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Home My WebLink AboutTRUSS' Lumbe These MiTek®MilSCANNED pA �A BY tlE: J35140 -McCoy Res& ence Site Information: Customer Info: Rubin Custom Homes LLC P Lot/Block: Su Address: 12774 NW Mariner Ct City: St Lucie St, Name Address and License # of Structural I Name: Address: City: General Truss Engineering Criteria & Desig Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 [All Heighll Roof Load: 45.0 psf This package includes 126 individual, Truss With my seal affixed to this sheet, I hereby c conforms to 61 G 15-31.003, section 5 of the gn values are in accordance with ANSI/TPI 1 section 6.3 designs rely on lumber values established by others. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 ect Name: McCoy Residence Model: ivision: : FL gineer of Record, If there is one, fQr the building. License #: State: Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20 8.1 Wind Speed: 170 mph Floor Load: 65.0 psf In Drawings and 0 Additional Drawings. that I am the Truss Design Engineer and this index sheet a Board of Professidnal Engineers Rules. No. I Seal# I Truss Name I Date 118 No. 1, eal# Truss Name Date 1 IT12931571 I D01 1/11/18 1 T12931588 1 E06 1/11/18 12 IT12931572 I D02 11/11/18 119 1T12931589IE07 11/11/18 13 IT12931573 I D03 11/11/18 120 JT12931590 I F01G 1/11/18 1 14 IT12931674 I D04 11/11/18 121 1 T12931591 1 F02 1/11/18 15 IT12931575 ID05 11/11/18 22 T12931592 1F03 1/11/18 16 IT12931576ID06 11/11/18 123 T1 2931593 1 F04 1/11/18 17 I T12931577 I D07 11/11/18 124 1 T12931594 1 FL01 11/11/18 I 18 IT12931578 D08 11/11/18 125 IT12931595 FL02 11/11/18 19 IT12931579 D09 11/11/18 11/11/18 •1 110 IT12931580ID10 11/11/18 127 IT12931597IFL04 11/11/18 111 I T12931581 I D11 11/11/18 128 1 T12931598 1 FL05 1 1 /11 /18 l 112 I T12931582 I D12 11/11/18 129 12931599 FTG01 1 1/11/18 13 114 IT12931583 1T12931584 E01G E02 11/11/18 11/11/18 130 131 1T12931600 1 T12931601 FTG02 1 G01G 11/11/18 1 11/11/18 115 IT12931585 E03 11/11/18 132 1T12931602 1 G02G 1/11/18 116 1 T1 2931586 1 E04 11/11/18 133 1 T1 2931603 1 H01 G 11/11/18 117 IT12931587 I E05 11/11/18 134 1T12931604 1 H02 1 1/11/18 1.r1"jai The truss drawing(s) referenced above have been prepared by MiTek ,�OPpUIN 'VFW , USA, Inc. under my direct supervision based on the parameters �� ,��S.A.SF provided by East Coast Truss. '- Truss Design Engineer's Name: Velez, Joaquin * N.o 68182 . My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component esigns is a certification '� that the engineer named is licensed in the jurisdiction(s) identified and that the �'� STATE OF ,� ,•,(.,. designs comply with ANS11TPI 1. These designs are based upon, parameters ��s • O R0;p. g ve(e.g., loads, supports, dimensions, shapes and design codes), which were n to MiTek. Any project specific information included is for Mrreks customers l��is�0 N A�-�' U►� file reference purpose only, and was not taken into account in the preparation of 1.��111 these designs. MiTek has not independently verified the applicability of the design Joaquin VelezPE:NO.68182 parameters or the designs for any particular building. Before use, the building designer M7ekU5A lnc; FCCerr6634 should verify applicability of design parameters and properly incorporate these designs Sdk ¢Parjie WfBIV4 TampaFL" LXfO into the overall building design per ANSlrrPI 1, Chapter 2. Date:.' January 11,2018 Velez, Joaquin 1 of 3 ,f RE: J35140 -McCoy Residence Site lnforj►ation: Customer Info: Rubin Custom Homes LLC Project Name: McCoy Residence Model: Lot/Block: Subdivision: Address: 12774 NW Mariner Ct City: St Lucie State: 1=L No. Seal# ITruss Name I Date No. Seal# ITruss Name I Date 35 IT12931605 I H03 1/11/18 7 T12931648 1 MV65 1/11/18 136 I T12931606 I H04 11/11/18 179 I T12931649 I MV81 11/11/18 I 137 I T12931607 I H05 11/11/18 180 I T12931650 I MV 101 11/11/18 I 138 I T12931608 I H06 11/11/18 I84 I T12931651 I N01 11/11/18 I 139 IT12931609 I H07 11/11/18 182 1T12931652IP01G 11/11/18 I 140 IT12931610 I H08 11/11/18 I83 1T12931653 I PB01 11/11/18 I 41 IT12931611 I H09 1/11/18 84 1 T12931654 1 PB02 1/11/18 142 IT12931612 I H10 11/11/18 I8 IT12931655 I P1303 11/11/18 I 143 IT12931613 I H11 11/11/18 180 1T12931656 I P1304 11/11/18 I 144 IT12931614 I H12 11/11/18 1811 1T12931657 I P1305 11/11/18 I 145 IT12931615 I H13 11/11/18 188 1T12931668 I P1306 11/11/18 I 146 IT12931616 I H14 11/11/18 189 1T12931659IQ01G 11/11/18 I 147 IT12931617 I H15 11/11/18 19 1T12931660 I Q02 11/11/18 I 148 IT12931618 I H16 11/11/18 1911 1T12931661 I R01G 11/11/18 I 149 IT12931619 I H17G 11/11/18 192 1T129316621R02G 11/11/18 I 150 IT12931620IJ01 11/11/18 19� IT12931663IS01G 11/11/18 I 151 IT12931621 IJ02G 11/11/18 194 IT12931664IT01G 11/11/18 I 152 IT12931622 I K01 11/11/18 195 1T12931665 1T02 11/11/18 I 153 I T12931623 I K02 11/11/18 196 I T12931666 I V4 11/11/18 I 154 IT12931624 I K03 11/11/18 I971 IT12931667 IV8 11/11/18 I 155 I T12931625 I K04 11 /11118 'I 98, I T12931668 I ZCJ 1 11 /11118 I 156 IT12931626 I K05 11/11/18 IW IT12931669 1ZCJ3 11/11/18 I 157 IT12931627 I K06G 11/11/18 I1d0 IT12931670 IZCJ3A 11/11/18 I 158 IT12931628 I M02 I1/11118 1101 IT12931671 IZCJ313 11/11/18 I 159 1T12931629 I MG01 11/11/18 110z IT12931672 IZCJ3C 11/11/18 I 160 1T12931630 I MV2 11/11/18 110,3 IT12931673 IZCJ5 11/11/18 I 161 IT12931631 I MV3 11/11/18 116,4 1T12931674 1ZCJ5A 11/11/18 I 162 IT12931632 I MV4 11/11/18 1105 1T12931675 1ZCJ513 11/11/18 I 163 IT12931633 I MV5 11/11/18 1100 1T12931676 1ZCJ5C 11/11/18 I 164 IT12931634 I MV5A 11/11/18 1107 1T12931677 1ZCJ5D 11/11/18 I 165 IT12931635 I MV6 11/11/18 1108 1T12931678 IZEJ1 11/11/18 I 166 IT12931636 I MV6A 11/11/18 1109 IT12931679 1ZEJ4 11/11/18 I 167 IT12931637 I MV7 11/11/18 1110 1T12931680 IZEJ5 11/11/18 I 168 IT12931638 I MV8A 11/11/18 11111 1T12931681 IZEJ5A 11/11/18 I 169 IT12931639 I MV9 11/11/18 1112 IT12931682 1ZEJ7 11/11/18 I 170 IT12931640 I MV10B 11/11/18 1113 IT12931683 IZEJ7A 11/11/18 I 171 IT12931641 I MV11 11/11/18 1114 1T12931684 IZEJ713 11/11/18 I 172 1T12931642 I MV13 11/11/18 1118 1T12931685 IZEJ7C 11/11/18 I 173 IT12931643 I MV21 11/11/18 1116 1T12931686 IZEJ38 11/11/18 I 174 IT12931644 I MV25 11/11/18 1117 IT1293.1687 IZHJ2 11/11/18 I 175 IT12931645 I MV41 11/11/18 1118 1T12931688 1ZHJ4 11/11/18 I 176 IT12931646 I MV45 11/11/18 1110 1T12931689 1ZHJ4A 11/11/18 177 IT12931647 I MV61 11/11/18 1120 IT12931690 IZHJ5 11/11/18 2 of 3 ,Y, RE: J35140 -McCoy Residence .:Site Information: Customer Info: Rubin Custom Homes LLC Project Name: McCoy Residence Model: Lot/Block: �ubdivision: Address: 12774 NW Mariner Ct City: St Lucie State: FL No. Seal# JTruss Name Date 11/11/18 121 IT12931691 I ZHJ5A 1122 IT12931692 I ZHJ6 11/11/18 1123 IT12931693 I ZHJ7 11/11/18 1124 IT12931694 I ZHJ7B 11/11/18 1 1125 IT12931695 I ZHRE 11/11/18 1126 IT12931696 I ZHJ38 11/11/18 3 of') Job, Truss Truss Type Qty Ply McCoy Residence T12931571 J35140 D01 PIGGYBACK BASE 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 -2.4-0 6-4-13 1 12-6-f `f 2-4-0 6-4-13 6-1-5 DESIGNED USING MWFRS PER EOR. TYPICAL FOR ALL ROOF TRUSSES IN THIS JOB. 3x4 II 2x4 II 2 N 1 � 19 5x5 = 4x6 - 4x6 3 9-5-8 6.00 12 3x4 5 18 23 3x4 = tf.i su s z)ep i o zu it ivu i eK muusmes, inc. i nu dun i I u i;az:uo zu t o rage I Dy7xUwgxJ1K9RIj8Te2FGzxQPi-n2UApC2FgYEM7b wUta9OUkmavKgZ6TBBjgjlLzwV8b 31.4-8 36 5—41-9-12 6-0-8 6-4-8 5-0-14 5-4-6 5x5 = 6 17 16 25 K6 = 3x8 = 3x8 = 5x5 = 7 — 21 22 _,. 8 3x4 9 15 14 26 13 27 12 2x4 II 3x8 = 3x4 = 3x6 = 41-9-12 5-0-6 Scale = 1:78.1 4x6 40 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.. 2 Vert(LL) -0.29 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.52 16-18 >951 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.11 11 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 300 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals, and 2-0-0 oc purlins (3-7-6 max.): 6-8. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 7-16, 7-13, 9-12, 3-19, 10-11, 10-12 REACTIONS. (lb/size) 19=2042/0-8-0, 11=1864/0-5-12 Max Horz 19=856(LC 7) Max Uplift 19=-1715(LC 8), 11=-1429(LC 8) Max Grav 19=2231(LC 13), 11=1943(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-437/355, 3-5=-3104/2263, 5-6=-2435/1990, 6-7=-2130/1892, 7-8=-1586/1545, 8-9=-1820/1624, 9-10=1508/1215, 2-19=583/681, 10-11=-1904/1452 BOT CHORD 18-19=-1800/3062, 16-18=-1545/2836, 15-16=-1134/2205, 13�-15=-1134/2205, 12-13=-665/1303 WEBS 3-18=-143/297, 5-18=-179/394, 5-16=-792/729, 6-16=-468/661, 7-16=-238/297, 7-15=01320, 7-13=-1055/623, 8-13=-344/480, 9-13=-345/724, 9-12=-10211766, 3-19=-2874/1931,10-12=-1074/1692 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1715 lb uplift at joint 19 and 1429 lb uplift at joint 11. 8) Graphical purlin representation does not depict the size or the orientation of t e purlin along the top and/or bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rtlembers only. Additional temporary and permanent bracing Mirek` Is always required for stability and to prevent collapse with possible personal injury and propery damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see NSIITPI1 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, c Truss Truss Type City Ply McCoy Residence T12931572 J35140 D02 ROOF SPECIAL 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 41 2-0�0'64-13 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:09 2018 Page 1 I D:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-FE2YOY2tbrMDIIZ71 b5OxiHwTlella6KPNQGHnzwV8a 27-4-8 25-0-0 28.7-8 31�1-8 37-5.13 43-7-3 50-0-0 i 52-4-0 i 6-4-8 1-7-8 4-0-0 8-1-5 6.1.6 FTlE 2-0-0 0-9-0 Scale = 1:100.5 5x5 6.00 12 3x8 = 5x5 = 6 ?6 7 27 8 3x6 ! 3x6 4x6 5, 5 9 414 5x6 � 4 10 5x6 3 11 3x4 11 3x41 11 2x4 11 2x4 11 2 '� IN 23 22 28 21 29 20 30 1918 31 17 32 16 33 15 6x6 — 3x6 = 3x8 M18SHS = 3x8 — 2x4 11 3x8 = 3x8 M18SHS = 3x6 = 6x6 — 4x6 = 27A-8 9-5-8 18.7.8 25-0-0 6-7-8 3111-8 37-5.13 40-6-8 43-7-3 50-0-0 9-5-8 9-2-0 6-0-8 1-7A 6-1-5 3-0-11 3A-11 64-13 a9-o Plate Offsets (X Y)— 14:0-3-0 Edoel 16:0-2-8 0-2-41 18:0-2-8.0-2-41, 19:0-0-0 d-O-OI. 110:0-3-0,Edael, [11:0-0-0.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.47 19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.68 15-17 >876 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.21 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 336 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals, and 2-0-0 oc purlins (2-10-11 max.): 6-8. WEBS 2x4 SP No.3 *Except` BOT CHORD Rigid ceiling directly applied or 4-5-10 oc bracing. 2-23,12-14: 2x6 SP No.2 WEBS 1 Row at midpt 5-20, 6-20, 7-20, 7-17, 9-17, 8-17 OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 3-23, 11-14 REACTIONS. (lb/size) 23=2404/0-8-0, 14=240410-8-0 Max Horz 23=-695(LC 6) Max Uplift 23=-2001(LC 8), 14=-2001(LC 8) Max Grav 23=2609(LC 13), 14=2609(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whe shown. TOP CHORD 2-3=469/335, 3-5=3745/2753, 5-6=3150/2546, 6-7=2775/2391, 7-8=-2775/2391, 8-9=-3150/2546, 9-11=3745/2753, 11-12=-468/335, 2-23=-6113/681, 12-14=-617/680 BOT CHORD 22-23=-1919/3650, 20-22=-1741/3515, 19-20=-1449/3118, 171119=1449/3118, 15-17=1741/3054, 14-15=-1919/3129 WEBS 5-22=-109/309, 5-20=-754/685, 6-20=-716/1002, 7-20=-622/3 8, 7-19=0/262, 7-17=-621/318, 9-17=-754/685, 3-23=-3467/2430, 11-14=-346 /2430, B-17=-716/1002, 9-15=-109/310 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord ih all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2001 lb uplift at joint 23 and 2001 lb uplift at joint 14. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK (REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord m mbers 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 AIJSUTPII 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, Alexandrj a, VA 22314. Tampa, FL 36610 J04 Truss Truss Type Qty Ply McCoy Residence T12931573 J35140 D03 PIGGYBACK BASE 1 1 ' Job Reference o tional East Coast Truss, ht. Pierce, I-L'J494b 8.1 au s Sep i 5 201 / mI t etc mausmes, inc. Thu dan 11 07:32:10 2016 rage i IDA oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-jRcxEu3 WM9U4Nv8JblcdTvg55i_R11 gUel9gpEzwV8Z 2 4-0 5 8 13 11-2-3 16-7-8 20 8 22-7 8 27-0-0 31-4-8 , 37-5-13 43-7-3 50-0-0 52 4-0, 2 4-0 5-8-13 5-5-5 5-5-5 4-d-0 2-0-0 4 4-8 4 4-8 6-1-5 6-1-5 6 4-13 2 4-0 Scale = 1:102.1 5x5 = 6.00 12 5x5 = 5x5 = _ 5x5 = 39 8 28 10 6 7 3x6 3x6 4x6 11 5 4x6 6x8 / 4 12 5x6 \ N N 13 u 3 d, d 3x4 I I 3x41 11 2x4 II 2 2x4 I I 15 jN ��ttss1 30 1 25 24 29 23 22 3 32 21N 1935 18 36 17 1% (S 6x6 = 3x6 = 5x6 WB = 3x8 5x6 WB = 5x6 WB = 3x6 = = 3x8 = 6x6 = 3x8 = 16-71 2P-7-8 31-0-8 40" 50-0-0 __ r 8.2_0 ¢-0-0 YEN 9-2-0 9-5-8 Plate Offsets (X,Y)— 14:0-3-O.Edoel 16:0-2-8,0-2-41, 18:0-2-8 0-2-41. 110:0-2-8,0-2-41. 112:0-3-0.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.1)8 Vert(LL) 0.49 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.65 19-21 >918 180 BCLL 0.0 ' Rep Stress Incr YES WB 0. 9 Horz(CT) 0.21 16 n/a n/a BCDL' 10.0 Code FBC2017/TPI2014 Matrix-M Weight: 359 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, BOT CHORD 2x4 SP No.1 except end verticals, and 2-0-0 oc purlins (3-3-3 max.): 6-7, 8-10. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-5-12 oc bracing. 2-25,14-16: 2x6 SP No.2 WEBS 1 Row at midpt 5-22, 6-22, 7-22, 7-21, 8-21, 9-21, 9-19, OTHERS 2x4 SP No.3 10-19, 11-19. 