381, 5-6=2489/1385, 6-7=-135/398 BOT CHORD 15-16=-211/256, 14-15=946/1813, 13-14=1318/2565, 12-13=-2441/4295, 1 1-1 2=-2441/4295, 10-11=-885/555, 9-1 0=-1 808/1020, 6-1 0=1 3401793 WEBS 1-15=1225/1978, 2-15=1076/709, 3-14=-1154/586, 3-13=-863/1761, 4-13=1614/1099, 4-12=0/266, 4-11=2260/1523, 7-9= 372/224, 5-11=322/793, 6-11 =1 344/2672 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. Il; Exp D; Encl., GCpj=0.18; C-C Exterior(2) 0-1-12 to 2-0-10, Interior(1) 2-0-10 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 17-3-9, Exterior(2) 17-3-9 to 20-3-9, Interior(1) 20-3-9 to 25-1-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 730 lb uplift at joint 16, 1029 lb uplift at joint 9 and 138 lb uplift at joint 8. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,0..,V as LFF III .e,G. N ' 34869 r r : � ♦I♦0�• • •�`� Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 oftrusses and truss systems, see ANSVTPN 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 DAN GEORGITON T15303744 J36755-J36755A A05 ATTIC 1 1 Job Reference (optional) East Coast i russ, Ft. Pierce, FL 34946 8.220 s Sep 24 2018 MiTek Industries, Inc. Wed Oct 10 15:51:54 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-F?mfRGGZXb XdKLyQZob_8TDiHzwz82BOYSliyUmeJ Or9-13 4-8-4 11-4-0 17-11-12 21-10-3 25-6-2 0!9-1r3 3-10-7 6-7-12 6-7-12 3-10-7 3-7-15 7.00 12 4x6 = 5x5 = 6x8 M18SHS = 5x10 = 5x10 = 5x10 = 5x10 = 6x6 11 6x6 11 4x6 = 5x10 = 8x1OM18SHS = 6x12 = 4x6 I 4x10 = 6x8 M16SHS = 7x6 = d d Ics Scale = 1:68.7 Plate Offsets (X,Y)— [1:0-0-12,0-1-12], [2:0-3-0,0-1-12], [4:0-2-8,0-2-1], [7:0-3-0,0-5-0], [9:0-0-0,0-3-10], [9:0-6-0,0-2-4],[110-0-0,0-1-12],,[12:0-0-0,0-3-10], [12:0-5-0,0-2-4], f16:0-2-6,0-0-111,fl7:0-2-8.0-2-81 f18:0-0-0 0-0-01,f19:0-5-0,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,75 Vert(LL) -0.36 10-13 >514 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.44 10-13 >421 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) -0.02 10 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.06 8 >999 240 Weight: 285 lb FT = 0% LUMBER- BRACING TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x8 SP No.2 `Except' 9-12: 2x8 SP SS, 8-11: 2x4 SP No.1, 11-13: 2x4 SP No.2 BOT CHORD WEBS 20 SP No.3 *Except` WEBS 1-14: 2x6 SP SS, 17-18: 2x4 SP No.2 JOINTS REACTIONS. (lb/size) 14=1167/0-7-4, 7=988/Mechanical, 10=646/0-4-0 Max Horz 14=467(LC 5) Max Uplift 14=-736(LC 4), 7=-877(LC 5) Max Grav 14=1919(LC 10), 7=1467(LC 10). 10=1754(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1068/691, 2-3=-929/727, 3-4=1579/1012, 4-5=310/590, 5-6=-503/618, 14-16=-1088/543 BOT CHORD 13-14=371/505, 10-13=-371/546, 8-10=371/958, 7-8=376/519 WEBS 13-15=447/326, 8-19=509/306, 5-19=-776/538, 15-16=1770/1071, 15-17=-1851/1274, 17-20=1569/2322, 18-20=-1570/2323, 18-19=-183/1154, 4-18=-348/847, 3-17=2184/1662, 3-18=152211357, 4-19=-2035/1220, 7-19=1188/861, 6-19=-521/536, 1-17=1022/1762 Structural wood sheathing directly applied or 4-11-4 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-3 max.): 2-4. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-8, 16-17, 17-20, 18-20, 3-17, 3-18, 4-19, 7-19 with 2x4 SP No.3 with 2 - 10d (0.131 "x3") nails and cross brace spacing of20-0-0 oc. 1 Brace at Jt(s): 17, 18, 20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-.10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 4-84, Exterior(2) 4-84 to 8-11-2, Interior(1) 8-11-2 to 17-11-12, Exterior(2) 17-11-12 to 22-2-11, Interior(1) 22-2-11 to 25-4-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 17-20, 18-20; Wall dead load (5.0psf) on member(s).13-15, 8-19, 5-19 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14, 10-13, 8-10 10) Refer to girder(s) for truss to truss connections. 11) Bearing at joint(s) 14 considersparallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify ,,,��I1111111////// S 9 �� •�.,��,.:��GEN No 39380 0= • • III 11 Thomas A. Albanf PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 11,2018 �r ®WARNING -Verily design parameters and READ NOTES ON 7N/S AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev: 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters 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 S Job Truss Truss Type Qty Ply DAN GEORGITON T15303744 J36755-J36755A A05 ATTIC 1 1 Job Reference o tional fast Goast I russ, H. Pierce, I-L 34945 8.220 s Sep 24 2018 MiTek Industries, Inc. Wed Oct 10 16:51:54 2018 Page 2 ID:j)TRdWYj5kOSOcleYh7gd8ycnSU-F?mfRGGZXb_XdKL_yQZob 8TDiHzwz82BOYSliyUmeJ NOTES• 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=736, 7=877. 1 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 16) Attic room checked for U360 deflection. , AWARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml•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 into 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. Forgeneral 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'T1fi I For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 X 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: 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 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) i7 BOTTOM CHORDS 8 7 3 6 5 0 of O 2 U tL O H I 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 NUMBERSILETTERS. 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 KTO'ke MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, 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 ANSIfTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. w I1� Job Truss Truss Type City Odeh Residence T15139556 J36755 A05 ATTIC 1 �Piy 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:47:08 2018 Page 1 ID:jxrRdWYj5kOSOGeYh7gd6ycnSU-rUneyGDH2yJFGyAd7asu1 umCXHTo6UKnXOFeybkJX 0 9-1 4$-4 11.4-0 17-11-12 21-10-3 25- 12 0-9-1 3-10-7 6-7-12 6 7-12 3-10-7 3 7-15 7.00 12 4x6 = 4x8 = 5x5 = Scale = 1:73.1 Job Truss Truss Type Qty Ply Odeh Residence T15139556 J36755 A05 ATTIC 1 i Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:47:08 2018 Page 2 ID:jxrRd WYj5kOSOcleYh7gdBycnSU-rUneyGDH2yJFGyAml7asul umCXHTo6UKnXQFeybkJX NOTES- 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 17-20, 18-20; Wall dead load (5.Opsf) on member(s).13-15, 8-19, 5-19 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14, 10-13, 8-10 10) Refer to girder(s) for truss to truss connections. 11) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 736 lb uplift at joint 14 and 877 Ill uplift at joint 7. 13) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 16) Attic room checked for U360 deflection. ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not e• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall iiaR building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job s Truss Type y Odeh Residence ]A06]ATTIC T15139557 J36755 167 1 JobReference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:09 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-JgL09cEvpG6atQXNKSfpO5a2wcvGCGOd2RH—n4ybkJ W 0.9.13 4Sd 11-0-0 17-11-12 21-10.3 2552 3-10.7 ' 67-12 6.7-12 3.10-7 3-7-15 0-9-13 Scale = 1:68.7 4x6 = 4x8 = 4x6 = 7.00 12 3 22 4 23 5 6x8 M18SHS = 5x8 = 5x8 = 5x8 = 4x8 = 4x8 = 4x8 = 4x8 = 3x8 II 48 —_ 4x6 11 6x16 = 10x10 M18SHS = 5x8 = 0�9-13 15-8-4 21-10-3 25 0�9-1�3 14-10.7 ;2 6-1-15 3-7-15 Plate Offsets (X,Y)— [2:0-2-4,0.1-8], [3:0-3-0,0-1-12], [5:0-3-0,0-1-12], [8:0-5-8,0-1-8], 19:0-2-12,0-2-0], [11:0-5-0,Edge],[11:0-0-0,0-3-10],,[12:0-0-0,0-1-12], [16:0-2-6,0-0-11], f17:0-3-8.0-2-81.f18:0-2-8.0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES , GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.37 10-13 >505 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.46 10-13 >404 240 M188HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) -0.03 9 >999 240 Weight: 279 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 11-14: 2x8 SP No.2, 8-11: 2x8 SP SS, 9-12: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 6-9, 2-14, 7-8, 15-17, 17-20, 18-20, 4-17, 2-14: 2x6 SP SS, 17-18: 2x4 SP No.2 4-18 with 2x4 SP No.3 with 2 -1 Od (0.131 "x3") nails and cross brace spacing of 20-0-0 oc. JOINTS 1 Brace at Jt(s): 15, 17, 18, 20 REACTIONS. (lb/size) 14=1268/0-7-4, 8=995/Mechanical, 10=631/0-4-0 Max Horz 14=551(LC 4) Max Uplift 14=-925(LC 4), 8-954(LC 5) Max Grav 14=2081(LC 11), 8=1505(LC 11), 10=1736(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/879, 3-4=1167/866, 4-5=1984/1358, 5-6=-2350/1520, 6-7=636/546, 14-16=12961799, 2-16=531/517, 7-8=1273/1014 BOT CHORD 13-14=404/495, 10-13=-408/683, 9-10=-401/548 WEBS ,'��i♦ 885, 73/179 S C�, 15-17=1649/ 052, 17-20 =11 273/2 22, 18 20=- 24/2722 25 271, 5 18=/ 373/675, ,��C E N S4 `1 �j 4-17=2318/1787, 4-18=1515/1308, 2-17=-921/1927, 6-18=686/1554 �� �� �• NOTES- 34869 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -1-1-2 to 1-10-14, Interior(1) 1-10-14 to 4-8-4, Extedor(2) 4-8-4 to 8-11-2, Interior(1) 8-11-2 to 17-11-12, -0 � Exterior(2) 17-11-12 to 22-2-11, Interior(1) 22-2-11 to 25.4-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip ;� O 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. i�,T� 0 R I 5) Plates checked for a plus or minus 0 degree rotation about its center. This �I •"•G•`C'� ,,,�O trussbottom chord ve load loads. any re truss load Nord n re of 20: psf onsf alive has been designed for live the bottom all ant 7) s wheh rectangle 3-6-0 tall by 2-0-0 wide ffOj Will fit between the bottom chord and any other members. Julius Lee PE No.34869 8) Ceiling dead load (5.0 psf) on member(s). 