3-25 2 Rows at 1/3 pis 13-16 REACTIONS. (lb/size) 25=2404/0-8-0, 16=2404/0-8-0 Max Horz 25=695(LC 7) Max Uplift 25=-2001(LC 8), 16=-2001(LC 8) Max Grav 25=2598(LC 13), 16=2599(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whe(I shown. TOP CHORD 2-3=394/271, 3-5=-3717/2731, 5-6=-3285/2614, 6-7=-2905/2443, 7-8=-3160/2719, 8-9=2851/2499, 9-10=2762/2389, 10-11=3136/2544, 11-13=-3723/2754, 13-14=-473/336,2-25=-566/629,14-16=-619/681 BOT CHORD 24-25=1882/3578, 22-24=-1803/3564, 21-22=-1619/3356, 19I21=1421/3009, 17-19=-1742/3045, 16-17=-1919/3112 WEBS 3-24=-25/293, 5-22=-608/567, 6-22=-809/1104, 7-22=-788/452, 7-21 =-1 166/990, B-21=-954/1179, 9-21=-253/306, 9-19=-563/352, 10-19=767/1050, 11-19=-751/690, 11-1 7=-1 10/300, 3-25=-3481/2465, 13-16=-3443/2430 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right expi sed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord 1n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and.any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2001 lb uplift at joint 25 and 2001 lb uplift at joint 16. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473rev. 10/07/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component,, not a truss system. Before use, the building designer must verify the applicability of design parameters andpropertyIncarporale this design into the overall r� n building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTe k• is always required for stability and to prevent collapse with possible personal injury and property) damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB•89 and 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 Joh Truss Truss Type Qty Ply McCoy Residence T12931574 J35140 D04 ROOF SPECIAL 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 6.00 12 3x6 2 , 6.i 6u s Jep 15 2u1 i MI I eK mausines, Inc. I nu Jan it u/:3Z:lZ ZU1d rage I ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-fpjhfZ5mumkncCHhjjf5YKvSwWhjVvgm6Lexu6zwV8X 4-7-8 18-7-8 22-7 8 27-0-0 , 31-4-8 375-13 43-7-3 50-0-0 52-0-0 7-2-0 4-0-0 4-0-{1 4 4-8 4 4-8 6-15 6-1-5 6 4-13 2 4-0 Scale = 1:94.5 5x5 = 5x5 = 3 21 20 19 26 5x5 = 5X6 WB 3x8 = x5 = 3x6 = 5x6 = 5 6 25 7 3x6 8 4x6 Q 9 5x6 Q `v 10 / 0 3x4 II 11 2x4 II 12 IN 27 18 17 28 29 16 30 15 31 14 1� Is j 3x8 = 3x8 = 5x6 WB = 3x6 = 5x6 = 46 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.50 18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.66 14-16 >907 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.18 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-A� Weight: 339 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 2-19, 4-19, 4-18, 5-18, 6-18, 6-16, 7-16, 1-22,11-13: 2x6 SP No.2, 1-21: 2x4 SP No.2 8-16, 1-21, 10-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=2225/0-8-0, 13=240910-8-0 Max Horz 22=-679(LC 6) Max Uplift 22=-1698(LC 8), 13=-2007(LC 8) Max Grav 22=2362(LC 13). 13=2581(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3728/2723, 2-3=-3419/2671, 3-4=3015/2527, 4-5=-3166�2706, 5-6=2839/2520, 6-7=-2733/2405, 7-8=-3100/2558, 8-10=-3688/2763, 10-11=-5f33/364, 1-22=-2277/1708, 11-13=-656/697 BOT CHORD 21-22=-498/953, 19-21=-2013/3669, 18-19=1873/3597, 16-18�-1432/2991, 14-16=1751/3021, 13-14=-1927/3084 WEBS 2-21=-253/310, 2-19=-453/479,3-19=-750/1074,4-19=-933/592,4-18=-1144/1013, 5-18=-864/1126, 6-18=-255/328, 6-16=-553/345, 7-16=-749/1028, 8-16=-746/679, 8-14=-108/303, 1-21 =-1 870/2775, 10-13=-3337/2410 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcu lent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1698 lb uplift at joint 22 and 2007 lb uplift at joint 13. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p� �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ° iTek' is always required for stability and to prevent collapse with possible personal injury and property bamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 • Job Truss Truss Type Qty Ply McCoy Residence T12931575 J35140 D05 ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 6-5.8 12-7-8 1 16-7-8 1 20-7-1 -2-0 4-0-0 4-0-0 5x8 — 5x6 = 5 26 5x5 = 6.00 12 3 25 3x6 i 2 15 dr 4x8 i N1 1 23 22 21 20 28 29 19 3x6 I 5x5 = 5x6 WB = 3` T 3x8 = 8.13U s Sep 1b zul I Mi I eK industries, Inc. I nu Jan 11 ut:3z:13 zuiu Nage 1 ID:loy7xUwgxJ1K9Rlj8Te2FGzxQPi-8OH3sv5Of4seEMsuGQAK5YSfOw FEOtwK?OUQYzwV8W !7-0-0 33-4-8 38-9-13 44-3-3 50-0-0 i52-0-0 i 6-4-8 6 4-8 5-5-5 5-8-13 24-0 2x4 11 5x8 = 6 27 7 18 30 17 31 4x6 = 3x8 = 3x6 8 4x6 6 10 16 15 32 33 14 3x6 = 4x6 = 3x6 = 6-5.8 12-7-8 20-7-8 1 27-0-0 33-4-8 _41 6-5-8 6-2-0 8-0-0 6-4-8 8 5x6 = Scale = 1:94.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.111 Vert(LL) 0.54 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) '-0.65 19-21 >922 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.21 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -A Weight: 335 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 18-20: 2x4 SP No.1 WEBS 1 Row at midpt 4-21, 4-19, 5-19, 6-17, 7-17, 8-16, 1-22, WEBS 2x4 SP No.3 "Except' 10-13 1-23,11-13: 2x6 SP No.2, 1-22: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 23=2225/0-8-0, 13=2409/0-8-0 Max Horz 23=-622(LC 6) Max Uplift 23=-1698(LC 8), 13=-2007(LC 8) Max Grav 23=2376(LC 13), 13=2588(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wherQI shown. TOP CHORD 1-2=-3685/2674, 2-3=-3558/2722, 3-4=-3154/2560, 4-5=-347512849, 5-6=-3129/2719, 6-7=3129/2719, 7-8=-3270/2628, 8-10=-3694/2740, 10-11=454/286, 1-23=-2298/1704, 11-13=597/642 BOT CHORD 22-23=-455/830, 21-22=-1994/3602, 19-21=-2114/3876, 17-19I-1651/3357, 16-17=1455/2872, 14-16=-1811/3075, 13-14=-1890/3039 WEBS 2-22=-351/352, 2-21=-299/314, 3-21=-819/1168, 4-21=-1122/7179, 4-19=-1080/951, 5-19=-777/1227, 5-17=-185/350, 6-17=-496/513, 7-17=-464/780, 7-16=-379/732, 8-16=-595/553,10-14=-35/293,1-22=-1929/2845,10-13=-3399/2453 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp D; Encl., GCpi=0.16; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Op((. 7) Provide mechanical connection (by others) of truss to bearing plate capable Lithstanding 1698 lb uplift at joint 23 and 2007 lb uplift at joint 13. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall TRIO' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord melrtbers only. Additional temporary and permanent bracing M iTeiC` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 V Job( I Truss Truss Type Qty Ply McCoy Residence T12931576 J35140 D06 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 4-8-6 i 9-1-4 13-1-4 4-8-6 4-4-14 4-0- 6.00 12 3x4 2 4x4 = 3 11 13 3x8 = 4x4 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:14 2018 Page 1 ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-cCrR3F60Q0_VrWR4g8hZdl_tfJM6zg53Zf71 y?zwV8V 7-11-12 24-1-14 30-7-8 4-10-6 6-2-2 6-5-10 4x6 = Scale = 1:56.1 5 14 vs 10 9 8 5x8 = 3x4 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. IDEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.19 10-11 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.34 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 1-12,7-8: 2x6 SP No.2 REACTIONS. (lb/size) 12=1358/0-5-12, 8=1358/0-5-12 Max Horz 12=547(LC 7) Max Uplift 12=-1037(LC 8), 8=-1039(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-254/254, 2-3=1653/1404, 3-4=-1421/1345, 4-5=-1385/1328, 5-6=-1424/1323, 6-7=-1512/1233, 1-12=-249/258, 7-8=-1292/1053 BOT CHORD 11-12=907/1543, 10-11=-1021/1728, 9-10=-782/1270 WEBS 2-11=-43/275, 3-11=-316/432, 4-11=-405/360, 4-10=-792/752, 5-10=-751/790, 6-10=-283/304, 6-9=-340/340, 2-12=1584/1200, 7-9=-829/126) PLATES GRIP MT20 244/190 Weight: 193 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 5-10, 6-10, 2-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) this truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1037 lb uplift at joint 12 and 1039 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameter's and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII 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, Alexandrial VA 22314. Tampa, FL 36610 JOG r Truss Truss Type Qty Ply McCoy Residence T12931577 J35140 D07 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 r 7-1-4 i 11-1-4 Y 7-1-4 4-0-0 4x6 — 5x5 = 6.00 12 2 3x6 -5- 1 yr 12 11 13 3x6 I I 3x8 = i 7-1-4 11-1-4 12�- 7-1-4 4 F 1-5� 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:15 2018 Page 1 ID:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-4OPgHb7eBh6MTgOGOrCoAzX00jgBiGODoJIbVRzwV8U 7-11-12 24-1-14 30-7-8 6-10-8 6-2-2 6-5-10 4x6 = 4 9 3x8 = Scale = 1:56.1 3x4 5 3x8 6 N A N N 8 7 3x4 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. - in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.7�1 Vert(LL) -0.27 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.60 9-11 >606 180 BCLL 0.0 Rep Stress Incr YES WB 0.9 Horz(CT) 0.05 7 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 185 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 'Except` BOT CHORD Rigid ceiling directly applied. 10-12: 2x4 SP No.1 WEBS 1 Row at midpt 3-9. 5-9 WEBS 2x4 SP No.3 *Except* 1-12,6-7: 2x6 SP No.2 REACTIONS. (lb/size) 12=1358/0-5-12, 7=1358/0-5-12 Max Horz 12=547(LC 7) Max Uplift 12=-1037(LC 8), 7=-1039(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1743/1342, 2-3=-1465/1333, 3-4=-1438/1300, 4-5=-143411324, 5-6=-1507/1232, 1-12=-1302/1047,6-7=-1289/1054 BOT CHORD 11-12=-512/574, 9-11=-1245/1941, 8-9=-778/1265 WEBS 2-11=-199/426, 3-11=-608/560, 3-9=879/853, 4-9=-653/739, 9=-278/288, 5-8=-350/333, 1 -11 =-766/1320, 6-8=-823/1249 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for alive load of 20.Opsf on.the bottom chord W, all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1037 lb uplift at joint 12 and 1039 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing a is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p p iTe k• 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 Jo4 Truss Truss Type Qty Ply McCoy Residence T12931578 J35140 D08 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 4-6-6 9-1-4 r 4-8l 4-4-14 3x4 = ts.i au s bep i o zu i t Mi t ex m0usmes, Inc. t nu dan i r u r ac. t o zu i o rage r ID:loy7xUwgxJ1 K9Rlj8Te2FGzxQPi-YbzCUx8Gy?ED5gbTyZjljA3D772TRiUMOzc8ltzwV8T 12-11-9 17-11-12 24-1-14 30-7-8 3-10-5 5-0-3 6-2-2 6-5-10 4x6 = Scale = 1:56.1 5 6.00 12 3x 3x4 6 r 44 = 3x8 7 N � N 11 13 14 10 9 8 3x8 = 5x8 = 3x4 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.22 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.8 Vert(CT) -0.42 10-11 >864 180 BCLL 0.0 Rep Stress Incr YES WE,1.0 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix -AS Weight: 195 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 2-12, 5-10, 6-10 1-12,7-8: 2x6 SP No.2 REACTIONS. (lb/size) 12'1358/0-5-12, 8=1358/0-5-12 Max Horz 12=-639(LC 6) Max Uplift 12=-1043(LC 8). 8=-1033(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2046/1683, 3-4=-2382/2023, 4-5=-1396/1324, 5-6=-1426/1313, 6-7=-1511/1226, 7-8=-1291/1047 BOT CHORD 11-12=-799/1500, 10-11 =-1 036/1792, 9-10=-775/1270 WEBS 2-12=-1654/1327, 2-11=-778/1120, 3-11=-1278/1153, 4-11=-6 4/911, 4-10=-845/772, 5-10=-759/803, 6-10=-281/308, 6-9=-343/338, 7-9=-823/1260 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf; h=30ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord inl all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between.the bottom chord and any other members, with BCDL = 10.Opsft 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1043 lb uplift at joint 12 and 1033 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters sh9wn, 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 ANSII7Pl1 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 Joq i Truss Truss Type Qty Ply McCoy Residence T12931579 J35140 D09 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 3-3-10 7-1-4 � 3-3-10 3-9-10 3x6 = 1x4 II 4x6 — 1 2 ri 13 12 3x6 I I 3x8 = a.-IJV s OUP to 4u I r IVI1I Crt Inuubulub, 111G. 111u don It yr 4.I I au I rage I I D:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-OnXaiH9vjJM4izAfVGEGFOcOtXPYAEIWFdMhZKzwV8S 12.6-8 17-11-12 24-1-14 30-7-8 5-5-4 5-5-4 6-2-2 6-5-10 46 = Scale = 1:56.1 5 6.00 12 3 3x4 x4 4 61 I 3x8 7 N_ N IA r� A N 11 14 15 10 9 8 3x4 = 5x8 = 3x4 = 3x6 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.20 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.24 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.6 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-AS fi Weight: 193 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 4-10, 5-10, 6-10 1-13,7-8: 2x6 SP No.2 REACTIONS. (lb/size) 13=1358/0-5-12, 8=1358/0-5-12 Max Horz 13=-585(LC 6) Max Uplift 13=-1040(LC 8), 8=-1036(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1338/1034, 1-2=-121111016, 2-3=-1211/1016, 3-4=-2148/1747, 4-5=-1404/1328, 5-6=1421/1319, 6-7=-1513/1229, 7-8=-1293/1050 BOT CHORD 12-13=-492/474, 11-12=-1643/2445, 10-11 =-1 098/1852, 9-10= i778/1272 WEBS 1-12=-1274/1714,2-12=240/351,3-12=-1374/1127,3-11=-562/589,4-11=-349/595, 4-10=-910/807, 5-10=-760/795, 6-10=-297/305, 6-9=-334/341, 7-9=-826/1263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord inj all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psfl . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1040 lb uplift at joint 13 and 1036 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN6IfrPl1 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 Joq Truss Truss Type Qty Ply McCoy Residence T12931580 J35140 D70 Roof Special I 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2-8-6 i 5-1-4 1 2-M 2-4-14 13 12 3x6 I I 4x8 = 6.13U s Sep 15 1u1 r MI I eK Inausines, Inc. I nu Jan 11 ur:J2:16 Lu16 Yage 1 ID:1oy7xUwgxJ1 K9RIj8Te2FGzxQPi-Uz5yvd9XTcUxK7lr3zmVob9XixjvvfQfUH5F5mzwV8R 1-9-10 17-11-12 24-1-14 30-7-8 6-8-6 6-2-2 6-2-2 6-6-10 6.00 12 3x4 4 / 4x6 = 5 3x4 6 3x8 7 10 9 8 5x8 = 3x4 = 3x6 II Scale = 1:56.1 2-SE 9-1-4 I 6-2-2 6-2-2 6-5-10 Plate Offsets (X Y)— f10:04-0,0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL � 20.0 Plate Grip DOL 1.25 TC 0.7 Vert(LL) 0.22 11-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.41 11-12 >883 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-ASI Weight: 188lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 4-10, 5-10, 6-10 1-13,7-8: 2x6 SP No.2 REACTIONS. (lb/size) 13=1358/0-5-12, 8=1358/0-5-12 Max Horz 13=543(LC 7) Max Uplift 13=-1038(LC 8), 8=1038(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1365/1006, 1-2=-1443/1114, 2-3=-1443/1114, 3-4=-2132/1684, 4-5=-1419/1326, 5-6=1418/1324, 6-7=-1514/1231, 7-8=-1295/1052 BOT CHORD 12-13=-511/459, 11-12=-1946/2676, 10-11=-1199/1908, 9-10= 80/1272 WEBS 1-12=-1329/1885, 3-12=-1507/1318, 3-11=-808/785, 4-11=-196(497, 4-10=-961/862, 5-10=-743/778,6-10=-308/299,6-9=-329/343, 7-9=-826/1264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0ps ; BCDL=3.0psf; h=30ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 \ 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and. any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1038 lb uplift at joint 13 and 1038 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. �I A WARNING - Verfry design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.74173 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria i VA 22314. Tampa, FL 36610 if Jot, Truss Truss Type Qty Ply McCoy Residence T12931581 J35140 D11 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2x4 I I 3x6 = 4x8 = 1 2 ;�Y�y]11I 23 F 3xs II 5x8 = 21 20 19 2x4 11 3x10. _ 1-7-4 H7 4E-0 7- 2-11-0 UAJU S aep 10 ZU1 f NII I eK InOUsuies, Inc. i nu Jdrl I I uroC.cu 4v 10 rdyc i ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-QMCjKJBn?EkfZRvEBOortOEtQkP2NaEyxbaMAfzwV8P 14-0-8 19-412 2451.M_ 0-34 i3.4 -4 3 ?O-1 4 4x4 = Scale = 1:66.0 6 6.00 12 3x4 i 3x4 5 7 3x6 = r 4x6 = 3x8 � 8 9 4 N r� N 6 17 15 14 13 12 11 10 4x8 = 3x4 = 3x8 = 3x4 = 3x6 11 3x4 = 3x4 = 18 2x4 I I LOADING (psf) SPACING- 2-0-0 CSI. l DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.37 17 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.36 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.7 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS 1-9A PLATES GRIP MT20 244/190 Weight: 227 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied. Except: 2-20,4-18: 2x4 SP No.3 10-0-0 oc bracing: 20-22, 16-18 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-15, 5-14, 6-14 1-23,9-10: 2x6 SP No.2 REACTIONS. (lb/size) 23=1461/0-6-12, 10=1428/0-5-12 Max Horz 23=599(LC 7) Max Uplift 23=-1072(LC 8), 10=-1088(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when � hown. TOP CHORD 1-23=-1311/977, 1-2=-1640/1245, 2-3=-1681/1281, 3-4=-3557/z678, 4-5=2258/1792, 5-6=-1515/1411, 6-7=-1513/1406, 7-8=-1596/1321, 8-9=-641/5¢8, 9-1 0=-1 394/1057 BOT CHORD 22-23=-512/508, 4-16=460/777, 15-16=2372/3336, 14-15=-12 i 2/2006, 13-14=-834/1362, 11-13=-421/686 WEBS 19-22=-1441/1963,3-22=-325/311,3-19=-2301/1745,16-19=-1465/2021, 3-16=-1085/1609, 4-15=-1438/1200, 5-15=-388/552, 5-14=-1074/935, 6-14=-878/929, 7-14=-317/292, 7-13=-279/275,8-13=-478/784,8-11=-1317/1103,9-11=-114011485, 1-22=-1405/1912 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.0psf; h=30ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurre�t 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 Tit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1072 lb uplift at joint 23 and 1088 lb uplift at joint 10. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be' applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. sot 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 parametersland properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job. Truss Truss Type Qty Ply7JObRefe sidence T12931582 J35140 D12 HIP 1 nce o tional East Coast Truss, Ft. Pierce, FL 34946 1 2-4-0 4-6-8 y 24-0 4.6-8 3-3-0 6-1-0 6.o( 12 3x4 i 6 3x4 3x6 N 5 4 3x4 3 3x10 i 1x4 II 2 17 5x8 = 16 1 3x4 = VII 21 20 19 18 3x6 II 5x8 = 2x4 II -6-8 7-9-8 -9 3-10-8 4-6-6 ' 3-3-0 -0- 5-1-0 I 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:21 2018 Page 1 ):16y7xUwgxJ 1 K9Rlj8Te2FGzxQPi-vYm5XeCPmXsWBbUQk6JCQEnOa8lY61 t5AFKvi5zwV80 8-11-8 $0-0-$ 25-11-6 32-1-12 5-1-0 1-1-0 5-10-14 6-2-6 4x4 = Scale = 1:65.9 4x6 = 7 8 3x4 9 3x8 N 10 0 N n N 15 14 13 12 3x6 II 3x4 = 3x4 = 3x4 = N 3x4 = 0 25- 1-6 3 -1-12 -1-0 5-10-14 6-2-6 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.36 18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.34 18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.7 Horz(CT) -0.15 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 224 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD --2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 4-19: 2x4 SP No.3 10-0-0 oc bracing: 17-19 WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 4-16, 6-15 2-21,10-11: 2x6'SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 21=1625/0-8-0, 11=1425/0-5-12 Max Horz 21=659(LC 7) Max Uplift 21=-1380(LC 8), 11=-1090(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when hown. TOP CHORD 2-3=-1965/1434, 3 4=-3592/2720, 4-6=2285/1838, 6-7=-1542/1140, 7-8=-1301/1377, 8-9=154911416, 9-10=1575/1279, 2-21=156311381, 10-11=-1360/1099 BOT CHORD 20-21=-492/533, 4-17=-505/895, 16-17=-2372/3518, 15-16=-1293/2120, 14-15=-661/1352, 12-14=830/1330 WEBS 3-20=-1550/1152,3-17=-1116/1689,4-16=-1521/1174, 6-16=-4 2/723, 6-15=-1160/958, 7-15=-548/573,8-14=-281/354, 9-14=-304/259,9-12=-397/391,-20=-1191/1671, 10-12=-890/1338,17-20=-1454/2181 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=32ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. . 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrert with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1380 lb uplift at joint 21 and 1090 lb uplift at joint 11. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,& 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 parametersland 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 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 V Job Truss Truss Type City Ply McCoy Residence T12931563 J35140 E01G HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:23 2018 Page 1 ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-rxuryKDgl96EQvdpsXLgVfsJvxOlatgOdYpOnzzwV8M 1-8-0 7-1-5 12.6-11 18-0-0 25-0-0 27-4-0 1-8-0 5-5-5 5-5-6 5-5-6 7-0-0 2-" Scale: 1/4"=1' NAILED 6.00 12 3x6 11 NAILED 6x6 = NAILED NAILED NAILED 4x4 — . NAILED _ 6x8 NAILED NAILED NAILED — 4x6 — 2x4 II 2 16 17 3 4 18 19 5 20 21 22 6 1 nn 0 3x8 � 0 Q 7 2X4 II El 6 IN oil N 1 23 24 25 26 27 12 28 -29 30 o y 14 13 11 10 p 7x6 — NAILED NAILED NAILED 48 = NAILED 5x5 1x4 II NAILED NAILED 7x8 — 3x6 II NAILED N [LED 3-8-6 7-1-5 12-6-11 18-0-0 25-0-0 3-8-6 3.4-14 5-5-0 5-5-6 7-0-0 Plate Offsets (X,Y)— 12:0-3-0,0-2-01. 14:0-2-O.Edgel. 16:0-3-4,0-2-01, 113:0-2-12 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.97 Vert(LL) 0.30 10-11 >969 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.27 13-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) -0.08 9 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-MSI Weight: 157 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except` TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins, 1-2: 2x4 SP No.2, 4-6: 2x4 SP No.1 except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-1-15 oc bracing. 12-14: 2x4 SP No.1 WEBS 1 Row at midpt 2-13, 7-10 WEBS 2x4 SP No.3 `Except' 1-14,7-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=2247/Mechanical, 9=2095/0-8-0 Max Horz 14=-465(LC 6) Max Uplift 14=-2447(LC 4), 9=2273(1_C 8) Max Grav 14=2356(LC 31), 9=2270(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2884/3064, 3-5=-2884/3064, 5-6=-2877/2921, 6-7=-3247/41101, 7-9=-2201/2287 BOT CHORD 13-14=-748/976, 11-13=-324513574, 10-.11=-3245/3574, 9-10=182/291 WEBS 2-13=-2785/2720, 3-13=-823/1146, 5-13=818/756, 5-11= 75/382, 5-10=-932/1021, 6-10=-684/849, 2-14=-2328/2620, 7-10=-2453/2616 1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf,, BCDL=3.Opsf; h=30ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in loll 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 2447 lb uplift at joint 14 and 2273 lb uplift at joint 9. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"4.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to supporticoncentrated load(s) 494 lb down and 386 lb up at 17-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are notedlas front (F) or back (B). LOAD CASE(S) Standard 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 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 ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply McCoy Residence T12931583 J35140 E01 G HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, I Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:23 2018 Page 2 ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-rxuryKDgl96EQvdpsXLgVfsJvxOlatgOdYpOnzzwV8M ■ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-6=-70, 6-7=-70, 7-8=-70, 9-14=-20 Concentrated Loads (Ib) Vert: 2=-151(F) 4=-151(F) 6=-129(F) 10=-249(F) 16=-151(F) 17=-1 1(F) 18=-129(F) 19=-129(F) 20=-129(F) 22=-129(F) 23=-64(F) 24=-64(F) 25=-64(F) 26=-64(F) 27=51(F) 28=-51(F) 29=-51(F) 30=-51(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters land properly incorporate this design into the overall p�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memiiers only. Additional temporary and permanent bracing i� iTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see gNSVTP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply McCoy Residence T12931584 J35140 E02 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:24 2018 Page 1 I D:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-J7SDAgE13SF522C?QEtvl sPYeLoGJNwYsCYZJQzwV8L 4-7-12 9-0-0 16-0-0 20-4 4 25-0-0 27-0-0 4-7-12 4-4-4 7-0-0 4� 4 4-7-12 2�-0 Scale: 1/4"=l' 4x6 = 4x8 = 3 13 14 4 6.00 12 4x6 i 4x6 2 5 3x4 I I j3X42x411 8 10 9 5x5 = 3x8 = 5x5 = 5x5 = 9-0-0 16-M 25-0-0 9-0-0 7-0-0 9-0-0 Plate Offsets (X.Y)—f4:0-5-4.0-2-01.18:0-2-8,0-3-01.19:0-2-8.0-3-01.f11:0-2-8.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.16 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.32 10-11 >915 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.7� Horz(CT) 0.05 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 145lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at Inidpt 4-10 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=1104/Mechanical, 8=1289/0-8-0 Max Horz 11=-364(LC 6) Max Uplift 11=-838(LC 8), 8=-1149(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-377/284, 2-3=-1416/1186, 3-4=-1215/1154, 4-5=-1405/1171, 5-6=-3001187, 1-11=-309/278, 6-8=-431/531 BOT CHORD 10-11=-732/1394, 9-10=-509/1203, 8-9=-658/1220 WEBS 2-1 0=-1 51/267, 3-10=-90/300, 4-9=63/289, 2-11=-1262/1008, 5-8=-135811108 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf BCDL=3.Opsf; h=30ft; 8=45ft; L=25ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 270-0 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 838 lb uplift at joint 11 and 1149 lb uplift at joint 8. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the piTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jobr Truss Truss Type Qty Ply McCoy Residence T12931585 J35140 E03 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 5-7-12 5-7-12 a.iau s 5ep I zu1 I Nu I eK mausmes, Inc. I nu dan I I uraczo zu Io raye 1 IDA oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-nJObNOFwgmNxgCnBzyO8a4xiZl972xeh5s17rszwV8K 11-0-0 14-0-0 19-4-4 25-0-0 _ 27-4-0 5-4-4 3-0-0 5-4-4 5-7-12 2-4-0 Scale: 1/4"=1' 5x5 = 5x5 = 3 14 4 I 6.00 12 r 4x4 i 4x4 2 5 I 1 3x4 II 3x4 11 1 6 2x4 II o ] N rfl 11 15 16 10 9 � 12 8• 5x5 = 3x8 = 3x4 = 5x5 = 3x4 = 8-5-3 16-6-13 25-0-0 8-5-3 1 8-1-11 8-5-3 Plate Offsets tX Y1— 13.0-2-8 0-2-41 14:0-2-8 0-2-41 18:0-2-4 0-3-01 f12:0-2-8.d-3-01 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.15 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.26 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 151 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 4-11, 2-12, 5-8 6-8: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=1099/Mechanical, 8=1292/0-8-0 Max Horz 12=415(LC 6) Max Uplift 12=-835(LC 8), 8=1156(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when II own. TOP CHORD 1-2=-382/361, 2-3=1419/1248, 3-4=-1058/1103, 4-5=-1388/121I0, 5-6=-255/211. 1-12=-331/334, 6-8=-446/555 BOT CHORD 11 -1 2=-729/1515, 9-11=-354/1113, 8-9=659/1260 WEBS 2-11=-269/416, 3-11=-283/391, 4-9=236/435, 5-9=-220/348, 2-12=-1285/933, 5-8=-1394/1103 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20'.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 835 lb uplift at joint 12 and 1156 lb uplift at joint 8. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 a truss system. Before use, the building designer must verify the applicability of design parameters land properly Incorporate this design into the overall building design. Bracingindicated is to prevent buckling of individual truss web and/or chord memtiers only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI ITPI1 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 JON r Truss Truss Type Qly Ply McCoy Residence I T72931586 J35140 E04 ATTIC 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 4-3.14 3X4 6.00 12 0 4x6 3 ,. 2 2x4 11 1 16 5x5 = C.13U S Jep it ZUt I MI I eK mausines, Inc. I nu Jan l l UG3Z:Z6 ZU1t1 rage 1 I DA oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-F Wa_bMFYb4VOHMMOXfvN7HUsW9R1 nFPgKW1 g NIzwV8J 14-4-8 8-4-4 10-7-6 11-2- 12-6-0 13.9-11 1s2.3.4-7-1z 20-8-2 25-a0 z7.4•o 4-0-6 2-3-4 016-1 3 1-3-11 1-3-11 0.6-1 4-a-6 4-3-14 2-0-0 Scale=1:47.5 4x6 = 2x4 6 20 2x4 = 5 19, 7 1x4 II 17 1x4 II 4 1x4 II 8 3x4 9 4x6 3 10 :NX4 II 8-0-0 12x4 II 0 1215 14 5x8 = 5x8 = 5x5 = , 16-7-12 , 25-0-0 , LOADING (psf) SPACING- 2-0-0 CSI: TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 TCDL 15.0 Lumber DOL 1.25 BC 0.8✓# BCLL 0.0 Rep Stress Incr NO WB 0.91 BCDL 10.0 Code FBC2017rrP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 `Except` 6-9,3-6: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 `Except` 14-15: 2x6 SP SS WEBS 2x4 SP No.3 `Except' 5-7: 2x4 SP No.2, 11-13: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 16=1240/Mechanical, 13=1434/0-8-0 Max Horz 16=-451(LC 6) Max Uplift 16=-726(LC 8), 13=-1047(LC 8) Max Grav 16=1338(LC 14), 13=1509(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2=345/234, 2-4=-1830/928, 4-5=1524/895, 5-6=-567/744, 6- 7-8=-1530/902,8-10=-1822/917,11-13=-330/419 BOT CHORD 15-16=598/1901, 14-15=-248/1650, 13-14=-505/1599 WEBS 8-14=-108/456, 10-14=-269/316, 4-15=-151/480, 2-15=-322/43: 7-17=-2371/1654,2-16=-18151883,10-13=-1913/1082 DEFL. in (loc) I/defl Lid Vert(LL) 0.56 15-16 >530 240 Vert(CT) -0.75 15-16 >395 180 Horz(CT) 0.05 13 n/a n/a Attic -0.46 14-15 210 240 BRACING- PLATES GRIP MT20 2441190 Weight: 144 lb FT = 0% TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. 5-17=-2371/1654, NOTES- 1) Unbalanced.roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8. 5-17, 7-17 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 726 lb uplift at joint 16 and 1047 lb uplift at joint 13. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111,111.7473 rev. 1010312015 BEFORE USE. M Design valid for use only with WI) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters sand properly Incorporate this design Into the overall' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memtiers only. Additional temporary and permanent bracing Mire k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, iVA 22314. Tampa, FL 36610 Jobc r Truss Truss Type Qty Ply McCoy Residence I T12931586 J35140 E04 ATTIC 2 1 Job Reference c lional East Coast Truss, Ft. Pierce, FL 34946 -- 8.130 s,Sep 15 2017 MiTek Industries. Inc. Thu Jan 11 07:32:26 2018 Page 2 14:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-F Wa_bMFYb4VoHMMOXfvN7HUsW9R 1 nF PgKW1 gNlzwV8J LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-80, 5-6=-70, 6-7=-70, 7-8=80, 8-11=-70, 11-12170, 15-16=-20, 14-15=-30, 13-14=-20, 5-7=-10 Concentrated Loads (lb) Vert:19=-60 20=-60 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is basedonly 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 H T ff building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTe k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS14PIl 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 Jobf. 1 Truss Truss Type I City Ply McCoy Residence T12931587 J35140 E05 ATTIC 11 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -2.4-0 i 4-3-14 2-4-0 4.3-14 4x6 i 3x4 u' 6.00 12 3 4 n' 4X4 11 2 2x4 I I 1 qe 17 5x5 = 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:27 2018 Page 1 ID:1 oy7xUwgxJ1 K9RIj8Te2FGzxQPi-ji7MoiGAMNdfvWxa5MQcfV 11 GZo_Wio_YAnDwIzwV81 12-6-0 14-4-8 8-4.4 10-7-8 11-2-5 13-9-11 i 16.7-12 20-8-2 25-0.0 274-0 4-0-6 2-3.4 0-6.1 1-3-11 2-3-4 4-0-6 4-314 2-0.0 1-3-11 46-13 Scale = 1:51.4 4x6 = 2x4 = 7 22 2x4 = 21 8 6 1x4 II 18 1x4 II 5 1x4 II 9 4x6 10 3x4 d 11 6 4X4 II 12 B-0-0 2x4 I I 0 N 13 N 16 I 15 14 0 5x8 = 5x8 = 5x5 = Plate Offsets (X,Y)— It4:0-2-4,0-3-01, 115:0-2-12.Edge1 It6:0-2-12.Edae1 117:-2-4.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.53 16-17 >561 240 MT20 --244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.70 16-17 >421 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.44 16-16 220 240 Weight: 151 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-7,7-11: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 `Except' 15-16: 2x6 SP SS WEBS 2x4 SP No.3 *Except* 6-8: 2x4 SP No.2, 2-17,12-14: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 17=1421/0-8-0, 14=1421/0-8-0 Max Horz 17=-459(LC 6) Max Uplift 17=-1032(LC 8). 14=-1032(LC 8) Max Grav 17=1501(LC 14), 14=1501(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-17981884, 5-6=-1506/869, 6-7=-535/716, 7-8=-535/716, 8-9=-15061869, 9-1 0=-1 798/884, 2-17=-324/414, 12-14=-322/414 BOT CHORD 16-17=488/1817, 15-16=-215/1622, 14-15=-488/1587 WEBS 9-15=-107/457, 10.15=-275/335, 5-16=-107/457, 4-16=-273/335, 6-18=-2321/1589, 8-18=-2321/1589, 4-17=-1897/1059, 10-14=-1897/1059 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft;'B=45ft; L=25ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-18, 8-18 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1032 lb uplift at joint 17 and 1032 lb uplift at joint 14. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the qiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply McCoy Residence T12931587 J35140 E05 ATTIC 11 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:27 2018 Page 2 IDA oy7xUwgxJ1 K9RIjeTe2FGzxQPi-ji7MoiGAMNdfvWxa5MQcfV11 GZo_1A/io_YAnDvvIzvvV81 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-70, 2-5=-70, 5-6=-80, 6-7=-70, 7-8=-70, 8-9=-80, 9-12=-70, 2-13=-70, 16-17=-20, 15-16=-30, 14-15=-20, 6-8=-10 Concentrated Loads (lb) Vert: 21=-60 22=-60 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEfC REFERENCE PAGE 11,7II.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 r building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Nl iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria', VA 22314. Tampa, FL 36610 Job 4 Truss Truss Type City Ply McCoy Residence T12931588 J35140 E06 ATTIC 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -2-4.0 4.3.14 8-4-4 43.74 4.0-6 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'.0" OF UNIFORM LOAD AS SHOWN. 3x8 I I 4 7x8 U� 6.00 12 3 n' 3x10 i 2 _ 2xa II __r N 19 4x8 M18SHS II 18 17 16 6x6 = 5x6 = 7x8 = 0.1tlUs"up 10 LintI WHIM uuU5I1IC5, rrlG. IOU JGII Iru1-OL.--l0 rays 1 ID:1 oy7xUwgxJ 1 K9Rlj8Te2FG7xQPi-g5F6DNl Qu?tN8g5zCnS4kw6TJMaN_hUHOUGK_dzwV8G 12-6.0 14-4-8 10-7-8 1 -2• 13-9-11 16-7-12 20-8-2 25-0.0 27-0-0 2-3-4 0.6-1 1-3-11 2-3-0 4-0-6 4314 2-0-0 1-3.11 0-6-13 Scale = 1:51.4 4x6 = 5xio = 6 5x10 = 5 7 3x8 II 8 7x8 d 9 N 15 14 13 7x8 = 5x6 = 6x6 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d TCLL 50.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 15-16 >999 240 TCDL 37.5 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.33 15-16 >887 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 12 n/a n/a BCDL 25.0 Code FBC2017IrP12014 Matrix -AS Attic -0.08 15-16 1260 360 LUMBER- BRACING - 3x10 1- 10 11zx4 II 0 N V1 •12 4x8 M18SHS II PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 364 lb FT = 0% TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-6,6-9: 2x6 SP SS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP No.2 `Except* 14-17: 2x6 SP SS WEBS 2x4 SP No.3 `Except* 5-7: 2x4 SP No.2, 2-19,10-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=3405/0-8-0, 12=3405/0-8-0 Max Horz 19=-446(LC 6) Max Uplift 19=-1016(LC 8), 12=-1016(LC 8) Max Grav 19=3436(LC 14), 12=3436(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4071/881, 3-4=-4104/858, 4-5=-3378/872, 5-6=-464/2243, 617=464/2245, 7-8=-3378/872,8-9=-4104/858,9-10=4071/881,2-19=-3204/101 10-12=-3201/1011 BOT CHORD 18-19=-126/532, 16-18=-447/3815, 15-16=-205/3523, 13-15=-447(3569, 12-13=0/320 WEBS 8-15=-65/1105,4-16=-65/1105,5-7=-5929/1503,3-18=-907/179,3-16=-618/307, 2-18=-753/3357, 9-13=-908/179, 9-15=-618/307, 10-13=753/3339 NOTES- 1) 2-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. 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=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom 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 alllareas 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 (12.5 psf) on member(s). 4-5, 7-8, 5-7 10) Bottom chord live load (56.3 psf) and additional bottom chord dead load (12.5 psf) applied only to room. 15-16 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1016 lb uplift at joint 19 and 1016 lb uplift at joint 12. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown and Is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSIrrP11 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, V� 22314. Tampa, FL 36610 Job, Truss Truss Type City Ply McCoy Residence T12931588 J35140 E06 ATTIC 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 NOTES- . 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:29 2018 Page 2 I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-g5F6DNIQu?tN8g5zCnS4kw6TJ MaN_hUHOUGK_dzwVBG WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev, 10/09/2015 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 anal properly Incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iV1i lek• 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, VAI22314. Tampa, FL 36610 Jobr Truss Truss Type Qty Ply McCoy Residence T12931589 J35140 E07 ATTIC 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2� 5-4-0 7x8 6.00 12 3, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:30 2018 Page 1 I D:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-8HpUQjJ3fl?Emzg9mVzJH7fYfmocj2EQE8?tW3zwV8F 12-6-0 14-4-8 ,13-9-11 i It-7-12 19-8-0 25-0.0 27.4-0 T1.3.1, 2-3-0 3-0-4 5-4-0 2-4-0 1-1%B = 11-113 Scale = 1:51.4 3x8 = 6 3x8 = 5 7 3x8 11 3x8 11 4 8 7x8 9 0 d 3x10 i . 2 2x4 II ryg� 1 m >'m 19• 18 17 16 4x8 M18SHS II 5x5 = 6x6 7x8 = 5-40 t! - 8� r,_e_n 3x10 10 2x4 II i x _ 2KA 11 11 IN 15 14 13 12 0 7x8 = 6x6 = 5x5 = 4x8 M18SHS I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 50.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.27 15-16 >853 240 MT20 244/190 TCDL 37.5 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.59 15-16 >393 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB , 0.98 Horz(CT) 0.03 12 n/a n/a BCDL 25.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.15 15-16 662 360 Weight: 188 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-6,6-9: 2x6 SP SS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at midpt 9-13 14-17: 2x6 SP SS WEBS 2x4 SP No.3 *Except* 5-7,2-18,10-13: 2x4 SP No.2, 2-19,10-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=3057/0-8-0, 12=2109/0-8-0, 13=1729/0-8-0 Max Horz 19=446(LC 6) Max Uplift 19=-934(LC 8), 12=686(LC 8), 13=362(LC 8) Max Grav 19=3109(LC 14), 12=2109(LC 1). 13=2168(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3735/785, 3-4=-3267/708,4-5=-2539/685,5-6=-237/1434,67=-201/1210, 7-8=-2764/721, 8-9=-3106/655, 9-10=-2026/386, 2-19=-2914/943, 10-12=-19061694 BOT CHORD 18-19=-1341628, 16-18=-326/3449, 15-16=-16/2789, 13-15=-53/1814, 12-13=0/395 WEBS 8-15=-196/481,4-16=-146/1246,5-7=-4089/1041,3-18=331/45,�-16=-1076/489, 2-18=-566/2873, 13-22=-2665/471, 9-22=-2626/499, 9-15=-35/1676, 13-23=-246/1318, 10-23=-219/1352 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; B II; Exp D; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right expos 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 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 7) Ceiling dead load (12.5 psf) on member(s). 4-5, 7-8, 5-7, 22-23 8) Bottom chord live load (56.3 psf) and additional bottom chord dead load (12.5 psf) 9) Provide mechanical connection (by others) of truss to bearing plate capable of witl joint 12 and 362 lb uplift at joint 13. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. =3.Opsf; h=30ft; B=45ft; L=25ft; eave=4ft; Cat. Lumber DOL=1.60 plate grip DOL=1.60 any other live loads. 1s where a rectangle 3-6-0 tall by 2-0-0 wide only to room. 15-16 g 934 lb uplift at joint 19, 686 lb uplift at directly to the top chord and 1/2" gypsum A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,land 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 �qq�• building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing ty� iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA122314. Tampa, FL 36610 Job- I Truss Truss Type Qty Ply McCoy Residence T12931590 J35140 F01 G HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I 8.130 s Sep 15 2017 MI IeK Industries, Inc. I hu Jan 11 U/:3Z:31 ZU1b Page 1 IDA oy7xUwgxJ1 K9Rlj8Te2FG7xQPi-cTNte3JhQc7507ELKCVYgLBiRA7kSbxZToIR3 WzwV8E -213-0 5-0-0 9-8-0 12-0-0 14-4-0 19-0-0 24-0-0 26-4-0 5-0-0 4-8-0 2-4-0 2-4-0 4.8-0 5-0-0 2-4-0 NAILED 5x5 —_ NAILED NAILED NAILED NAILED NAILED 3x4 NAILED 3x4 = NAILED 5x5 = 6.00 12 3 17 18 4 19 20 5 21 22 6 0 3x6 i 2 2x4 II 41 23 24 25 12 26 11 27 28 0 14 13 10 4x6 II 5x8 = NAILED NAILED 3x4 = 4x4 = NAILED 5x8 — NAILED NAILED NAILED Scale = 1:50.5 3x6 - o 7 ° m 2x4 I I 8 IN 1 0 9 d 4x6 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loC) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.50 10-12 >563 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) 0.44 10-12 >635 180 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) -0.10 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 141 lb ' FT = 0% LUMBER- BRACING - TOP -CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, BOT CHORD 2x4 SP No.1 `Except' except end verticals. 9-11: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except` WEBS 1 Row at midpt 2-13, 7-10 2-14,7-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=1571/1-0-0, 9=1571/1-0-0 Max Horz 14=275(LC 24) Max Uplift 14=-2704(LC 8), 9=2704(1_C 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1952/3446, 3-4=-1703/3236, 4-5=-2546/4840, 5-6=-1703/32 8, 6-7=1953/3448, 2-14=-152412597, 7-9=1526/2599 BOT CHORD 13-14=-283/238, 12-13=-4285/2471, 10-12=-4335/2471 WEBS 3-13=-1067/538, 4-13=-994/1770, 5-10=-993/1767, 6-10=-1067/538, 2-13=-2932/1663, 7-10=-2942/1668, 4-12=-465/267, 5-12=465/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 6) ' This truss has been designed,for a live load of 20.Opsf on the bottom chord in all lareas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2704 lb uplift at joint 14 and 2704 lb uplift at joint 9. 