5-6, 17-20, 18-20; Wall dead load (5.0psf) on member(s).13-15, 9-19, 6-19 MITek USA, Inc. FL Cert 6634 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14, 10-13, 9-10 6904 Parke East Blvd: Tampa FL 33610 10) Refer to girder(s) for truss to truss connections. Date: 11) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify September 20,2018 capacity of bearing surface. ®WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not mat 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 ANSeTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available froin Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139557 J36755 A06 ATTIC 6 1 Job Reference (optional) test roast I russ, t-t. Tierce, rL :14`J4U 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 2012:47:09 2018 Page 2 ID:jxrRd W Yj5kOSOcleYh7gd Bycn SU.Jg L09cEvpG6atQXN KSfpO5a2wcvGCGOdZRH_n4ybkJ W NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 925 lb uplift at joint 14 and 954 lb uplift at joint 8. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) NOTE: DUE TO THE OVERALL LENGTH TO DEPTH RATIO OF THE ROOM, THE FLOOR MAY EXHIBIT OBJECTIONABLE VIBRATION AND OR BOUNCE. BUILDING DESIGNER TO CONSIDER PROVIDING MEANS TO DAMPEN THESE EFFECTS. TRUSS DESIGN SHALL BE REVIEWED AND APPROVED PRIOR TO MANUFACTURING. 15) Attic room checked for U360 deflection. ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not• FAI a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139558 J36755 BO1G Monopitch Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 M[Tek Industries, Inc. Thu Sep 20 12:47:10 2018 Page 1 ID:jxrRd WYj5kOSOcleYh7gdBycnSU-osvOMyFXaaFRUZ6ZuAA2xJ6CZOEmxg2nn5OXJWybkN 1 -2-0-0 , 5.3-10 7-3-10 9.3-10 10-5-2 2-0-0 5.3-10 2-0-0 2-0-0 1-1-8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 8-10: 2x4 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 2=822/0-8-0, 16=756/0-5-0 Max Harz 2=766(LC 4) Max Uplift 2=833(LC 4), 16=905(LC 5) Max Grav 2=1352(LC 16). 16=1633(LC 13) 4x10 = 16 4x6 = 53-10 10-&2 5-3-10 CSI. DEFL. in (loc) Udefl Ud TC 0.86 Vert(LL) -0.08 11-15 >999 240 BC 0.86 Vert(CT) -0.1111-15 >999 180 WB 0.41 Horz(CT) 0.03 16 n/a n/a Matrix -MS Scale = 1:36.9 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 70 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-10 with 2x4 SP No.3 with 2 -10d (0.131 "x3") nails and cross brace spacing of 20-0-0 oc. JOINTS 1 Brace at Jt(s): 9 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1632/646, 6-8=383/212, 9-10=616/1299, 9-12=-886/1724, 8-12=-886/1724 BOTCHORD 2-1 1=948/1798, 10-1 1=944/1788 WEBS 3-1 1=-404/1031,3-10=2114/1123, 6-7=376/225, 8-16=1772/993 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 9-9-14; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 will fit between the bottom chord and any other members. 7) Bearing at joint(s) 16 considers parallel to grain value using ANSIlrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 833 Ib uplift at joint 2 and 905 lb uplift at joint 16. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 344 lb down and 308 lb up at 5-3-15, and 299 lb down and 256 lb up at 9-9-14 on top chord, and 789 lb down and 468 Ib up at 5-0-0, and 92 lb down and 21 lb up at 7-0-12, and 93 lb down and 19 lb up at 9-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, [bads applied to the face of the truss are noted as front (F) or back (B). ♦� G E N S ��. 34869 P � 4 a R �G•'�`C?N '0NA1- `;``♦♦ ��1/111111�� Julius Lee PE No.34869 MIek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTP11 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 r Job Truss Truss Type Qty, Ply h Residence T15139558 Tjob J36755 BO1G Monopitch Girder 1 Reference (optional) rast coast r russ, rr. tierce, rL 44`J40 u.22u s May 24 Zulu MIreK Industries, Inc. Thu Sep 20 12:47:10 2018 Page 2 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-osvOMyFXaaFRUZ6ZuAA2xJ6CZOEmxg2nn5OXJWybkJV LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-8=70, 10-13=-20 Concentrated Loads (lb) Vert: 8=93(F) 11=-317(F) 3=67(F) 18=35(F) 19=-37(F) ® 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 �® 131' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke Fast Blvd, Tampa, FL 36610 Job Truss Truss Type City Pty Odeh Residence T15139559 J36755 B02 Monopitch 17 1 Job Reference (optional) East toast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:11 2018 Page 1 ID:j)TRdWYj5kOSOcleYh7gd8ycnSU-G3TmaHGALtN16jhlSthHU WfP4QaOgFBw01m5syybkJU -2-M 5-3-10 10-5-22-0-0 5 3-10 5-1-8 3x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.25 5-9 >498 360 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.50 5-9 >248 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(CT) 0.07 10 n/a" n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) -0.15 5-9 >829 240 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 3-5: 2x4 SP No.3 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 2=619/0-8-0, 10=410/0-5-0 Max Harz 2=766(LC 4) Max Uplift 2=554(1_C 4), 10=450(LC 5) Max Grav 2=919(LC 10), 10=836(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-633/137, 5-6=259/629, 4-6=-259/629 BOT CHORD 2-5=-496/863 WEBS 3-5=-936/554, 4-10=933/511 10 46 = Scale = 1:37.2 0 d PLATES GRIP MT20 244/190 Weight: 55 lb FT = 0% Structural wood sheathing directly applied or 5-11-15 oc purlins, except end verticals. Rigid ceiling directly applied or 8-0-10 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Extedor(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 9-9-14; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 554 lb uplift at joint 2 and 450 lb uplift at joint 10. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. I 34869 i �f1 Ln A . Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeiC' 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 ANSUTPN 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 Fast Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139560 J36755 C01G Common Girder 1 Job Reference o tional Last l:oast I runs. F[. Nlerce, FL 94946 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12A7:12 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-kF18ndGo6BV9ktGx?bCWOkCdPp_9PoX4FPVeOPybkJT -2-0-0 3-8-5 6-11-0 10-1-11 13-10-0 2-0-0 3-&5 12-11 3-2-11 3-8-5 4x4 = 4-0 3 i 6 11-0 9-0-13 13-10-0 Scale = 1:28.4 I$ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.12 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.11 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 136 lb FT = 0% LUMBER- 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 BOT CHORD Rigid ceiling directly applied or 8-8-2 cc bracing. WEBS 2x4 SP No.3 *Except* 4-7: 2x6 SP No.2 REACTIONS. (Ib/size) 6=870/0-8-0, 2=1037/0-4-8 Max Horz 2=179(LC 4) Max Uplift 6=1603(LC 5), 2=1923(LC 4) Max Grav 6=1774(LC 17),2=1998(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3130/2178, 3-4=-2836/1967, 4-5=2833/1991, 5-6=3112/2223 BOT CHORD 2-7=-1817/2606, 6-7=-1853/2571 WEBS 4-7=-1767/2446, 3-7=-597/577, 5-7=559/630 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-3-0 cc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except 'd 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=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 6-11-0, Exterior(2) 6-11-0 to 9-11-0, Interior(1) 9-11-0 to 13-10-0; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1603 lb uplift at joint 6 and 1923 lb uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2243 lb down and 592 lb up at 6-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 US� ••GENS V� �••'• �i 34869 = r r'0: :CC A' Julius Lee PE No.34869 MTTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE M11-7473 rev. 10/09/2015 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 HBO' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and.permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 4 ■ Job Truss Truss Type Qty Ply Odeh Residence T15139560 J36755 C01G Common Girder 1 n L Job Reference (optional) rasa Voasi iuss, ri. Yterce, I-L JAIV40 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=70, 4-6=-70, 8-11=20 Concentrated Loads (Ib) Vert: 7=516(B) 8.ZZU S May 24 2018 MiTek Industries, Inc. Thu Sep 2012:47:12 2018 Page 2 ID:jxrRd W YjSkOSOcleYh7gd8ycnSU-kF 18ndGo6BV9ktGXtbC WOkCdPp_9PoX4FPVeO PybkJT WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEI(REFERENCE PAGE M11-7473 rev. 1018312815 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrPN Quality Criteria, DSB-89 and BCS1 Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke Fast Blvd. Tampa, FL 36610 V Job Truss Truss Type Qty Ply Odeh Residence T15139561 J36755 CO2 Common 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:13 2018 Page 1 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-CRbX?zHQIVdOL1 gBZIjVxkjPDFnBFBDU3FBwrybkJS 2-0-0 6-11-0 13-10-0 2-0-0 6-11-0 6-11-0 46 11 6-11-0 13-10-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 TCDL 15.0 Lumber DOL 1.25 BC 0.84 BCLL 0.0 Rep Stress Incr YES WB 0.13 BCDL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=612/0-8-0, 2=779/0-4-8 Max Horz 2=178(LC 4) Max Uplift 4=488(LC 5), 2=-808(LC 4) Max Grav 4=1022(LC 9), 2=1280(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1309/593, 3-4=13091608 BOT CHORD 2-5=-279/910, 4-5=279/910 WEBS 3-5=51/384 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.14 5-11 >999 240 MT20 244/190 Vert(CT) -0.20 5-11 >836 180 Horz(CT) 0.01 4 n/a n/a Scale = 1:28.4 a Weight: 54 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 6-11-0, Exterior(2) 6-11-0 to 9-11-0, Interior(1) 9-11-0 to 13-10-0; Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in 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 488 lb uplift at joint 4 and 808 lb uplift at joint 2. 7) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ���1J111/III ' 30us tFF�i,�� 34869 AJ' 111111111110 Julius Lee PE No.34869 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101031201 S BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MOW 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 ANSVTPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T75139562 J36755 CO3 Common 3 1 Job Reference o donal East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:47:14 2018 Page 1 ID:jxrRd W Yj5kOSOcleYh7gd8ycnSU-ge9vCJ12eoltzB PK70E_59HuYdaClhPNij_ITHybkJR 6-11-0 6-11-0 4x6 11 3x6 = 1x4 II 6-11-0 13-10-0 6-11-0 6-11-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 15.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=623/0-6-0, 3=623/0-8-0 Max Uplift 1=501(LC 4), 3=501(LC 5) Max Grav 1=1020(LC 9),3=1020(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1300/639, 2-3=1300/639 BOT CHORD 1-4=-308/904, 3-4=308/904 WEBS 2-4=-64/353 a 3x6 = DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.13 4-7 >999 240 MT20 244/190 Vert(CT) -0.19 4-10 >867 180 Horz(CT) 0.01 3 n/a n/a Scale=1:27.6 Weight: 50 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.0psf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-11-0, Exterior(2) 6-11-0 to 9-11-0, Interior(1) 9-11-0 to 13-10-0; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 501 lb uplift at joint 1 and 501 lb uplift at joint 3. 7) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. j�}\JwSt �,,•��i� No 34869 • � * r V17 GN 4 Julius Lee PE No.34869 MITek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall .C•��YGq building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�niTek' 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 ANSIFTP11 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 Odeh Residence T15139563 J36755 DOI Common Structural Gable 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 Mi rek Industries, Inc. Thu Sep 20 12:47:15 2018 Page 1 ID:jxrRd W Yj5kOSOcleYh7gd8ycn SU-BgiH QfJg O6tkbL_WhilD eMgDil 5zcAxWxNkl7kybkJ Q -1-0 0 2-6-0 5.0-0 6-0.0 1-0-0 2-6-0 2-&0 1-0-0 il 44 = 2x4 2x4 = Scale = 1:14.3 1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 6-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.01 6-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=300/0-3-5, 4=300/0-3-5 Max Horz 2=101(LC 6) Max Uplift 2=-418(LC 4). 4=-418(LC 5) Max Grav 2=530(LC 10), 4=530(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-428/205, 34=429/205 BOT CHORD 2-6=0/309, 4-6=0/309 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Extedor(2)-1-0-14 to 1-11-2, Interior(1) 1-11-2 to 2-6-0, Exterior(2) 2-6-0 to 5-6-0, Interior(1) 5-6-0 to 6-0-14; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418 lb uplift at joint 2 and 418 lb uplift at joint 4. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �LtU S CF , ♦� C ENS ��. ' 34869 R. �. AX- Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke -East Blvd, Tampa FL 33610 Date: September 20,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103,2015 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 MOW 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 ANSVIP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parise Fast 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 Odeh Residence T15139564 J36755 D02 Common 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:15 2018 Page 1 I D:jxrRd W r5kOSOGeYh7gd8ycnSU-8giHQfJgO6tkbL_WhjlDe MgDi 15zcAxWxNkl?kybkJ Q -1-0-0 2-" 5-M 6-0-0 1-0-0 2-" 2-6-0 1-0-0 2x4 = 4x4 = 2-6-0 5-M 9-M 9-As 2x4 = Scale=1:14.3 1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 6-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.01 6-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 22 lb FT = 0% LUMBER- BRACING= TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=300/0-3-5, 4=300/0-3-5 Max Horz 2=101(LC 6) Max Uplift 2=418(LC 4), 4=-418(LC 5) Max Grav 2=530(LC 10), 4=530(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-428/205, 34=429/205 BOT CHORD 2-6=0/309, 4-6=0/309 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extedor(2)-1-0-14 to 1-11-2, Interior(1) 1-11-2 to 2-6-0, Exterior(2) 2-6-0 to 5-6-0, Interior(1) 5-6-0 to 6-0-14; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in 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 418 lb uplift at joint 2 and 418 lb uplift at joint 4. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LENS No 34869 _'.n �XfA Al40RXN Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING • VerHy design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 e a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply Odeh ResidenceT15139565 FDO3G J36755 Common Girder 2 Job Reference (optional) Cast l.oasl 1 russ, rl. Fierce, rL 34`J40 ti.zzu s May 24 ZU18 M! I ek Industries, Inc. Thu Sep 20 12:47:16 2018 Page 1 ID:jxrRd WYj5kOSOGeYh7gd8ycnSU-cOGfd?KI9Q?bCUZjEQHSBaMPI RQ_La4fA1 TrXAybkJP 2.6-0 5-0-0 2-6-0 2-6-0 4x4 = 4x4 = Scale = 1:13.3 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.14 BC 0.30 WB 0.25 Matrix -MP DEFL. in Vert(LL) -0.01 Vert(CT) -0.01 Horz(CT) 0.00 Wind(LL) 0.01 (loc) I/deft Ud 4 >999 360 4 >999 240 3 n/a n/a 4 >999 240 PLATES GRIP MT20 244/190 Weight: 45 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1084/0-3-5, 3=1084/0-3-5 Max Uplift 1=663(LC 4), 3=-663(LC 4) Max Grav 1=1300(LC 19), 3=1300(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1767/916, 2-3=1767/916 BOT CHORD 1-4=-671/1453, 3-4=671/1453 WEBS 2-4=-719/1478 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 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=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpj=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 663 lb uplift at joint 1 and 663 lb uplift at joint 3. 9) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max.`starting at 1-6-0 from the left end to 3-6-0 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=70, 2-3=40, 1-3=20 ....� 34869 • • .,Cc 'O N A' Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING • Ved1y design paremerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6964 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139565 J36756 D03G Common Girder 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=859(1]1) 10=859(1]1) 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:16 2018 Page 2 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-cDGfd?KI9Q?bCUZjEQHSBaMPIRQ_La4fA1 TrXAybkJP ®WARNING- VerUy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. *R Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not yg p��i a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 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 Odeh Residence T15139566 J36755 FG01 Flat Girder 2 Job Reference (options[) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12A7:16 2018 Page 1 ID:jxrRd WYj5kOSOcieYh7gd8ycnSU-cOGfd?KI9Q?bCUZjEQHSBaMlwRQ5LdxfAITrXAybkJP 4-5-6 4-5-6 Special Special 1 Scale = 1:30.3 5 Special 6 2 4 2x4 11 HUS26 HUS26 4x4 = 45-6 15-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.03 3-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.04 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 80 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=698/Mechanical, 3=699/Mech6nical Max Uplift 4=887(LC 4), 3=-887(LC 5) Max Grav 4=1007(LC 15), 3=1007(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-387/578, 2-3=387/578 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.0psf; h=18ft; Cat. 11; Exp D; Encl., `��� ���� , GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-3-10; cantilever left and right exposed ; Lumber DOL=1.60 plate t+1 4 is Lq-.'f'' grip DOL=1.60 ....... 4) Provide adequate drainage to prevent water ponding. ,,,���,��.� � •E 8 •. 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. ;� 34869 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 fd between the bottom chord and any other members. * 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 887 lb uplift at joint 4 and 887 lb uplift at -� joint 3. p �• O 10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 10 1 10 1-2-11 from the left end to 3-2-11 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. �� j� .• ,� �I •' •G.,\ 12) Special hanger(s) or other connection device(s) shall be provided starting at 0-2-11 from the left end to 4-3-10 sufficient to connecttruss(es) • • • •' to front pof top chord. The design/selection(ialnoconnectionen Pis alwa s or truss this A; 13 Warning: Additional ermanent and stability bracing system art of component desirequired. 9� P Y Y ( P P 9 )� Y q gn) ';,,,��, 11111110 Julius Lee PE No.34869 LOAD CASE(S) Standard MITek USA, Inc. FL Cart 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Uniform Loads (plo Date: Vert: 1-2=145, 3-4=20 September 20,2018 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010212015 BEFORE USE. ` Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139566 J36755 FG01 Flat Girder 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=356(1`) 8=-356(F) 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:47:17 2018 Page 2 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-4Dg1 gLKww47Rge8vo8ohjnvTggIK44ApOhDP3cybkJO ®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 verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Odeh Residence T15139567 J36755 FG02 FLOOR GIRDER 2 q Job Reference (optional) Cdbl l Udbl 1 rU55, rl. rlerce, rL 34y40 O.zzu s may z4 zults mi i ex 1nausmes, Inc. i nu sep zU iz:4f:1ts zul6 rage 1 ID:jxrRdMj5kOSOcleYh7gd8ycnSU-ZPOP2hLZh1 FISoj5MrJwG?SaBEzEpMgydLyyc3ybkJN 0-3-8 H 1 1i 10.1 i 3-1-15 3-1-15 2�� 3-7-0 L 3-54 3-7-0 0 S I 1A2.9 6x8 = 3x8 = 2x4 II 3x8 = 1x4 II 5x5 = U10 = 1x4 II 6x8 = 1 2 3 .4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 3x4 II 3x8 = 5x12 = 1x4 II 3x8 M18SHS = 3x4 = 4x4 = 1x4 II 3x10 = 2x4 If Special 10 4-8.12 8.4-1 11-11-4 12-ii-4 13-11-4 17I11 8 i 21-84 25.10.8 2-5-5 2-3.7 3.7-5 3-7-3 1-0.0 1-0.0 4-0-4 3-&12 4-2-4 Plate Offsets (X.Y)— f2:0-3-8.0-1-81.f6:0-2-4.0-3-01 f11:0-1-12.0-1-81 f17:0-2-14.0-3-01 f18:0-3-8 0-1-81 LOADING (psf) SPACING- 1-4-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.61 14-16 >503 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(CT) -0.83 14-16 >367 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(CT) 0.09 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 372 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 1-19,9-10: 2x6 SP No.2, 3-17: 2x8 SP No.2, 1-18,2-17: 2x4 SP No.2 REACTIONS. (lb/size) 19=4073/0-74, 10=1608/0.7-4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=3967/0, 9-10=1545/0, 1-2=-7206/0, 2-3=14035/0, 3-4=-14035/0, 4-5=11701/0, 5-6=11701/0, 6-7=11721/0, 7-8=-4718/0, 8-9=4718/0 BOT CHORD 17-18=0/7206, 16-17=0/13979, 14-16=0/13979, 13-14=0/11701, 12-13=0/8252, 11-12=0/8252 WEBS 5-14=0/317, 6-13=571/0, 2-18=3752/0, 4-16=0/357, 1-18=0/7942, 2-17=017723, 4-17=0/550, 4-14=3009/0, 9-11=0/4743, 7-11=3715/0, 7-13=013971 NOTES- 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3-ply truss to be connected together with 1 Od (0.131"xT) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc, 2x8 - 2 rows staggered at 0-9-0 oc. 3) 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. 