8) "NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148"x3.25) toe -nails per NDS g I idlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 296 lb down and 112 lb up at 5-0-0, and 296 lb down and 112 lb up at 18-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FAGEMII.7473 rev. 10/09/2015 BEFORE USE. R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Ma building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing t4 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSh'TP11 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 Type Qty Ply McCoy Residence JTruss T12931590 J35140 F01G HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-6=-70, 6-7=-70, 7-8=-70, 9-14=-20 Concentrated Loads (Ib) Vert: 3=57(1`) 6=-57(F) 13=-52(F) 10=-52(F) 17=-57(F) 18=-57(F) 1 28=-19(F) 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:31 2018 Page 2 ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-cTNte3JhQc7507ELKCVYgLBiRA7kSbxZToIR3 WzwV8E 20=-57(F) 21=-57(F) 22=-57(F) 23=-19(F) 24=-19(F) 25=19(F) 26=-19(F) 27=-19(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersi only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and 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. t Truss Truss Type Qty Ply McCoy Residence T12931591 J35140 F02 HIP 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -0 5-0-0 24 -0 5-0-0 4x4 = 3 6.00 12 3x6 2 o� 2x41 I N 10 13 12 3x6 I I 4x8 = 9-8-0 4-8-0 5-0-0 12-M 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:32 2018 Page 1 ID:loy7xUwgxJ1 K9Rlj8Te2FGzxQPi-4gxFrPKJAwFy?HpXuwOnMYkvoaaKBOPjiSU_byzwV8D 14-4-0 19-0-0 24-0-0 4-8-0 4-8-0 5-0-0 Scale = 1:45.5 3x4 = 3x4 = 4x6 4 16 5 6 3x8 7 IN 11 10 9 8 3x4 = 3x4 = 48 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.31 9-11 >907 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) 0.27 9-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) -0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 134 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* 2-13,7-8: 2x6 SP No.2 OTHERS 2x4 SP ND.3 REACTIONS. (lb/size) 13=1243/1-0-0, 8=1050/1-0-0 Max Horz 13=269(LC 7) Max Uplift 13=-1822(LC 8), 8=-1499(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1423/2006, 3-4=-1219/1916, 4-5=-1817/2787, 5-6=-1260/19I5, 6-7=-1461/2060, 2-13=-1193/1698, 7-8=-1000/1375 BOT CHORD 12-13=292/139, 11-12=2546/1762, 9-11=-2619/1773 WEBS 3-12=-669/358,4-12=-717/1011, 4-11=-293/175,5-11=-328/167,5-9=-692/1004, 6-9=-630/357, 2-12=-1623/1191, 7-9=-1596/1082 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of.20.Opsf. on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1822 lb uplift at joint 13 and 1499 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. l AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,land is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSgTP11 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, VA22314. Tampa, FL 36610 Jolx Truss Truss Type City Ply McCoy Residence T12931592 J35140 F03 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:33 2018 Page 1 ,ID:1oy7xUwgxJ1K9Rlj8Te2FGzxQPi-YsVd3lLxxDNpdROkRdXOvmH6UzvXwTgsx6EY70zwV8C 5-0-0 9-8-0 144-0 19-0-0 24-0-0 5-0-0 4-8-0 4-8-0 4-8-0 5-0-0 Scale = 1:41.1 4x6 = _ 3x4 — 3x4 = 4x6 6.00 12 2 13 3 4 14 5 3x8 I 3x8 O ob c6 �!f11 1 6 IIT op I IN 110 9 2 11 8 7 3x6 11 4x8 = 3x4 = 3x4 = 4x8 = 3x6 II 5-0-0 2-0-0 9-0-0 -0-0 5-0.0 7-0-0 7-0.0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.31 8-10 >904 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.27 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 127 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except` 1-12,6-7: 2x6 SP No.2 REACTIONS. (lb/size) 12=1059/0-8-0, 7=1059/1-0-0 Max Horz 12=213(LC 7) Max Uplift 12=-1512(LC 8), 7=-1512(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1476/2081, 2-3=-1274/1995, 34=1848/2827, 4-5=1274/1995, 5-6=1476/2081, 1-12=-1009/1388,6-7=-1009/1388 BOT CHORD 11-12=-308/241, 10-11=-2557/1799, 8-10=-2627/1799 WEBS 2-11=-663/360, 3-11=-708/1010, 3-10=291/171, 4-10=-291/171, 4� 8=-708/1009, 5-8=-663/360, 1 -11 =-1 595/1094, 6-8=-1600/1094 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL: DL=3.Opsf,, h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all lareas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1512 lb uplift at joint 12 and 1512 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. i ®WARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters anj property Incorporate this design into the overall Iva I' building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insthute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 JON I Truss Truss Type City Ply McCoy Residence T12931593 J35140 F04 HIP 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 5-0-0 5-0-0 4-8-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:34 2018 Page 1 ID:1oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-023?G5MZiXVgFbzw7L2FRzpINNFifv109mz5frzwV8B 14-4-0 19-0-0 23-8-0 4-8-0 4-8-0 4-8-0 Scale = 1:40.5 46 = 46 = 3x4 3x4 = 6.00 12 2 13 3 4 14 5 3x8 3x8 i 6 Ob rh 1 I c5 lv e° 11 10 912 6 s e 3 6 I 4x8 = 3x4 = 3x4 = 3x8 = 36 II 5-0-0 12-0-0 19-0-0 23-8-0 5-0-0 7-M 7-0-0 4.8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.31 ' 8-10 >896 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.27 8-10 >999 180 BCLL 0.0 Rep StressJncr YES WB 0.72 Horz(CT) -0.07 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 126 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except' 1-12,6-7: 2x6 SP No.2 REACTIONS. (lb/size) 12=1044/0-8-0, 7=1044/0-8-0 Max Horz 12=222(LC 7) Max Uplift 12=-1490(LC 8), 7=-1491(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1452/2046, 2-3=-1251/1962, 34=1797/2754, 4-5=-1172/1817, 5-6=-1371/1948, 1-12=-994/1366, 6-7=-1002/1386 BOT CHORD 11-12=-323/240, 10-11=-2539/1758, 8-10=-2569/1737 WEBS 2-11=-651/351, 3-11=-684/981, 3-10=-259/158, 4-10=-319/189, 4-8=-744/1077, 5-8=615/330, 1 -11 =1 566/1073, 6-8=-1583/1070 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent )vith any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1490 lb uplift at joint 12 and 1491 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 memberslonly. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jobr t Truss ype City Ply McCoy ResidenceT12931594 TFI.., FL01 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0-3-8 H 2-6-0 8.130 s Sep 15 ZU17 MI I ek Industries, Inc. I hu Jan 11 U/:32:35 ZU16 Page 1 I D:1 oy7xUwgxJ1 K9RIjBTe2FGzxQPi-UEcNTRMBTrdXlIY6Z2ZU_BMRmnXmOOr9OQjeCHzwV8A 2-070 2-8-8 ow r $ I ca e = 1:32.5 6x6 = 3x3 = 1x4 II 1 2 3 3x3 = 144 4 I 1x4 II 3x6 FP= 3x3 = 1x4 II 6 7 8 9 3x3 — 6x6 — 10 11 o 0 0 18 17 16 15 14 13 12 3x3 II 3x8 = 3x6 FP = 3x3 = 3x3 = 3x8 = 3x3 I I LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.23 13-14 >944 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.30 13-14 >738 240 BCLL 0.0 Rep Stress Incr YES WE 0.58 Horz(CT) -0.04 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 108 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 10-0-0 oc bracing. REACTIONS. (lb/size) 1=79910-3-0, 11=799/0-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shpwn. TOP CHORD 1-3=-1008/0, 3-4=-1004/0, 4-5=-1933/0, 5-6=-1933/0, 6-,1 .--3/0 8-9=-1004/0, 9-11=-1008/0 BOT CHORD 15-17=0/1608, 14-15=0/1933, 13-14=0/1608 WEBS 1-17=011211, 4-17=-748/0, 4-15=0/539, 11-13=0/1211, 8-13=-748,0, 8-14=0/539 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) 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. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall n 't exceed 0.500in. 5) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI/-7473 rev. 10/OJ/2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job. t Truss Truss Type Qty Ply McCoy Residence T12931626 J35140 K05 HALF HIP 1 1 ' Job Reference o tional East Coast Truss, Ft. Pierce, FL 34945 8J30 s Sep lb zui f Ml t ex industries, inc. Thu ,Ian i i 07:33:06 20i 8 rage 1 ID:1 oy7xUwgxJ 1 K9RIj8Te2FGzxQPi-4C_5_t keAMX75VQ4t3dlkj8hiH9E9T2j Wlknn_zwV7h 21-0 4-7-12 9-0-0 16-1-12 2.4-0 4-7-12 4-4-4 7-1-12 4x6 = Scale = 1:35.0 US = 4 10 5 6.00 12 i 4X6 i l 3, 3x4 2 NI 2x4 II 1 \4 0 7 8 64x6 11 5x5 = 3x8 = 9-M 16-1-12 9-0-0 7-1-12 Plate Offsets (X,Y)—14:0-3-8,0-2-41.f6:Edde,0-3-81,f8:0-1-12.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.40 7-8 >469 240 MT20 244/190 TCDL 15.0 Lumber COL 1.25 BC 0.63 Vert(CT) 0.36 7-8 >522 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 101 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 5-7 2-8: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=696/0-5-12, 8=898/1-0-0 Max Horz 8=610(LC 5) Max Uplift 6=-1134(LC 5), 8=-1307(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=236/502, 3-4=672/1025, 4-5=-544/1010, 5-6=-637/976, 2-8=1372/630 BOT CHORD 7-8=-1126/655 WEBS 3-7=214/264, 4-7=-314/129, 5-7=-1069/648, 3-8=-746/763 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; end veI ical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. ' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all lareas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wit f�standing 1134 Ib uplift at joint 6 and 1307 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, land is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfP11 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, VAI22314. Tampa, FL 36610 1 - J04 I Truss Truss Type Qty Ply McCoy Residence T12931627 J35140 K06G HALF HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Fierce, FL 3494b S.1 Su s Sep io zu1 f m1I eK inausmes, inc. I nu uan i i ui:33:ut zuitl rage i ID:loy7xUwgxJ1K9RIjBTe2FGzxQPi-YOYUBNIGxgf if?GRm8_HwhrHhWSuusUPTLJQzwV7g -2-4-0 7-M 11-6-14 16-1-12 2-4-0 7-0-0 4-6-14 4.6-14 Scale = 1:34.4 NAILED NAILED ' 4x8 = 3x6 II 3x8 = NAILED NAILED NAILED 3 11 12 4 13 14 15 5 6.00 12 v 3x8 y 2 1 � 2x4 II . 1 iL 8 16 17 7 18 19 9 NAILED NAILED NAILED 63x6 II 4x6 II - 4x4 - 3x8 - NAILED 7-0-0 11-6-14 16-1-12 7-M 4-6-14 4.6-14 Plate Offsets (X,Y)- 13:0-5-4.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 8-9 >887 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) 0.19 8-9 >991 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) -0.03 6 n/a n/a BCDL 10.0 Code FBC2017/.TPI2014 Matrix -MS Weight: 103 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 "Except` TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins, 3-5: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-7 oc bracing. WEBS 2x4 SP No.3 "Except' WEBS 1 Row at midpt 5-7, 2-8 2-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=1401/0-5-12, 9=129111-0-0 Max Horz 9=505(LC 5) Max Uplift 6=-1901(LC 5), 9=-1765(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1527/1894, 3-4=-1129/1557, 4-5=-1129/1557, 5-6=1331/1777, 2-9=-1239/1585 BOT CHORD 8-9=-773/306, 7-8=-1847/1373 WEBS 3-8=-422/436, 3-7=-314/370, 4-7=-705/979, 5-7=-2040/1531, 2-8=;1330/1265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; Bi II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; end ve exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of witl at joint 9. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS g 9) Hanger(s) or other connection device(s) shall be provided sufficient to support car 7-0-0 on bottom chord. The design/selection of such connection device(s) is the r 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted a: 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=-70, 3-5=-70, 6-9=-20 Concentrated Loads (Ib) Vert: 3=-129(B)8=-249(B)11=-129(B)12=-129(B)14=-129(B)15=-131(E 3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. left and right exposed; porch left and right any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide iding 1901 lb uplift at joint 6 and 1765 lb uplift idlines. entrated load(s) 638 lb down and 263 lb up at sponsibility of others. front (F) or back (B). 16=-51(B)17=-51(B) 18=-51(B) 19=-51(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown,) and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA'22314. 1 Tampa, FL 36610 Jolt' t Truss Truss Type City Ply McCoy Residence T12931628 J35140 M02 JACK -OPEN 38 1 Job Reference lo tional East Coast Truss, Ft. Pierce, FL 34946 1 12 3x12 I = 24-0 ts.1 JU s Sep 1b zui r MI I eK Industries, Inc. I nu Jan 11 uf:3S;Uts zui is rage 1 ID:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-1 b6sPjmui_nrKpZS?UfDg8D964mDdT00_2DurszwV7f 2 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HO�RZ. REACTIONS SPECIFIED BELOW. Scale = 1:10.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.04 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 n/a file BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 10 lb FT = O% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=-0/Mechanical, 3=186/Mechanical Max Horz 2=-448(LC 4), 3=618(LC 4) Max Uplift 3=-599(LC 4) Max Grav 3=217(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-413/149 BOT CHORD 1-3=-217/618 NOTES- 1) Wind: ASCE 7-10; Vu1t=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 599 lb uplift at joint 3. ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 prop edy 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 Mii'ek� 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 ANSVTPIt 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, VAi22314. Tampa, FL 36610 Jot; t Truss Truss Type City Ply McCoy Residence T12931629 J35140 MG01 Monopitch Girder 1 1 Job Reference (optional).i East Coast Truss, Ft. Pierce, FL 34946 I d.1Ju s Sep io zui t ml t etc mausmes, Inc. I nu aan -I I uf:ao:ua zu-lo rage -I I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-VngEc3nWiHviyz8fYBASMLmGsUE3MkM9CiySOJzwV7e 1 3-7-0 1 7-2-0 , 3-7-0 I 3-7-0 3x8 i 1 s c 7 8 5 6 HUS26 HUS267x8 = 3x8 M18SHS II 9 HUS26 0M 3x8 3 4 3x6 II LOADING (psf) SPACING- 2-0-0 CS]' DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.04 5-6 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.04 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except* 1-6: 2x6 SP No.2 REACTIONS. (lb/size) 4=1429/Mechanical, 6=1592/0-8-0 Max Horz 6=441(LC 5) Max Uplift 4=1289(LC 8), 6=-1207(LC 8) Max Grav 4=1545(LC 25), 6=1592(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when TOP CHORD 1-2=1326/1007, 2-3=-1318/1173, 34=976/840, 1-6=-892/697 BOT CHORD 5-6=-640/449 WEBS 2-5=-321/374, 3-5=-1559/1806, 1-5=-548/816 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BC II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed DOL=1.60 plate grip DOL=1.60 . 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 has been designed for a 10.0 psf bottom chord live load nonconcurrent 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all 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 with at joint 6. 8) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) of 1-0-12 from the left end to 5-0-12 to connect truss(es) to back face of bottom chorc 9) Fill all nail holes where hanger is in contact with lumber. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support cc 7-0-4 on bottom chord. The design/selection of such connection device(s) is the 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 4-6=-20 Scale = 1:28.8 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 51 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-3 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-13 cc bracing. DL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ; end vertical left and right exposed; Lumber any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide 1289 Ib uplift at joint 4 and 1207 lb uplift equivalent spaced at 2-0-0 cc max. starting at rated load(s) 419 lb down and 314 lb up at risibility of others. (F) or back (B). ®WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job, ,' Truss Truss Type Qty Ply McCoy Residence T12931629 J35140 MG01 Monopitch Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-203(F) 7=-737(B) 8=-735(B) 9=-735(B) 8.130 s Sep 15 2017 MI I eK Industries, Inc. I hu Jan 11 1.1/:33:UU ZU18 Nage 2 ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-VngEc3nWf Hviyz8fYBASMLmGsUE3MkM9CiySOJzwV7e WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members' only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Jo,y r Truss Truss Type City Ply McCoy Residence T12931630 J35140 MV2 Valley 6 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 6.13U s Sep 15 2U1 r MI I ek Industries, Inc. Thu Jan 11 Ur:33:1 L 2Ui8 Page 1 ID:1oy7xUwgxJ1K9Rlj8Te2FGzxQPi-vMMNE4pPmCIHpQtDEJkA OvfiL?ZG?cvgB6_ezwV7b 1 2-0-0 2-0-0 . Scale = 1:7.8 6.00112 2 0 d 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 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-P LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=48/2-0-0, 2=62/2-0-0, 3=14/2-0-0 Max Horz 1=-64(LC 8) Max Uplift 1=-36(LC 8), 2=-64(LC 8) Max Grav 1=49(LC 14), 2=69(LC 14), 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent ith any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1 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 36lb uplift at joint 1 and 64 lb uplift at joint 2. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memberslonly. Additional temporary and permanent bracing 1 iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pp A fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jolt' r Truss Truss Type Qty Ply McCoy Residence T12931631 J35140 MV3 Valley 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 E 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 15.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017fTP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=107/3-0-0, 2=83/3-0-0, 3=24/3-0-0 Max Horz 1=111(LC 8) Max Uplift 1=54(LC 8). 2=117(LC 8) Max Grav 1=109(LC 13), 2=94(LC 13), 3=48(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when sl NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; B II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposes DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 1 angle to gn capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of witl joint 2. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:33:14 2018 Page 1 ID:1oy7xUwgxJ1K9RIj8Te2FGzxQPi-dT7fmrfHgY_2k1cLkme3PTDAVOK1AVvM_gD3WzwV7Z 3-0-0 3-0-0 Scale = 1:10.3 6.00 12 2 3 ADEQUATE SUPPORT REQUIRED DEFL. in (loc) Well Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 2441190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. DL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. ; end vertical left and right exposed; Lumber ,ith any other live loads. ireas where a rectangle 3-6-0 tall by 2-0-0 wide n formula. Building designer should verify >tanding 54lb uplift at joint 1 and 117 lb uplift at AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members'onty. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with. possible personal injury and property damage. For general guidance regarding the r� Ir iTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Blvd. Tampa, 6904 Parkrke East East Jup L Truss Truss Type Qty Ply McCoy Residence T12931632 J35140 MV4 Valley 5 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 1 2x4 II 3 2x4 II 4-0-0 6.00 112 6.13U s Sep 15 2U1 ( Mt I eK Industries, Inc. I nu Jan 11 Ut:33:15 2U1t1 Yage 1 I D:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-Jxl Vt6rH27grgucovSHtccOM?vK?mdl2bePmbyzwV7Y 2x4 2 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC., 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0'oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=146/4-0-0, 2=146/4-0-0 Max Horz 3=-169(LC 4) Max Uplift 3=-121(LC 8), 2=-101(LC 8) Max Grav 3=167(LC 14), 2=146(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cal. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right expose ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentiwith 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 121 lb uplift 'at joint 3 and 101 lb uplift at joint 2. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown,land 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 s Not 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, VAI22314. Tampa, FL 36610 Joh• , Truss Truss Type Qty Ply McCoy Residence I T12931633 J35140 MV5 GABLE 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 1 2x4 f- 13" 3u s Sep 1b zui 7 Mt I eK Inauslnes, Inc. I nu Jan 11 uf:33:17 zuitf rage i I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-GK9GlotXalwZvCmBOtJLh 15jmjOEE WZL2yutgrzwV7 W 0 , 5-0-0 6.00 12 3 2x4 II 5 4 1x4 II 2x4 II Scale = 1:15.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL N 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 20 lb FT = 0% LUMBER- / BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=122/5-0-0, 4=-79/5-0-0, 5=338/5-0-0 Max Horz 1=221(LC 5) Max Uplift 1=-63(LC 8), 4=-79(LC 1), 5=-343(LC 8) a Max Grav 1=125(LC 14), 4=115(LC 8), 5=373(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-296/366 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 1, 79 lb uplift at joint 4 • and 343 lb uplift at joint 5. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters andiproperly 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 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 ANSIfTPI,I 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 Joty I Truss Truss Type City Ply McCoy Residence T12931634 J35140 MVSA Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 3-M 3-0-0 2.4 I I 1 5 2x4 11 6.13u s Sep 15 zul / MI I eK industries, Inc. I nu Jan 11 ur:33:16 2ulti Yage 1 I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-kWjjeV8u9L22QXLKNaaraDFeur6NOz_jUHceQCHzwV7V 5-0-0 2-0-0 4 4x4 = 2 6.00 112 3 2x4 Scale = 1:9.6 ' 3-0-0 2-0-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a file 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 15 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=122/5-0-0, 3=69/5-0-0, 4=191/5-0-0 Max Horz 5=-74(LC 4) Max Uplift 5=129(LC 4), 3=-61(LC 8), 4=-149(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Ops1; 139DL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 5, 61 lb uplift at joint 3 and 149 lb uplift at joint 4. ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIM-7473 rev. 1010312O15 BEFORE USE. Design valid for use only with MITekG connectors. This design is based only upon parameters shown, land is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 Jqb t Truss Truss Type Qty Ply McCoy Residence T12931635 J35140 MV6 GABLE 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 5 2x4 II 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:33:18 2018 Page 1 I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-kWjjeV8u9L22QXLKNaaraDFevl6Mczz2UHceQCHzwV7V i-0 6-0-0 6.00 112 2x4 3 Scale = 1:19.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 24 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=31/6-0-0, 3=123/6-0-0, 4=317/6-0-0 Max Horz 5=-273(LC 4) Max Uplift 5=-49(LC 4), 3=-50(LC 8), 4=-322(LC 8) Max Grav 5=47(LC 15), 3=137(LC 13), 4=348(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when s own. WEBS 2-4=-270/313 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp D; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrenU 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 49 lb uplift at joint 5, 50 lb uplift at joint 3 and 322 lb uplift at joint 4. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Inv It building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jot; Truss Truss Type City Ply McCoy Residence T12931636 J35140 MV6A GABLE 2 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 Y' n N 0-9-8 5x5 11 1 5 2x4 II d. lJU s Jep -I D Lv 11 JVII I eK irluusules, [Flu.. I Flu Jdrl I t UI *":Zv cv 10 rdye 1 I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-gvgOwgvQtgl8mfUmi?l2JgjENw22RtPnkw7XHAzwV7T 6-0-0 5-2-8 21z4 II 6.00 112 4 1x4 II 1 2x4 6-a-0 3 Scale = 1:18.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=28/6-0-0, 3=124/6-0-0, 4=315/6-0-0 Max Horz 5=-270(LC 4) Max Uplift 5=-41(LC 4), 3=-51(LC 8), 4=-321(LC 8) Max Grav 5=42(LC 15), 3=137(LC 13), 4=347(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=276/342 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust)'Vasd=132mph; TCDL=9.Opsf; B DL=3.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3 except (jt=lb) 4=321. 1 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 1properly Incorporate this design into the overall Kv 11• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 J(p A Truss Truss Type City Ply McCoy Residence T12931637 J35140 MV7 GABLE 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 2x4 , 6.13u s Sep 15 2011 Mt I ek Industries, Inc. I nu Jan 11 U7:33:21 ZU18 Page 1 I D:1 oy7xUwgxJ1 K9RIj8Te2FGzxQPi-85Om79w2ezQ?Op3yFiOHrtGP8KO3AKcwzas4pczwV78 7-0-0 7-0-0 2x4 11 3 6.00 12 1x4 II 2 5 4 1x4 II 2x4 II Scale = 1:21.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=122/7-0-0, 4=93/7-0-0, 5=346/7-0-0 Max Horz 1=325(LC 5) Max Uplift 1=34(LC 8), 4=-88(LC 5), 5=-353(LC 8) Max Grav 1=149(LC 14), 4=115(LC 13), 5=381(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-299/352 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; ,MWFRS (directional); cantilever left and right exposed ; end vertical.left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for.a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) • 5=353. 1 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. '-'�• Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -Gr•7{Yj©� 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 oftmsses and truss systems, see ANSIITPH 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 Jolj 0 Truss Truss Type City Ply McCoy Residence T12931638 J35140 MV8A GABLE 1 1 Job Reference (optional) Last coast I russ, Ft. Pierce, FL 34946 B.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:33:22 2018 Page 1 ID:1oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-cHy9LVxgPHYs?ze8pQvWO5oZZkjwvnb4CEceL3zwWR 7-8-0 7-8-0 6.00 12 1x4 II 2 2x4 11 3 42x4 II Scale: 1/2"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 31 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=132/7-8-0, 4=122/7-8-0, 5=397/7-8-0 Max Horz 1=378(LC 5) Max Uplift 1=-29(LC 8), 4=11 O(LC 5), 5=-405(LC 8) Max Grav 1=168(LC 14), 4=149(LC 13), 5=437(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-289/132 WEBS 2-5=-345/407 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=lb) 4=110, 5=405. I ®WARNING - Ven/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 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 Iva 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 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 212314. Tampa, FL 36610 I / Jof� Truss Truss Type Qty Ply McCoy Residence T12931639 J35140 MV9 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 9.0-0 6.0o 12 � 1x4 II 0 2 1 2X4 7 1x4 II 6.13u s Sep 15 zu1 f MI I eK Inaustnes, Inc. I nu Jan 11 ui::13:L3 Luiu rage i ID:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-4TWXYrylAagjd7DLN7QlwlLjU732eErDQuLBtVzwV7Q 2x4 II 4 1x415 1 2x4 II Scale = 1:26.