4) Unbalanced floor live loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Recommend 2x6 srongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3817 lb down at 4-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-19=7, 1-9=67 Concentrated Loads (lb) Vert: 17=3817(1`) E N 5�., No 34869 r 7f r r � r • r r 0OR I s ONA; Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/0312015 BEFORE USE. • Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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 ANSVTPH Quality Criteria, OSB-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 City Ply Odeh Residence ]Truss ]TuerTyp T75139568 J36755 FG03 Floor Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2-8-4 1 4x10 = Special Special Special 10 11 12 9 4x12 = 5x5 II LOADING (psf) SPACING- 1-4-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 *Except* 1-9,5-7: 2x4 SP No.2 REACTIONS. (lb/size) 10=3822/Mechanical, 6=3805/Mechanical 3x8 = 8.220 S May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:18 2018 Page 1 ID:jxrRdWYjSkOSOcleYh7gdBycnSU-ZPOP2hLZh1 FISoj5MrJwG?SZTE??plEydLyyc3ybkJN 9x4 II Special 13 Special 8 Special 14 4x12 = 7 3x8 11 Special 5-11-8 8-9-8 ?_10-02-10-0 CSI. DEFL. in (loc) Udefl L/d TC 0.86 Vert(LL) -0.16 8 >881 360 BC 0.65 Vert(CT) -0.22 8 >644 240 WB 0.97 Horz(CT) 0.02 6 n/a n/a Matrix -MS Scale = 1:19.5 4x10 = 5 0 Special Special 15 16 6 5x5 II PLATES GRIP MT20 244/190 Weight: 135 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=2623/0, 5-6=2628/0, 1-2=6859/0, 2-3=6859/0, 3-4=6871/0, 4-5=6871/0 BOT CHORD 9-10=0/424, 8-9=0/9403, 7-8=0/9403, 6-7=0/426 WEBS 3-8=0/1742, 1-9=0/6878, 3-9=2738/0, 3-7=2724/0, 5-7=0/6889 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 9 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 753 lb down at 0-7-4, 753 lb down at 1-11-4, 753 lb down at 3-3-4, 753 lb down at 4-7-4, 753 lb down at 5-11-4, 753 lb down at 7-3-4, 753 lb down at 8-7-4, and 753 lb down at 9-11-4, and 753 lb down at 11-3-4 an bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert: 6-10=-7, 1-5=-67 Concentrated Loads (lb) Vert: 9=753(B) 8=-753(B) 7=753(B) 11=753(13) 12=753(B) 13=753(B) 14=753(131) 15=753(8) 16=753(B) �0"Jus �i ♦ No 34869 � r � r r �t • 0R1OP�_�`• i�4#J#S,O N A' �%���` Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 -- WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/09/2015 BEFORE USE. Fit valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 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 nce ResideT151395J36755 FG04 Flat Girder 2 [0deh b Reference o tional east L uasi i runs, rt. rierce, rL 34J4tl 8.2ZU s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:19 2018 Page 1 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-1 byoF1 MBSLN93yllwZg9oCJQeTZY_g6s7iW8VybkJM 4-5-6 1 4x4 = 2 Scale = 1:28.1 5 6 4 HHUS48 HHUS48 5x5 = 3x6 11 4-5-6 4-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.01 3-4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Wind(LL) 0.00 4 "" 240 Weight: 88 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc purlins, BOT CHORD 2x8 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=1548/Mechanical, 3=1548/Mechanical Max Uplift 4=613(1_C 4), 3=-613(LC 5) Max Grav 4=1752(LC 18). 3=1753(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-17111638, 2-3=1711/638 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as IF) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-3-10; cantilever left and right exposed ; Lumber DOL=1.60 plate , L grip DOL=1.60 �. ,� •• �� ♦♦j 4) Provide adequate drainage to prevent water ponding. ��� • •�G E N S �• �0 5) Plates checked for a plus or minus 0 degree rotation about its center. �� �•••• ♦ V 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 34869 •� will fit between the bottom chord and any other members. * �• 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 613 lb uplift at joint 4 and 613 Ib uplift at -� CC joint 3. � � �•• Q : 10) Use Simpson Strong -Tie HHUS48 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent spaced at 1-7-0 oc max. starting at i� 0 1-5-3 from the left end to 3-0-3 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. ♦�♦ Q F{ \ •• �� 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1789 Ib down and 761 lb up at 89 111, ♦I......... and 761 lb up at 3-2-11 on top chord. The design/selection of such connection device(s) is the �q��ON A„���%�� downs. responsibility 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Julius Lee PE No.34869 LOAD CASE(S) Standard MITek USA, Inc. FL Geri 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®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 Sao a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139569 J36755 FG04 Flat Girder 2 Job Reference o tional Mdbl l Vdbl I rubs, rl. rlerce, rL 34940 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=1406 6=1406 7=45(F) 8=45(F) tl.zzu S May Y4 Z018 MI I eK Inaustnes, Inc. i nu Sep 20 12:47:19 2018 Page 2 ID.XRdWYj5kOSOcleYh7gd8ycnSU-1 byoF1 MBSLN93yllwZggoCJQeTZY_g6s7iW8VybkJM ®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 Mrreke 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139570 J36755 FL01 Floor 4 1 Job Reference o tional r=ao� wool uu rr, nerati, rL uvaYo 13-0 , o.LLV s May z,4 Lu l o rvu I ex inuusuies, Inc. I nu oep Lu I L:9I:L I Lu to rage i ID:jxrRdWYj5kOSOcleYh7gdBycnSU-z 4YgiNRydtJGSg1_sdud43aS7gOjBOJJBcCNybkJK 0 4111 :2:� 1-4-8 Y-48 Scale = 1:36.3 _ sh,� 3x3 II 3x6 = 3x8 = 3x6 = 3x6 FP = 3x8 = 3x6 = 3x6 = 3x6 = 3x8 = 3x3 = 4x8 = i 6-0-3 20-1-11 21-9-3 6-0.3 14-1-8 1-7-8 LOADING (psf) SPACING- 2-0-0 CS1, DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.22 23 >839 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.30 23-24 >615 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.02 20 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matrix-S Weight: 112 Ib FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 31=-92/Mechanical, 20=703/0-8-0, 28=1755/0-4-0 Max Uplift 31=-311(LC 4) Max Grav 31=195(LC 3), 20=709(LC 4), 28=1755(LC 1) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-31=189/313, 19-20=700/0, 1-2=243/603, 2-3=-243/603, 3-4=0/1937, 4-5=0/1937, 5-6=0/3111, 6-7=0/1965, 7-8=0/1965, 8-9=727/0, 9-10=727/0, 10-11=2325/0, 11 -1 2=2325/0, 12-14=2950/0, 14-15=2950/0, 15-16=2601/0, 16-17=2601/0, 17-18=1281/0, 18-19=1281/0 BOT CHORD 29-30=1248/164, 28-29=-2695/0, 27-28=3111/0, 25-27=552/0, 24-25=0/1639, 23-24=0/2750, 22-23=012888, 21-22=0/2046 WEBS 6-28=1029/0, 1-30=684/275, 3-30=0/748, 3-29=-901/0, 5-29=0/1187, 5-28=831/0, 19-21=0/1428, 17-21=-888/0, 17-22=0/643, 15-22=333/0, 12-24=505/0, 10-24=0/808, 10-25=1070/0, 8-25=0/1374, 8-27=1640/0, 6.27=0/1484 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 31. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. ,% 1111III//I14#I 00 40 No 34869 Id 1ONA%E���� Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING - Ved/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing iviiTek' 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 ANSM11 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 Odeh Residence T15139571 J36755 FTO1 Floor Supported Gable 2 2 Job Reference o tional Cast Buds' r rubb, rt. rwruu, rL J U-#D o.LLV s may Lq zu I o rwr r eR rnaustnes, inc. i nu oep zu 7L:4 r:LL zu i o rage 7 ID:jxrRdWYj5kOS0GeYh7gd8ycnSU-RAewu2O31GlkwP1 sbhNsQrcSZrX)dL9YYzwAlgybkJJ 03H8 03f Scale = 1:42.9 2x4 II 1x4 II 1x4 II tx4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 5x5 = 1x4 II 1x4 II 1x4 II 2x4 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 122 21 2x4 II 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 11 1x4 II 1x4 II 1x4 II 1x4 II 2x4 II 1x4 11 1x4 II 5 10 8 7 8 0 25-10-8 5-10A 1-9-8 18-2-8 Plate Offsets (X,Y1— f16:0-2-8.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 21 n/a n/a BCDL 5.0 Code FBC20171rP12014 Matrix-R Weight: 211 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x6 SP No.2 10-0-0 oc bracing: 24-25,23-24,22-23,21-22. OTHERS 2x4 SP No.3 REACTIONS. All bearings 25-10-8. (lb) - Max Grav All reactions 250 lb or less atjoint(s) 41, 21, 40, 39, 38, 37, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23, 22 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 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) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. �111111111II ,,�����JLIUS• ee 1.00 40 34869 i - i+A�n A f IFS R X e' C?��.•�, Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7477 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 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 Fast 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 Odeh Residence T15139572 J36755 FT02 Floor 16 1 Job Reference o tional Cast L oasi I russ, rt. tierce, rL J4`J4o 0-3-8 H ' 1� 2-" 5x6 = 1 3x8 = 3x4 = 2 3 6.2ZU s may Z4 Zulu MI 1 etc mausmes, Inc, t nu sep zu i z:4t:zz zUld rage i ID:jxrRdWYj5kOSDcleYh7gd8ycnSU-RAewu2031GlkwP1 sbhNsQrcKRrJG19sYYzwAlgybkJJ _1Y—A 20 1�1� 3x4 = 1 x4 11 3x4 = 3x4 = 1 x4 11 4 5 6 7 8 Shal = 1:42.9 3x4 = 3x4 = 3x4 = 3x8 = 5x6 = 9 10 11 12 13 26 25 24 23 22 21 20 19 18 17 16 15 14 2x4 II 4x4 = 3x8 = 3x4 = 3x8 M18SHS = 1x4 I I tx4 II 3x8 = 3x4 = 3x8 = 4x4 = 2x4 II 3x8 = 2-0-0 49-8 7-7-0 10�-0-8 15�6-0 18-3-8 21-1-0 23-10A 25-10-8 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.66 19-20 >463 360 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.91 19-20 >337 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.10 14 n/a n/a BCDL 5.0 Code FBC2017frP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 *Except* 1-26,13-14: 2x6 SP No.2 REACTIONS. (lb/size) 26=932/0-3-8, 14=932/0-7-4 / FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-26=900/0, 13-14=900/0, 1-2=1377/0, 2-3=2928/0, 3-4=-4034/0, 4-5= 4631/0, 5-6=4631/0, 6-7=-4787/0, 7-8=4631/0, 8-9=4631/0, 9-11=4034/0, 11-12=2928/0, 12-13=1377/0 BOT CHORD 24-25=0/1377, 23-24=0/2928, 21-23=0/4034, 20-21=0/4787, 19-20=0/4787, 18-19=0/4787, 17-18=0/4034,16-17=0/2928,15-16=0/1377 WEBS 1-25=0/1544, 2-25=823/0, 2-24=0/1690, 3-24=661/0, 3-23=0/1206, 4-23=455/0, 4-21=0/651, 6-21=587/201, 13-15=0/1544, 12-15=823/0, 12-16=0/1690, 11-16=661/0, 11-17=0/1206,9-17=-455/0, 9-18=01651, 7-18=587/201 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 128 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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. 5) Recommend 2x6 strtrongbacks, on edge, spaced at 10-13-0 oc and fastened to each truss with 3-1 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. A.♦ C. • .ti �I 34869 • = r 1 • •i �� Al Ilp N A' E Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®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 MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek' 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 ANSITTI ll 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 Odeh Residence T15139573 J36755 FT03 Floor 9 1 Job Reference o 6onal Cast uoasi i russ, rt. tierce, rL J4`J4t) 2�M p 2-6-0 1 11-8 2�-0 1F 1-8 4x4 = 1 t"zU s may Z4 zu18 MI I ek industries, Inc. I hu Sep ZO 12:4 /:23 ZU16 Page 1 ID:jxrRd WYj5kOSOcleYh7gd6ycnSU-vMB15OPhWZtbYZb39Ov5z29XMFgDUdVhndgjHGybkJl 1r� Off Scale=1:34.9 3x4 = 1x4 II 3x4 = 3x4 = 1x4 II 3x4 = 3x4 = 3x4 = 4x4 = 5x6 = 2 3 4 5 6 7 8 9 10 11 2x4 II 44 = 3x8 = 1x4 II 1x4 II 3x8 = 4x4 = 3x4 = 44 = 3x4 = 2x4 II 7-1-0 8-1-0 9-1-0 10-9-8 13-70 1648 19-2-0 21-0-0 5.8-0 15-0 1-0-0 1-0-0 1.8-8 2-9-6 2-9.8 2-9-8 1-10-4 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.32 17-18 >775 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.44 17-18 >563 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.06 12 n/a n/a BCDL 5.0 Code FBC2017lrP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 'Except` BOT CHORD 12-16: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 11-12: 2x6 SP No.2 REACTIONS. (lb/size) 22=757/Mechanical, 12=757/0-7-4 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=728/0, 11-12=732/0, 1-2=1423/0, 2-3=2418/0, 3-4=2418/0, 4-5=2982/0, 5-6=3203/0, 6-7=3203/0, 7-8=2940/0, 8-10=2212/0, 10-11=-1030/0 BOT CHORD 20-21=0/1423, 19-20=0/2982, 18-19=0/2982, 17-18=0/2982, 15-17=0/2940, 14-15=0/2212, 13-14=0/1030 WEBS 11 -1 3=0/1 184, 10-13=-662/0, 10-14=0/1288, 8-14=-499/0, 8-15=0/793, 7-15=300/0, 7-17=0/323, 5-17=173/469, 4-20=873/0, 2-21=623/0, 2-20=0/1084, 1-21=0/1501 Weight: 103 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) 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. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. It F es' 00i ' • No 34869 ,sS.,OR�I •����� �Q N AIL E Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: - September 20,2018 ®WARNING - verify design parent.(,,. and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 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 q�- �a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall pa building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Odeh Residence T15139574 J36755 FT05 Floor 6 1 Job Reference o tional Cast coast I russ, ri. tierce, rL s4`J4U 0 4x4 = 4x4 = t1.zzu s may z4 zuit1 Mt l etc inausmes, mC. i nu Sep ZU 1 Z:4f.Z4 ZU18 fage 1 ID:jxrRd W Yj5kOSOcIeYh7q d8ycnSU-NZIhJ kQJHt?SAjAFi6Q KVGinmfCUD FvR HPHpiybkJ H 4x4 = 4x4 = 2 4x4 = Scale = 1:8.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) -0.01 1-2 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.00 Vert(CT) -0.01 1-2 >999 240 BCLL 0.0 Rep Stress Incr - YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -AS Weight: 20 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=222/Mechanical, 2=222/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) 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. 4) Recommend 2x6 strongbacks, an edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. EN No 34869 �► • 00 00 0. i,,11111 A1101*0 � Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10111-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss TypeQty Ply Odeh Residence �Hall T15139575 J36755 MGT01 ip Girder 1 q J Job Reference o tional bast GOast I fuss, K. Pierce, FL 34U4b 1:5.22U s May Z4 ZU18 Mi l ex Industries, Inc. I nu Sep ZU 12:41:26 ZU18 Page 1 ID:jxrRdWYj5kOSOcleYh7gdBycnSU-KxtRjQRapUGAP 1 KegXSobhnO5ThfhxbBTbuNubybkJF -2-0-0 SO-0 _ , 10. l0 i 15-8-0 i 20-1-15 22-4-8 28-571 343-3 40-8-0 2- —0 SO-0 50.10 57-6 4-515 2-2-9 6-1-3 59-9 1-113 4x6 = 3x4 11 4 5x8 = F 3 4x8 = 48 = 48 = 2x4 II 26 27 5 28 29 30 6 3132 33 7 34 835 36 37 44 45 - 46 3x8 11 6x6 = HHUS26-2 HUS26 HUS26 HHUS26.2 19 47 48 5x8 = HUS26 7x6 = HHUS26-2 HHUS26-2 4x6 = 4x8 = 4x4 = 5x8 = 38 9 39 10 40 11 41 42 43 12 - 49 50 16 51- 52 53 6x12 = 6x8 = 6x6 HUS26 HHUS26-2 HUS26 HUS26 HUS26 54 55 56 57 bd 22 6x6 = HUS26 4x8 M18SHS = HUS26 HUS26 HUS26 Scale = 1:77.7 0 o 6 rb o5 I� i SO-0 10-0.10 158-0 20-1-15 22-4-8 285-11 343-3 40-8-0 SO-0 f SO-10 17-6 4-5-15 2-2-9 6-1-3 59-9 6�1-13 Plate Offsets(X.Y)— 13:0-5-8.0-2-81,F14:0-3-0.0-4-01,[15:0-3-0 0-4-41 117:0-2-2.0-4-01.ilB:0-2-4,0-4-81 120:0-3-0,0-4-81 LOADING (psf) SPACING. 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.12 20-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.15 20-21 >999 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.08 22 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 972 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-3: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-19: 2x6 SP SS 6-0-0 oc bracing: 17-18. WEBS 2x4 SP No.3 *Except* 12-22,6-18,8-17: 2x8 SP No.2 REACTIONS. All bearings 0-8-0 except Qt=length) 18=0-64 (input: 0-3-2), 22=0-74. (Ib) - Max Horz 2=642(LC 4) Max Uplift All uplift 100 lb or less at joint(s) except 2=2354(LC 4), 17=6395(LC 4), 18=-6290(LC 4),22=-3424(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 2=4806(LC 27). 17=15622(LC 27), 18=15819(LC 26), 22=7561(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8983/3862, 3-21=132113023, 34=578/336, 4-5=320/199, 5-6=1909/4384, 6-8=1798/4062, 8-9=-1798/4062, 9-11=5645/2489, 11-12=7069/3192, 13-22=7561/3424, 12-13=5941/2721 , BOT CHORD 2-21=3638/7985, 20-21=-3619/7953, 18-20=1763/4257, 17-18=-4384/1909, ��� 14' 15-17=2489/5645, 14-15=3192/7069, 13-14=-191/425 ,��-,VS �F���I♦♦ WEBS 3-5=4174/1657, 3-20=-4268/2175, 5-20=2596/6513, 6-18=2581/1174, 8-17=2451/1151, ,,%�% .��(i E NS+�.,• ♦♦i 9-15=2205/5175, 11-14=-1153/532, 5-18=11114/4718, 6-17=-135/388, • •• 9-17=12094/5343, 11-15=1814/894, 12-14=3742/8285 ,,�� 34869 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. = .� Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. ,. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.� •. ' (vim 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 ✓♦ T •, Q` ,� _ ��� ; �G.�` ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. live loads ♦j 0 R �� ♦♦,,,,� anced roof have been considered for this design. 0Vuft=180mph 4) WindCpil0.S18E ``,,�,, ; (3-second gust) -16 I �fOj�A{ C-CExtedor(2) 2-0-0to2-0 3,Interorr(1)2-0 5-1-) 12,Exterior(5-1-112to10-10-12,Intenor(1)D 10-1012to 40-4-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 Julius Lee PE No.34869 5) Provide adequate drainage to prevent water ponding. MITek USA, Inc. FL Cori 6634 6) All plates are MT20 plates unless otherwise indicated. 6904 Parke East Blvd. Tampa FL 33610 7) Plates checked for a plus or minus 0 degree rotation about its center. Date: 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' September 20,2018 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- Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeK• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139575 J36755 MGT01 Half Hip Girder 1 q J Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:26 2018 Page 2 ID:jxrRdWYjSkOSOdeYh7gd8ycnSU-KxtRjORapUGAP1 KegXSobhn05Thfhxb8TbuNubybkJF NOTES- 10) WARNING: Required bearing size atjoint(s) 18 greater than input bearing size. 11) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2354 lb uplift at joint 2, 6395 lb uplift at joint 17, 6290 lb uplift at joint 18 and 3424 lb uplift at joint 22. 13) Use Simpson Strong -Tie HHUS26-2 (14-1Od Girder, 4-1Od Truss) or equivalent spaced at 6-0-0 oc max, starting at 5-1-11 from the left end to 23-10-6 to connect truss(es) to front face of bottom chord. 14) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 8-0-0 oc max. starting at 7-0-12 from the left end to 39-0-12 to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1533 Ib down and 822 lb up at 5-1-12, 751 lb down and 338 lb up at 7-0-12, 751 lb down and 338 lb up at 9-0-12, 741 lb down and 338 lb up at 11-0-12, 126 lb down and 208 lb up at 12-6-0, 733 Ib down and 338 lb up at 13-0-12, 126 lb down and 208 lb up at 14-6-0, 733 lb down and 338 Ib up at 15-0-12, 733 Ib down and 338 Ib up at 17-0-12, 733 lb down and 338 lb up at 19-0-12, 126 lb down and 208 III up at 20-6-0, 733 Ib down and 338 lb up at 21-0-12, 126 lb down and 208 lb up at 22-6-0, 733 lb down and, 338 lb up at 23-0-12, 733 Ib down and 338 lb up at 25-0-12, 733 lb down and 338 lb up at 27-0-12, 733 lb down and 338 lb up at 29-0-12, 733 Ib down and 338 lb up at 31-0-12, 733 Ib down and 338 Ib up at 33-0-12, 733 lb down and 338 Ib up at 35-0-12, and 733 lb down and 338 lb up at 37-0-12, and 733 Ib down and 338 lb up at 39-0.12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 17) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 4-12=70, 2-13=-20 Concentrated Loads (lb) Vert: 21=1377(F) 7=340 3=686 8=75 10=340 18=2708(F) 26=340 27=340 28=340 29=75 30=340 31=75 32=340 33=340 34=75 35=-340 36=340 37=340 38=340 39=-340 40=340 41=-340 42=340 43=340 44=1383(F) 45=1383(F) 46=2708(F) 47=-1383(F) 48=2708(F) 49=2708(F) 50=1383(F) 51=968(F) 52=975(F) 53=975(F) 54=975(F) 55=975(F) 56=975(F) 57=975(F) ®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 mat a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Jab Truss uType Oty PlyOdeh Residence r,..sks T15139576 J36755 MT01 -Closed 4 1 Job Reference o floral East Coast Truss, Ft. Pierce, FL 34946 I 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:26 2018 Page 1 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-KxtRjORapUGAP1 KegXSobhnz5Tkuh4U8TbuNubybkJF 2-M 4-5-5 433 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.16 7-10 >634 360 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.32 7-10 >320 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MP Wind(LL) -0.10 7-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=542/0-8-0, 7=376/Mechanical Max Horz 2=705(LC 4) Max Uplift 2=536(LC 4), 7=-517(LC 5) Max Grav 2=804(LC 10), 7=774(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=495/84, 4-7=287/271 BOT CHORD 2-7=-470/725 WEBS 3-7=-851/552 Scale = 1:33.1 PLATES GRIP MT20 244/190 Weight: 45 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-3-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf, h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 8-8-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 536 lb uplift at joint 2 and 517 lb uplift at joint 7. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,tIIIIIIII11"J, %�� �`1L�US CFtc����i .� C E N S 34869 r • �%��� Julius Lee PE No.34869 Welk USA, Inc. FL Cert 6634 6904 Parke.EasfBlvd. Tampa FL 33610 Date: September 20,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. ' Design valid for use ontywhh MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139577 J36755 PB1 Piggyback 2 n L Job Reference a tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:27 2018 Page 1 ID:jxrRdWYj5kOSOceYh7gd6ycnSU-oBR'pxmSCao011 Bvg0Ezl7uJHRsEEQcsHiFexQlybkJE 6-7-12 133-9 6-7-12 6-7-12 4x4 = 10 9 8 3x4 = 1x4 II 4x8 = tx4 II 3x4 = Scale=1:24.3 1339 1339 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 117 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-7-10. (lb) - Max Horz 2=36(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=121(LC 4), 6=126(LC 5), 9=215(LC 4), 10=290(LC 5), 8=294(LC 4) Max Grav All reactions 250 lb or less at joints) 2, 6 except 9=496(LC 10), 10=556(LC 9), 8=563(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=-369/199, 3-10=498/342, 5-8=504/346 NOTES- 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-4-2 to 3-4-2, Interior(1) 3-4-2 to 6-7-12, Exterior(2) 6-7-12 to 9-7-12, Interior(1) 9-7-12 to 12-11-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) 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. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Gable requires continuous bottom chord bearing. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 2, 126 lb uplift at joint 6, 215 lb uplift at joint 9, 290lb uplift at joint 10 and 294 lb uplift at joint 8. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. w011111I/I,,1, t✓EN8'' 00 go 34869 10 00 iY'.e •�� • 0000 40XN 4 0 R, O P� P'���� ,' �O N A` le: Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa IL 33610 Date: September 20,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTei(' 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 Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Odeh Residence T15139578 J36755 PB2 Piggyback 17 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:47:28 2018 Page 1 ID:jxrRd WYj5kOSOceYh7gd8ycnSU-GK?B85TgL6WufKUOxyUGg6sQvGZV92GQwvNUyTybkJD 6-7-12 133-9 6-7-12 6-7-12 4x4 = 3x4 = 3x4 = 10 9 8 11 11 4x8 = 1 x4 11 Scale=1:25.8 d Id LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.00 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) -0.00 8 >999 240 Weight: 59 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-3-9 except (jt=length) 7=0-3-8, 7=0-3-8. (lb) - Max Horz 1=7(LC 5) Max Uplift All uplift 100lb or less atjoint(s) 1, 2, 6, 7 except 9=213(LC 4), 10=311(LC 5), 8=309(LC 4) Max Grav All reactions 250 lb or less atjoint(s) 1, 2, 6, 7, 7 except 9=493(LC 9), 10=565(LC 9), 8=563(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=-360/196, 3-10=501/354, 5-8=500/353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-4-2 to 3-4-2, Interior(1) 3-4-2 to 6-7-12, Exterior(2) 6-7-12 to 9-7-12, Interior(1) 9-7-12 to 13-0-15; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in 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 atjoint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 6, 7 except (lt=lb) 9=213, 10=311, 8=309. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,`,`I1111.11/II��/ % ' No 34869 • r + ♦ 44`14 � ♦�i��00 F4OR1OP�Cj`�,�� N AL Jullus Lee PE No.34869 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 �WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. -- Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing McTek- 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 ANSVTPI1 Quality Criteria, DSB-89 and BCS1 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 r Job Truss Truss Type Qty Ply Odeh Residence T15139579 J36755 P63 Piggyback 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 Mrrek Industries, Inc. Thu Sep 20 12:47:28 2018 Page 1 I D:jxrRd W Yj5kOSOcleYh7gdBycnSU-GK?B85Tq L6WufKUOxyUGg6 sUfGa893H QwvNUyTybkJD 6-7-12 6-7-12 4x4 = I$ 14 13 12 11 10 3x4 = 1x4 11 1x4 II 1, II 1x4 II 1. II 3x4 = Scale = 1:24.7 j� d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 8 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 107 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-7-10. (Ib) - Max Horz 2=36(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=113(LC 4), 8=116(LC 5), 14=-233(LC 4), 13=247(LC 5), 11=-247(LC 4), 10=233(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 2, 8, 12 except 14=376(LC 6), 13=354(LC 10), 11=354(LC 9), 10=376(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-14=317/253, 4-13=-317/272, 6-11=-317/273, 7-10=-318/252 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D: Encl., GCpi=0.18; C-C Exterior(2) 0-4-2 to 3-4-2, Interior(1) 3-4-2 to 6-7-12, Exterior(2) 6-7-12 to 9-7-12, Interior(1) 9-7-12 to 12-11-7; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Gable requires continuous bottom chord bearing. 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 2, 116 lb uplift at joint 8, 233 lb uplift at joint 14, 247 lb uplift at joint 13, 247 lb uplift at joint 11 and 233 lb uplift at joint 10. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. '31—IUS * 34869 *� .. • i '.� •• 4U Z. 1. 0 Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING- Verily design parametersand READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 10103201E BEFORE USE. ' Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke Fast Blvd. Tampa, FL 36610 Job Truss Truss Type Qry Ply Odeh Residence T15139580 J36755 V4 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:29 2018 Page 1 ID:jxrRd VvY5kOSOcleYh7gd8ycnSU-kWZaMRUS5PekGU3DVfOVCJPeSgufuW8a9Z72UwybkJC 1-9-8 3-7-0 1-9-8 1-9-8 2x3 i 2x4 = 2 3-7-0 2x3 Scale: 1.5"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 10 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=113/3-7-0, 3=113/3-7-0 Max Uplift 1=118(LC 4), 3=-118(LC 4) Max Grav 1=191(LC 9), 3=191(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 7) This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I� , S. will fit between the bottom chord and any other members. ,�� ��-�U C , F t, �i�� , 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 1 and 118 lb uplift at .`C E N S • joint 3. : �`••�. �� 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. : No 34869 r r 00 6`0• Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: September 20,2018 ®WARNING- Verity design paremelers 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 B- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ii�`��` building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication,always fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T15139581 J36755 V8 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:30 2018 Page 1 lD:jxrRdWYj5kOSOGeYh7gdBycnSU-Cj6yZnU4sjmbueeP3NXklXxoO4F5dyOjOCsb 1 MybkJB 1-9.8 3-9-8 5-9-8 7-7-0 1-9-8 240-0 2-0.0 1-9-8 3x4 = Scale = 1:15.3 2x3 i 1x4 II tx4 II 1x4 II 2X3 i 1-9-8 5-9-8 7-7-0 1-9 8 4-0-0 1-9-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 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/TPI2014 Matrix-P Weight: 26 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-7-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-277(LC 4), 6=277(LC 4) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=367(LC 6), 6=367(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, WEBS 2-8=-331/298, 4-6=331/298 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,��, ���-�us• LFF��♦,♦ 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. ��� ••�,�G E N `S�`••.• ♦♦♦ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except % • i (jt=lb) 8=277, 6=277. No 34869 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %�• ; AI 4 Julius Lee PE'No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 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 t(uss web and/or chord members only, Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply Odeh Residence T15139582 J36755 V10 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:47:29 2018 Page 1 I D:jxrRd W Yj5kOSOcieYh7gd8ycnS U-kWZaM RUS5PekGU3DVfOVCJPbOgwkuU8a9Z72 UwybkJC 2-0 0 4-0-0 6-0-0 8-0-0 10-3-1 2-0-0 2-" 2-0-0 2-041 2-3-1 2x3 11 6 Scale=1:34.6 2X3 11 10 9 8 72x3 II 1x4 11 lx4 11 1x4 11 1x4 11 2-0-0 4-0-0 6-0-0 8-0-0 10-3-1 2-0-6 2-0-0 2-0-0 2-0-0 2-0-1 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 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 10-3-1. (lb) - Max Horz 1=581(LC 5) Max Uplift All uplift 100lb or less atjoint(s) except 1=208(LC 6), 7=-111(LC 5), 11=-238(LC 4), 10=215(LC 4), 9=216(LC 5), 8=278(LC 5) Max Grav All reactions 250 lb or less atjoint(s) 7 except 1=286(LC 5), 11=333(LC 6), 10=354(LC 6), 9=336(LC 6), 8=391(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-638/571, 2-3=520/457, 3-4=-389/329, 4-5=251/209 WEBS 2-11=287/253, 3-10=-314/242, 4-9=297/238, 5-8=348/309 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-6-8 to 3-6-8, Interior(1) 3-6-8 to 10-1-5; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 tt/tll1111/l,, 2) requested, have not designed to providetolerances handling and erection conditions. It is %�us esponsibilty of the fabricatolates r to increase pla lateen sizes tofor heaccount for these factors.rough , �i 3) Plates checked for a plus or minus 0 degree rotation about its center. ♦ •' '%�C' E N ��� 4) Gable requires continuous bottom chord bearing. ♦% ; `S�`'•. • 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • No 34869 •� 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 fd between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 1, 111 lb uplift at joint 7, 238 lb uplift at joint 11, 215 lb uplift at joint 10, 216 lb uplift at joint 9 and 278 lb uplift at joint 8. .� 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0 �_0� A`/ Julius Lee PE No.34869 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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. Beforeuse, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 r Job Truss Truss Type Qty Ply Odeh Residence T15139583 J36755 ZCJ1 Jack -Open 8 1 Job Reference o floral past Coast I fuss, Ft. Fierce, FL 34946 i v d d 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:31 2018 Page 1 ID:jxrRdWyl5kOSOcieYh7gd8ycnSU-gvgKn7Vid1 uS WoDbd42zlkUpHUX9MQetcsc8ZoybkJA -2-0-0 0-11.4 2-0-0 0-11-4 0-11.4 LOADING (psf) SPACING- 2-0 O CSI. DEFL, in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.00 7 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=-47/Mechanical, 2=349/0-8-0, 4=74/Mechanical Max Horz 2=285(LC 4) Max Uplift 3=90(LC 10), 2=-865(LC 4). 4=151(LC 10) Max Grav 3=177(LC 4), 2=633(LC 10), 4=265(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale=1:10.7 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% Structural wood sheathing directly applied or 0-11-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=865, 4=151. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 5,1 IUS� �F��i♦♦♦i DENS •� ,�� �'� F•• �i 34869 :tri r N AL 1811111106 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP111 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 t 0 Job Truss Truss Type Qty Ply Odeh Residence T75139584 J36755 ZCJ1B Rafter 2 1 Jab Reference a tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:47:31 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-gvgKn7Vid1 uSWoDbd42zlkUvBUakMQetcscBZoybkJA 2-1-0 2-1-0 Scale: 1.5"=l' 2�� 0-15 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 0.42 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 5 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=270/0-3-8, 2=270/0-3-8, 4=-113/Mechanical Max Horz 2=195(LC 4) Max Uplift 2=687(LC 4), 4=-219(LC 10) Max Grav 2=493(LC 10), 2=270(LC 1). 4=399(LC 4) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu8=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. il; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Solid blocking is both �,-�v`S F required on sides of the truss at joint(s), 2. , 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) �� .\ G E N S; 2=687, 4=219. ; ��•.� 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. i No 34869 �•9 •r_ i I , F4 O R 41/ONA\-"1111111��, �`� Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111I1.7473 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 Indiddual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Odeh Residence JPly T15139585 J36755 ZCJ3 Jack -Open 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 $I 1220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:32 2018 Page 1 ID:jxrRd WYj5kOSOcleYh7gdBycnSU-85Ei_TWLOKOJ7ynnAnZCgy1_1 tpF5suOrWLi5FybkJ9 2-0-0 2-11-4 Scale = 1:16.6 2-11-4 2-11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.02 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 FBC2017frP12014 Matrix -MP Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=62/Mechanical, 2=327/0-8-0, 4=15/Mechanical Max Horz 2=405(LC 4) Max Uplift 3=133(LC 5). 2=-567(LC 4) Max Grav 3=221(LC 6), 2=537(LC 10), 4=98(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 2-10-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t%1 J 111111I will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. �� iUS 3�. L� , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) ���` •' O E IV • • '% S'�•.• 3=133, 2=567. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,� ; �I = 34869 do Milt' Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall -•�=r��G® 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 eollapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 r • Job Truss Truss Type City Ply Odeh Residence T15139586 J36755 ZCJ5 Jack -Open 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep ZO 1Z:41:32 ZU18 Page 1 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-85Ei_TWLOKOJ7ynnAnZCgyl_l tnU5suOrWLi5FybkJ9 -2-0-0 4-11-4 2_0 4-11.4 Scale=1:22.3 4-11-4 4-11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.09 4-7 >628 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.12 4-7 >475 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=135/Mechanical, 2=395/0-4-8, 4=54/Mechanical Max Horz 2=529(LC 4) Max Uplift 3=277(LC 5), 2=-542(LC 4), 4=13(LC 5) Max Grav 3=349(LC 6), 2=622(LC 10), 4=127(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extedor(2)-2-0-14 to 0-11-2, Intedor(1) 0-11-2 to 4-10-8; 6antilever 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 widewill fit 6) Refer oetween the truss to truss nd any other forrottom chord S• t'j, girder(s) connections.members. , 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) • .`G E N S 3=277, 2=542. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,�� F••••� p= 34869 0 ♦ •; • 13 i ....• ��NA� E��`• Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. September 20,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIffPII 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 V w Job Truss Truss Type Qty Ply Odeh Residence T15139587 J36755 ZCJ5A Jack -Open 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2x4 = 4-11-4 4-11.4 8.220 s May 24 2018 MTek Industries, Inc. Thu Sep 20 12:47:33 2018 Page 1 ID:jxrRdW Yj5kOSOGeYh7gdBycnS U-cl o4B pXz9e8A16M_kV4RN9ZBaH4ogJBA4A5FdhybkJ 8 d N Scale = 1:19.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.08 3-6 >695 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.11 3-6 >532 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-0 oc bracing. REACTIONS. (lb/size) 1=219/0-8-0, 2=150/Mechanical, 3=69/Mechanical Max Horz 1=348(LC 5) Max Uplift 1=126(LC 4), 2=-300(LC 5). 3=35(LC 5) Max Grav 1=31O(LC 9), 2=336(LC 6), 3=106(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-10-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 1=126,2=300. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,r,11111111/11�, )... s Spy'., ',�. ; .\G E NSF., • I No 34869 r � ►�r' lA /!L n 12�r Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 T o' • M� I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IpR fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Odeh Residence T75139588 J36755 ZEJ5 Jack -Open 20 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:33 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-clo4BpXz9e8A16M_kV4RN9Z9nH6UgJ8A4A5FdhybkJ8 -2-0-0 5-0-0 z-o-o 5-0-0 Scale = 1:22.5 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.10 4-7 >610 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.13 4-7 >460 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017IrP12014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=137/Mechanical, 2=398/0-8-0, 4=55/Mechanical Max Horz 2=533(LC 4) Max Uplift 3=282(LC 5), 2=-542(LC 4), 4=14(LC 5) Max Grav 3=353(LC 6), 2=626(LC 10), 4=128(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extedor(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 4-11-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=282, 2=542. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. V S�••�•. ,�i 34869 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd; Tampa FL 33610 Date: September 20,2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/43/2015 BEFORE USE. -- valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not mat 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 MoTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r Job Truss Truss Type Qty Ply Ode Residence T15139589 J36755 ZEJ7 Jack -Open 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:34 2018 Page 1 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-5UMTP9XbwyG1 NFxAICbgvN6NHhRAZmOJJggoA7ybkJ7 -2-M 6-9-3 2-0-0 6-9-3 Scale=1:27.4 6-9-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.22 4-7 >363 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.33 4-7 >246 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-9-9 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=198/Mechanical, 2=46910-4-8, 4=81/Mechanical Max Harz 2=626(LC 4) Max Uplift 3=384(LC 5), 2=-537(LC 4), 4=19(LC 5) Max Grav 3=473(LC 6), 2=717(LC 10), 4=150(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/229 NOTES- 1) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2)-2-0-14 to 0-11-2, Interior(1) 0-11-2 to 6-8-7; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 at=lb) 3=384, 2=537. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,IIIIIIIIIII��I �"��� wol... [FF�i��� �.� •\GENS ��. •'V % 40 No 34869 Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK 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 met a truss system. Before use, the building designer must vedy the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB49 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 Odeh Residence T15139590 J36755 ZHJ5 Diagonal Hip Girder 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 Mi rek Industries, Inc. Thu Sep 20 12:47:34 2018 Page 1 ID:jxrRdVvYj5kOSOcleYh7gd8ycnSU-5UMTP9XbwyG1 NFxAICbgvN6NLhQOZbAJJggoA7ybkJ7 -2-9-15 2-6-0 6-11-6 2-9-15 2-64) 4-5-6 Scale = 1:22.2 16 d A N I 2-6-0 6-11-6 1 2-1 45-6 Plate Offsets (X.Y)- r2:0-0-0,0-0-41.f8:0-2-8.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.07 9-12 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.07 9-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 43 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP 285OF 1.8E LBR SCAB 1-3 2x4 SP 285OF 1.8E one side REACTIONS. (lb/size) 6=0/Mechanical, 8=338/Mechanical, 2=242/0-10-15 Max Harz 6=544(LC 17), 2=1337(LC 4) Max Uplift 8=730(1_C 5), 2=-1513(LC 4) Max Grav 8=884(LC 16), 2=708(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1949/654, 4-5=672/679, 5-6=-433/502, 5-8=485/550 BOT CHORD 2-9=-785/1958, 8-9=785/1958 WEBS 4-8=-2023/811, 4-9=158/610 NOTES- 1) Attached 4-2-0 scab Ito 3, front face(s) 2x4 SP 2850F 1.8E with 1 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except :starting at 2-1-7 from end at joint 1, nail 2 row(s) at 3" o.c. for 2-0-0. 2) Wind: ASCE 7-10; Vult=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Comer(3)-2-10-10 to 1-4-5, Exterior(2) 1-4-5 to 6-10-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=730, 2=1513. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385 lb down and 202 lb up at 1-4-15, 385 lb down and 202 lb up at 1-4-15, and 364 lb down and 187 lb up at 4-2-15, and 364 lb down and 187 lb up at 4-2-15 on top chord, and 168 lb down and 145 lb up at 1-4-15, 168 lb down and 145 lb up at 1-4-15, and 58 lb down and 4lb up at 4-2-15, and 58 lb down and 4 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) 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 ,,S. 34869 * .0 � • • 1 0 ♦,�, O R .... ,, ON A Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2018 ®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 Mfrek® 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 ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 c 4 Job Truss Truss Type Qty Ply Odeh Residence T75139590 J36755 ZHJ5 Diagonal Hip Girder 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=70, 5-6=70, 7-10=20 Concentrated Loads (lb) Vert: 14=122(F=61, B=61) 16=112(F=56, B=56) 17=7(F=4, B=4) 8.220 s May 24 2018 MiTek Industries, Inc. Thu Sep 20 12:47:35 2018 Page 2 ID:jxrRd WYj5kOSOcleYh7gd8ycnSU-ZgwrcVYDhFOu_PWMsw6vSafY55mdl2QSXUaMiZybkJ6 ® wARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Sol 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 irek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r 9 Job Truss Truss Type my Ply Residence �Odeh T15139591 J36755 ZHJ7 Diagonal Hip Girder 2 1 Job e e e ce do a East Ooast Truss, FL Pierce, FL 34945 8.220 s Aug 13 2015 MiTek Industries, Inc. Thu Sep 20 15:3Z:07 2018 Page 1 ID:jxrRdWYj5kOSOcleYh7gd8ycnSU-BHlevfiafO1 LSWXRoHCQOzQIGNN2rkmenHuErlybin6 l-2-9-15 I 2-6-0 i 9-8-10 l 2-9-15 2-6-0 7-2-10 Scale = 1:22.6 4x4 L 2-6-0 l 9-8-10 l 2-6-0 7-2-10 I Plate Offsets (X,Y)— (2:Edge,0-0-41, 13:0-2-8,0-2-121, f4:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.09 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.19 6-7 >608 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.10 6-7 >999 240 Weight: 60 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.1 LBR SCAB 1-3 2x4 SP No.1 one side REACTIONS. (lb/size) 4=244/Mechanical, 6=207/Mechanical, 2=487/0-6-0 Max Horz 2=954(LC 4) Max Uplift 4=456(LC 4), 6=229(1_C 5), 2=1682(LC 4) Max Grav 4=244(LC 1), 6=269(LC 3), 2=487(LC 1) 11I1111 J,, FORCES. Comp./Max. Ten. forces 250 less `,,,�%1II ��,'1U S. CF/C ��I4F (lb) -Max. -All (lb) or except when shown. ,�S, � TOP CHORD 3 11=667/1077, 3 12=177/278 ,�� �G E N S+'• i� BOT CHORD 2-14=1494/634, 7-14=1494/634, 7-15=1494/634, 15-16=1494/634, 6-16 =1494/634�•• WEBS 3-7=-53/304, 3-6=579/1438 34869 NOTES- • •: * �• 1) Attached 5-10-10 scab 1 to 3, front face(s) 2x4 SP No.1 with 1 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 2-1-7 * from end at joint 1, nail 1 row(s) at 2" o.c. for 3-8-7. �'fl 2) Wind: ASCE 7-10; VuR=180mph (3-second gust) Vasd=139mph; TCDL=9.Opsf; BCDL=6.Opsf; h=18ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C �� •. • Z Comer(3)-2-10-10 to 1-4-5, Exterior(2) 1-4-5 to 9-5-6; cantilever left and right exposed; Lumber DOL=1.60 plate grip -1 R 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the �j � Ns i�, sizes to account for �hese factors. responsibility of the trominus r to increase erotation N A; 4) Plates checked for a plus 0 degree about its centete �O � 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 Julius Lee PE No.34869 will fit between the bottom chord and any other members. MITek USA, Inc. FL Cart 6634 7) Refer to girder(s) for truss to truss connections. 6904 Parke East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 4, 229 lb uplift at joint Date: 6 and 1682 lb uplift at joint 2. September 20,2018 COArIJbRORW %,r design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 B p�� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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 I 'A Job Truss Truss Type Qty Residence JPly [deh T15139597 J36755 ZHJ7 Diagonal Hip Girder 2 1 Job eee ce o do al East Coast Truss, FL Pierce, FL 34946 8.220 s Aug 13 2018 MiTek Industries, Inc. Thu Sep 20 15:32:07 2018 Page 2 ID:jxrRdWYj5kOSOGeYh7gd8ycnSU-BHlevfiaf0l LS WXRoHCQOzQIGNN2rkmenHuErl ybin6 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 196 lb up at 1-4-15, 196 lb up at 1-4-15, 5 lb down and 179 lb up at 4-2-15, 5 lb down and 179 lb up at ,4-2-15, and 36 lb down and 294 lb up at 7-0-14, and 36 lb down and 294 lb up at 7-0-14 on top chord, and 145 lb up at 1-4-15, 145 lb up at 1-4-15, 4 lb up at 4-2-15, 4 lb up at 4-2-15, and 32 lb down and 29 lb up at 7-0-14, and 32 lb down and 29 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) 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) 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 5-8=-20 Concentrated Loads (lb) Vert: 11=122(F=61, B=61) 13=72(F=36, B=36) 14=112(F=56, B=56) 15=7(F=4, B=4) 16=51(17=25, B=25) 2) Dead +0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 5-8=-20 Concentrated Loads (lb) Vert: 11=122(F=61, B=61) 13=63(1`=32, B=32) 14=112(F=56, B=56) 15=6(F=3, B=3) 16=47(17=24, B=-24) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-30, 5-8=-40 Concentrated Loads (lb) Vert: 11=122(F=61, B=61) 12=10(1`=5, B=-5) 13=53(F=-26, 121=26) 14=112(F=56, B=56) 16=-64(F=-32, 8=32) 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=261, 2-11=205, 4-11=129, 5-8=-12 Horz: 1-2=-279, 2-11=-223, 4-11=147 Concentrated Loads (lb) Vert: 11=35(F=18, B=18) 13=2(F=1, B=1) 14=256(F=128, B=128) 16=36(F=18, B=18) 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=113, 2-4=129, 5-8-12 Horz: 1-2=-131, 2-4=147 Concentrated Loads (lb) Vert: 11=35(F=18, B=18) 13=2(F=1, B=1) 14=256(F=128, B=128) 16=36(F=18, B=18) 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=6, 2-4=82, 5-8=-20 Horz: 1-2=-36, 2-4=52 Concentrated Loads (lb) Vert: 11=327(F=164, B=164) 12=358(F=179, B=179) 13=588(F=294, B=294) 14=279(F=139, B=139) 16=58(F=29, B=29) 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=66, 2-4=-82, 5-8=20 Horz: 1-2=36, 2-4=52 Concentrated Loads (lb) Vert: 11=327(F=164, B=164) 12=358(F=179, B=179) 13=588(F=294, B=294) 14=279(F=139, B=139) 16=58(F=29, B=29) 8) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-4=-30, 5-8=-20 Concentrated Loads (lb) Vert: 11=122(F=61, B=61) 13=39(F=19, B=19) 14=112(F=56, B=56) 16=37(F=19, B=119) 9) Dead +0.75 Roof Live (bal.) +0.75(0.6 C-C Wind (Neg. Int) Case 1): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=33, 2-4=-99, 5-8=20 Horz: 1-2=-27, 2-4=39 Concentrated Loads (lb) Vert: 11=393(F=196, 8=196) 12=269(F=134, B=134) 13=441(F=220, B=220) 14=289(F=145, 13=145) 16=44(F=22, B=22) 10) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 C-C Wind (Neg. Int) Case 2): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=87, 2-4=99, 5-8=-20 Horz: 1-2=27, 2-4=39 Concentrated Loads (lb) Vert: 11=393(F=196, B=196) 12=269(F=134, B=134) 13=441(F=220, B=220)14=289(F=145, B=145) 16=44(F=22, B=22) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II.7473 rev. 10/03/201 S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not N 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� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lTielk' Il 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 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. OAfi For 4 x 2 orientation, locate plates 0- 'AA' 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 width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint numberwhere bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6 4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 Tr1P r.Hr)Pn.q ❑ C1-2 c2-3 °3v 4 WEBS OT U 0 U C O H 07-8 C6- C5b BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 111111011111110 Iml 0 MiTek a MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or aftemative 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 after truss member or plate without prior approval of an engineer. — - 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.