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 40 lb FT = O% 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 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-0-0. (lb) - Max Horz 1=430(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 5=-105(LC 14 , 7=-391(LC 8), 6=-318(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=421(LC 13), '6=344(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-343/156 WEBS 2-7=329/407, 3-6=-292/273 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1DD lb uplift at joint(s) 1 except at=lb) 5=105,7=391,6=318. 1 WARNING -Verify design parameters and READ NOTES ON7HIS 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 p A�' �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tyriTek• 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 ANSIfrP11 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 Jo4 Truss Truss Type Qty Ply McCoy Residence } T12931640 J35140 MV10B GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -1-8-0 1-8-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:33:10 2018 Page 1 I D:1 oy7xUwgxJ1 K9RIj8Te2FGzxQPi-zzEcgPo8Eb 1 ZZ7jr6uhhvZJPjuZ15LgJRMi?wlzwV7d 7-8-0 7-8-0 2x4 11 4 6.00 12 1x4 II 3 4x4 II 2 4 N 1 6 1x4 II 5 2x4 II Scale = 1:29.7 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.03 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight: 39 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=311/7-8-0, 5=130/7-8-0, 6=354/7-8-0 Max Horz 7=517(LC 5) Max Uplift 7=-259(LC 8), 5=-105(LC 5), 6=426(LC 8) Max Grav 7=319(LC 14), 5=154(LC 13). 6=441(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-275/302, 2-3=-333/151 WEBS 3-6=-344/398 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.OPsf; BCDL=3.Opsf; h=30ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=259, 5=105, 6=426. l ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters andl properly incorporate this design into the overall ITS' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Jots Truss Type Qty Ply McCoyResidenceT12931641 I TM,yu GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.13U s Sep lb lUI / MI I eK Inaustnes, Inc. I nu Jan 11 U/:;1;5:11 CU76 rage 1 ID:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-RAo_11om?vAQBHl1 gcCwRmrbzlyHgouSgORYSBzwV7c 11-0-D 2x4 II 4 1x4 II 6.00 12 3 1x4 II 2 0 3x4 ! 7 6 5 2x4 11 1x4 II 1 1x4 II Scale: 3/8"=1' LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.64 BC 0.26 WB 0.12 Matrix-S DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) -0.00 (loc) Well Ud n/a 999 n/a 999 5 n/a n1a PLATES GRIP MT20 244/190 Weight: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc'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 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 1=534(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 5=-112(LC 5) 7=-385(LC 8), 6=-341(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=410iLC 13), 6=416(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-434/188, 2-3=-323/141 WEBS 2-7=-324/406, 3-6=303/332 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; B II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right expose DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in al will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wit 5=112, 7=385, 6=341. DL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ; end vertical left and right exposed; Lumber any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide )ding 100 lb uplift at joint(s) 1 except Qt=lb) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown,)and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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, VAI22314. Tampa, FL 36610 b C V Job F Truss Truss Type Qty Ply McCoy Residence T12931642 J35140 MV13 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:33:12 2018 Page 1 ID:1oy7xUwgxJ1K9Rlj8Te2FGzxQPi-vMMNE4pPmCIHpQIDEJkA OkviFNZE2cvgB6_ezwV7b 13-0-0 13-0-0 6,00 12 1x4 II 3 tx4 II 2 3X4 i g 1x4 II 3x4 II 1x4 II 5 4 7 63x4 = 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING - Scale = 1:37.4 PLATES GRIP MT20 244/190 Weight: 64 lb FT = 0% 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 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0. (lb) - Max Horz 1=639(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 6=-191(LC 14), 9=-376(LC 8), 8=-377(LC 8), 7=-327(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 9=396(LC 13), 8=471(LC 13), 7=454(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-527/224, 2-3=397/179, 8-4=-330/159 WEBS 2-9=-316/388, 3-8=-328/409, 4-7=-306/292 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 6, 376 lb uplift at joint 9, 377 lb uplift at joint 8 and 327 lb uplift at joint 7. i A WARNING - Verify design parameters and READ NOTES ON THIS AND /NCLUDED 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,land is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA122314. Tampa, FL 36610 JoF Truss Truss Type Qty Ply McCoy Residence 3 T12931643 J35140 MV21 Valley 1 1 Job Reference (optional) IF East Coast Truss, Ft. Pierce, FL 34946 0-10-0 6.00 12 2 3x4 = 3x6 II 8.130 s Sep 15 2017 MiTek Industries, Inc. l hu Jan 11 07:33:13 Z1.1113 Flage 1 I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-NYvISQg1 W WQ8QaSQn1 FPXBx4G5gCljFl7KwrX4zwV7a 2-10-0 2-0-0 3x4 = Scale = 1:7.7 LOADING (psf) SPACING. 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 15.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=100/2-10-0, 1=10012-10-0 Max Horz 1=34(1_C 6) Max Uplift 3=-76(LC 8), 1=-76(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shoe NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BC II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed. DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent w 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all a will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of with! joint 1. 3 2x4 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. DL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ; end vertical left and right exposed; Lumber h any other live loads. eas where a rectangle 3-6-0 tall by 2-0-0 wide ending 76lb uplift at joint 3 and 76 lb uplift at ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �l• 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 pa 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 far 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 Fm Job Truss Truss Type Qty Ply McCoy Residence } T12931644 J35140 MV25 Valley 1 1 Job Reference (optional) East Goast T russ, Ft. Pierce, FL 34946 V 1 t LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 TCDL 15.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=83/2-5-8, 2=64/2-5-8, 3=18/2-5-8 Max Horz 1=85(LC 8) Max Uplift 1=42(LC 8), 2=90(LC 8) Max Grav 1=84(LC 13), 2=73(LC 13), 3=37(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when she NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BI II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right expose( DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to gri capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of will joint 2. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:33:14 2018 Page 1 ID:1 oy7xUwgxJ 1 K9RIj8Te2FGzxQPi-r1T7fmrfHgY_2kl cLkme3PTFW 111 AVvM_gD3 WzwV7Z 2-5-8 2-5-8 Scale = 1:8.9 6.00 12 2 ADEQUATE SUPPORT REQUIRED 3 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a Weight: 7 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. IL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. end vertical left and right exposed; Lumber h any other live loads. aas where a rectangle 3-6-0 tall by 2-0-0 wide formula. Building designer should verify anding 42 lb uplift at joint 1 and 90 lb uplift at A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 chard 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 y SIITPIt� Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 _ t Jeb Truss Truss Type Qty Ply McCoy Residence i+ I T12931645 J35140 MV41 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 ^ ,^ ^ I , ^ ^ 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:33:16 2018 Page 1 ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-o7bt4SsvpRoiH2 B?T9068gZXZJfLV4?Bpl9J7PzwV7X 0-10-0 4-10-0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 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 16.0 Code FBC2017/TP12014 Matrix-R Weight: 16 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=183/4-10-0, 3=183/4-10-0 Max Horz 4=-158(LC 6) Max Uplift 4=-146(LC 8), 3=-134(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BC 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all s will fit between the bottom chord and any other members. y 7) Provide mechanical connection (by others) of truss to bearing plate capable of with joint 3. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. DL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ; end vertical left and right exposed; Lumber any other live loads. is where a rectangle 3-6-0 tall by 2-0-0 wide 146 lb uplift at joint 4 and 134 lb uplift at WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job( T Truss Truss Type Qty Ply McCoy Residence - T12931595 J35140 FL02 Floor 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0-3-8 H ' 2�1 6x6 = 3x3 = 3x3 = 1x4 II 3x4 = 1x4 II 3x6 FP = 1 2 3 4 5 6 7 0 d ' N 25 24 23 3x3 II 4x8 = 3x6 = R 0 14 0-0 021 Plate Offsets (X,Y)= 110:0-1-8,Edge), 119:0-1-8,Edgej d.i 6u s bep 1 o LU1 / Ivll i eK Inaustrles, Inc. i nu Jan 17 u /:3Z:31 GU I d rage i ID:1oy7xUwgxJ1K9Rlj8Te2FGzxQPi-Rdk8u7OS?StE62iVgTby3cRnXbC4sF7SrkCIG9zwV88 1-11-0 , r &0-0 ors$ r� r, le = 1:43.7 2x3 I I 1x4 II 3x3 = 3x4 = 8 9 10 11 22 21 20. 19 18 US M18SHS FP = 2x3 11 3x6 = 1x4 II 3x6 = 6x6 = 3x4 = 1x4 II 3x3 = 12 13 14 15 o cp N 17 16 4x8 = 3x3 II LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.37 20-22 >793 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(CT) -0.51 20-22 >578 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) -0.07 15 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 148 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 6-15: 2x4 SP 285OF 1.8E(flat) except end verticals. BOT CHORD 2x4 SP 285OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 1=1077/0-3-0, 15=107710-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1344/0, 34=-1341/0, 4-5=2998/0, 5-7=-2998/0, 7-8=-356+0, 8-9=-3564/0, 9-10=-3286/0, 10-11=-2986/0,11-12=-2986/0, 12-13=-1341/0,18-15=-1345/0 BOT CHORD 23-24=0/2299, 22-23=013399, 20-22=0/3286, 19-20=0/3286, 18119=0/3271, 17-18=0/2301 WEBS 9-20=-272/5, 10-19=0/571, 1-24=0/1642, 4-24=-1209/0, 4-23=0/882, 7-23=-506/0, 7-22=0/276, 8-22=-299/0, 9-22=-158/567, 15-17=0/1642, 12-17 =-1211/0, 12-18=0/865, 11-18=-100/474, 10-18=-1379/0 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) 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. Gap between inside of top chord bearing and first diagonal or vertical web shall Knot exceed 0.500in. Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK RFIFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters' and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,IVA 22314. Tampa, FL 36610 9 Jobs Truss Truss Type City Ply McCoy Residence T12931596 J35140 FL03 Floor 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0-3-8 H 1 2 6x8 = 3x3 = 1 x4 11 1 2 3 � N d r 26 25 3x3 II 4x8 = 4x4 = 1x4 II 3x3 = 4 5 6 ts.t au s zep -10 zu 1 I Iv61 eK muusmes, Inc. i nu dan I I ul:acao zu i o rage I ID:1 oy7xUwgkJ 1 K9Rlj8Te2FGzxQPi-vpl W6SP4mm?5kCHhEA7Bcp_tz_agbhkb40yJpczwV87 1r—I F2-0 1�� 0 'Sbale = 1:49.0 1 x4 I I 3x3 = 3x6 FP = 1x4 II 4x4 = 1x4 II 4x4 = 7 8 9 10 11 12 13 24 23 22 21 20 19 3x8 = 3x8 Nit 8$HS FP = 1x4 11 4x4 = 3x8 = 3x6 = 6x8 = 1x4 II 3x3 = 14 15 16 18 17 08 = 3x3 11 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.49 21-22 >678 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.716 Vert(CT) -0.67 21-22 >495 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.11 16 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S I Weight: 162 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 8-16: 2x4 SP 285OF 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No. 1(flat) *Except* 17-23: 2x4 SP 285OF 1.8E(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 1=1209/0-3-0, 16=1209/0-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1523/0, 3-4=-1520/0, 4-5=3522/0, 5-6=-3522/0, 6-7=-4417/0, 7-9=-4417/01 9-10=-4351/0, 10-11=-4351/0, 11-12=-3518/0,12-13=-3518/0!13-14=1522/0, 14-16=-1526/0 I BOT CHORD 24-25=0/2651, 22-24=0/4093, 21-22=0/4351, 20-21=0/4351, 19-20=0/4098,9=012647 WEBS 10-20=-472/0, 1-25=0/1861, 4-25=-1428/0, 4-24=0/1098, 6-24-720/0, 6-22=0/429, 7-22=-292/14, 9-22=-403/427, 16-18=0/1865, 13-18=-1419/0, 13-19=0/1099, 11-19=-738/0, 11-20=-30/768 ,.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. �() Recommend 2x6 strong backs, 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) Warning: Additional permanent and stability bracing for truss system (not part) of this component design) is always required. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexandIia, VA 22314. Tampa, FL 36610 Job1 Truss Truss Type Qty Ply McCoy Residence T12931597 J35140 FL04 FLOOR 7 1 Job Reference o tiorial • East Coast Truss, Ft. Pierce, FL 34946 0-1-8 H 1— 2-M 4x8 = 1x4 II 3x6 = 1x4 11 3x6 = 3x6 FP = 1 2 3 4 5 - - rlEz� r 23 22 21 3x6 = 4x10 = 3x8 = 6.1SV s sep it) zui I MI I eK Inausines, inc. I nu Jan i I ut::1z:3y zUlb rage 1 I D:1 oppy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-NOsuJoQiX37yLMsuoueQ81 W2SOrOKBYIJ2hsL2zwV86 17-77A Ogle � 'ale = 1:42.1 3x4 = 1x4 II 1x4 II 7 8 9 1x4 II 3x6 = 10 11 20 19 18 17 4x4 = 3x8 Ml8SHS FP = 3x8 = 2x3 SP = 3x3 = 13-2 8 6x8 = 1x4 II 3x3 = 12 13 14 16 15 4xl0 = 3x3 II LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.61 19-20 >472 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(CT) -0.84 19-20 >343 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.01 14 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight: 128 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-14: 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.l (flat) WEBS 2x4 SP No.3(flat) `Except* 1-22,3-22,3-21,6-21,14-16,11-16,11-17,9-17: 2x4 SP No.2(flat) REACTIONS. (lb/size) 23=1055/0-3-8, 14=106010-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whep shown. TOP CHORD 1-23=-1047/0, 1-2=-2187/0, 2-3=2187/0, 3-4=-4682/0, 4-6=-4682/0, 6-7=-5246/0, 7-8=-5246/0, 8-9=-5246/0, 9-10=-4663/0, 10-11=4663/0, 11-112=-2122/0, 12-14=2126/0 BOT CHORD 21-22=0/3643, 20-21=0/5198, 19-20=0/5246, 17-19=0/5189, 16-17=0/3617 WEBS 7-20=-492/269,,8-19=-429/220, 1-22=0/2338, 3-22=-1610/0, 3.21=0/1 149,6-21=-716/0, 6-20=-348/628,14-16=0/2307,11-16=-1653/0,11-17=0/1156,9-17=-707/0, 9-19=-305/581 ,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. Required 2x6 strong backs, 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. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) Warning: Additional permanent and stability bracing for truss system. (not part of this component design) is always required. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the qiTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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, t Truss Truss Type Qty Ply McCoy Residence T12931598 J35140 FL05 FLOOR 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 • , 2-6-0 i 1-7-8 2-0-0 10i_7-0i 1x4 II 3x3 = 2 3 18 17 3x10 = 1x4 II 3x4 2x3 11 4 5 ts.13U s Jep 10 zui / mi i eK inausi➢es, inc. i nu Jan I I ut:JZ:9U zv io rage 1 ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-rCQGX8QKINGpzWQ4Mb9fhE3JgoE73c3uYiRPtUzwV85 0" Scale = 1:30.8 16 1115 14 3x8 M1$SHS FP = 3x6 = 3x3 = 3x4 = 3x6 FP = 1x4 II 3x3 = 6x8 = 7 8 9 10 11 13 12 3x10 = 3x3 II LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0. 8 Vert(LL) -0.33 14-16 >643 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.0 Vert(CT) -0.45 14-16 >468 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.02 11 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-S Weight: 95 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-7: 2x4 SP 285OF 1.8E(flat) except end verticals. BOT CHORD 2x4 SP 285OF 1.8E(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-15: 2x4 SP No.1(flat) ` WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 19=773/Mechanical, 11=773/0-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-752/0, 1-2=-1446/0, 2-3=-1445/0, 3-4=-2384/0, 4-5=-M4/0, 5-6=-2830/0, 6-8=-2830/0, 8-9=-1486/0, 9-11=-1490/0 BOT CHORD 17-18=0/2384, 16-17=0/2384, 14-16=0/2687, 13-14=0/2381 WEBS 4-16=0/495, 1-18=0/1584,3-18=-1191/0, 11-13=0/1616, 8-13--989/0,8-14=0/496, 5-14=-1291250, 5-16=-739/0 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) 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. y Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) Warning: Additional permanent and stability bracing for truss system (not partof this component design) is always required. WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK iREFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mil ekO 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 Not building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6964 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street; Suite 312, Alexandre s, VA 22314. Tampa, FL 36610 Job ITruss Truss Type Qty Ply McCoy Residence T12931599 J35140 FTG01 FLOOR GIRDER 1 Job Reference (optional) test Geaet I rUSS, M. MefCe, FL J4`J40 U. IOU 5 INUV 10 cU t I MI t UK mUUbUI 5. IUU. I IIU Jan I I Utl I AU ZU 10 rdgd I ID:loy7xUwgxJ1K9Rlj8Te2FGzxQPi-R5A4v-1-3AO?bZ1JyBdd3Nl—W VfLJaV9eEFIzwU-1 0-3-8 1-8-2 1-6-7 1 1-8-1 1-11-11 i 1-11-11 i 2-0-0 i 2-2-12 2.6-0 2-6-0 2-9.8 H 1 �� ~� kale = 1:40.5 5x8 = 3x8 = 4x4 = tx4 II 5x8 = 3x4 = lx4 II 3x4 = 1x4 If 4xl0 = 1 2 3 44x8 = 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 12 4x4 II 3x8 = 3x8 = 4x8 = 7x10 M18SHS = 1x4 II 1x4 II 3x8 = 3x12 = 3x4 II Special 3x8 M18SHS = -8 -2-8 12-2-8 3- -8 2 -3-12 -8-8 6-4-8 4-10-0 1-0-0 1-0-0 8-1-4 3.1-12 Plate Offsets X,Y)—I1:0-2-12.0-2-121,12:0-3-8,0-1-81.16:0-3-12,0-3-01.112:6-2-0,0-2-141,113:0-2-8,0-1-81, 118:0-4-12,0-3-41,d20:0-3-8,0-1-81.121:0-3-8.0-1-81 LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0 81 Vert(LL) -0.72 17-18 >401 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0186 Vert(CT) -0.99 17-18 >293 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0,85 Horz(CT) 0.09 12 n/a n/a BCDL 5.0 Code FBC2017ITP12014 Matrix -MS Weight: 370 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, except BOT CHORD 2x4 SP 285OF 1.8E "Except' end verticals. 18-22: 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 1-22,11-12,4-19: 2x8 SP No.2, 3-19,1-21,2-20: 2x4 SP No.2 REACTIONS. (lb/size) 22=4067/0-3-8, 12=1917/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-3316/0, 11-12=-1837/0, 1-2=-7688/0, 2-3=-14179/0, 3-4=-19087/0, 4-5=-18204/0, 5-6=-18275/0, 677=-15766/0, 7-8=-12173/0, 8-9=-12173/0, 9-20=-5346/0, 10-11=-5346/0 BOT CHORD 21-22=0/873, 20-21=0/7688, 19-20=0/14179, 18-19=0/19076,, 17-18=0/16004, 16-17=0/15756, 15-16=0/15756, 14-15=0/15756, 13-14=0/9153, 12-13=01273 WEBS 4-19=0/571, 6-17=-956/0, 7-16=0/887, 3-19=0/5386, 6-18=0/4170, 5-18=572/0, 4-18=-1235/0, 11-13=0/5329, 9-13=-4092/0, 9-14=0/3245, 8- 4=0/280, 7-14=-4325/0, 2-21=-3392/0, 3-20=-2476/0, 1-21=0/7476, 2-20=0/7330 NOTES- 1) 3-ply truss to be connected together as follows: Top chords connected with 10d (0.131 "x3") nails as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-7-0 oc. Bottom chords connected with 10d (0.148"x3") nails as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Web connected with 10d (0.131"x3") nails as follows: 2x8 - 2 rows staggeredlat 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. *2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Refer to girder(s) for truss to truss connections. 7) Girder carries tie-in span(s): 7-3-0 from 0-0-0 to 6-4-8 8) Required 2x6 strong backs, 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. 9) CAUTION, Do not erect truss backwards. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2942 lb down at Q-4-12 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 19-22=-160(F=-152), 12-19=-8, 1-11=-80 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7477 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 properly incorporate this design into the overall pp �/�� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fyf ITek• is always required for stability and to prevent collapse with possible personal Injury and propertyldamage. 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 Qty Ply McCoy Residence T12931599 J35140 FTGo1 FLOOR GIRDER 1 3 Job Reference (optional) East coast I cuss, m. mefce, t-L'S494b LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 19=2942(B) � o.iovanw iu cult niiien uiuuauiw, uiu. i,iu uau ii vu.ui.-vi c�io reycc ID:1oy7xUwgxJ1K9RIjf3Te2FG2xC;,,4kS7J1cgUWsDicAHgjs9GwTkwJkOoZkkoNnnBzwU_O ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 r T t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporartt and permanent bracing Mipek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance reigarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSfTPl1 quality Criteria, DSB-99 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 McCoy Residence T12931600 J35140 FTG02 FLOOR GIRDER 1 q J Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 48 = IN6u s Jep it. zui / MI i eK Inausrnes, inc. I nu Jan -I1 UG.SG:4z GVIa rage I ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-nbY1 xgSaq_WXCpaSTOB7mf8IMcOfXbgB70wWyNzwV83 21x4 II 4x8 = 3 Scale = 1:13.5 Sx6 II HHUS48 HUS48 4x8 — HHUS48 HHUS48 6 7 8 5 9 10 4 5x6 I I 3- -8 -3 3-7-8 3-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.215 Vert(LL) -0.04 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.44 Vert(CT) -0.06 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB O.E 1 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 135 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, BOT CHORD 2x8 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6,3-4: 2x8 SP No.2 REACTIONS. (lb/size) 6=2950/Mechanical, 4=3192/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1080/0, 3-4=-1074/0, 1-2=4490/0, 2-3=4490/0 BOT CHORD 5-6=0/1406, 4-5=0/1427 WEBS 1-5=0/3192, 3-5=0/3169 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 F at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (Fback (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) Girder carries tie-in span(s): 14-7-0 from 0-0-0 to 7-3-0 y) 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. 7) Use Simpson Strong -Tie HHUS48 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent spaced at 1-7-3 oc max. starting at 1-5-14 from the left end to 6-3-7 to connect truss(es) to front face of bottom c fiord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-6=-364(F=-354),1-3=-100 Concentrated Loads (lb) Vert: 7=765(F) 8=-765(F) 9=-765(F) 10=-765(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKI REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and 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/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexand Iia, VA 22314. Tampa, FL 36610 Job, Truss Truss Type Qty Ply McCoy Residence T12931601 J35140 G01G Hip Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 4-10-1 9-4-11 4-10-1 4-6-9 48 = 3 6.00 12 3x4 2 m o_ 4xl0 1 1 8.13U s Sep 15 2U17 Mi I eK industries, Inc. I hu Jan 11 Uf:3Z:43 ZU16 Page 1 ID:1 oy7xUwgxJ1 K9RIj6Te2FGzxQPi-Fn5P9ATCbleOgzgfl kiMJthpw.?E2G?KKEgf4UpzwV82 1411-5 19-5-15 24-4-0 5.6-10 4-6-9 4-10-1 4x4 = 4 3x4 5 4x10 - 6 Scale = 1:44.4 crLJ 14 15 12 16 17 11 1d19 20 10 9 21 22 8 23 24 117 e 13 4x10 M18SHS II HUS26 6x6 = HUS26 6x6 = HUS26 HUS26 5x6 = HUS26 HUS26 6x6 = 4x10 M18SHS II HUS26 HUS26 HUS26 6x8 = HUS26 4-10-1 9-4-11 14-11-5 19-5-15 24-4-0 4-16-1 4-6-9 5-6-10 4-6-9 4-10-1 Plate Offsets X Y — 1:0-4-12 0-1-14 3:0-5-4 0-2-0 6:0-4-10 0-1-14 7:0-5-7 Ed a 9:0-4-0 0-4-8 11:0-3-0 0-4-4 13:0-5-7 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0. 5 Vert(LL) 0.25 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.23 9-11 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.�7 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 327 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. `y WEBS 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing. 1-13,6-7: 2x8 SP No.2, 1-12,6-8: 2x4 SP No.2 REACTIONS. (lb/size) 13=5748/0-8-0, 7=5392/0-8-0 Max Horz 13=315(LC 24) Max Uplift 13=-4215(LC 8), 7=-3592(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whet shown. TOP CHORD 1-2=-7756/5771, 2-3=-6807/5352, 3-4=-5984/4608, 4-5=-6689(5006, 5-6=-7414/5081, 1-1 3=-4803/3613, 6-7=-4613/321 0 BOT CHORD 12-13=-849/1130, 11-12=-4976/6865, 9-11=-4462/6093, 8-9=2i4360/6559, 7-8=-548/901 WEBS 2-12=-520/753, 2-11 =-1 045/719, 3-11=-2354/2791, 3-9=-258/631, 4-9=-1871/2614, 5-9=-843/348,5-8=-178/677,1-12=-4346/5959, 6-8=-3890/5775 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, 2x8 - 2 rows stagg red 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. All loads are considered equally applied to all plies, except if noted as front ( ) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18.; MWFRS (directional); cantilever left.and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent'water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4215 lb uplift at joint 13 and 3592 lb uplift at joint 7. 11) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-1-8 oc max. starting at 1-8-12 from the left end to 18-7-4 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection-device(s) shall be provided sufficient to support concentrated load(s) 728 lb down and 369 lb up at 20-7-4, and 728 lb down and 369 lb up at 22-7-4 on bottom chord. The design/selection of such connection device(s) is the WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 IiliT�1.IC' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t V! 6 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qty Ply McCoy Residence T12931601 J35140 G01G Hip Girder 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 (plf) Vert: 1-3=-70, 3-4=-70, 4-6=-70, 7-13=-20 Concentrated Loads (lb) Vert: 9=-730(F) 14=-803(F) 15=-789(F) 16=-789(F) 17=-789(F) 1E 8,130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:44 2018 Page 2 I D:1 oy7xUwgxJ1 K9RIj8Te2FGzxQPi-jzfnMWTrMcmFS7krbRDbr4E_gPaH?SaUSKPdOFzwV81 19=-730(F) 20=-730(F) 21 =-730(F) 22=-730(F) 23=-728 24=-728 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameterslshown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall me building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord Tembers only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job, Truss Truss Type I City Ply McCoy Residence T12931602 J35140 G02G HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -2.4-0 , 3-8-12 2-4-0 3-8-12 6.1"SU 5 Jep it) zui t mi i etc inausrnes, Inc. i nu Jan I I ui:3z:40 Gino rage i ID:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-CAD9asUT7vu63HJ 1881gOlm52pzEktUdhz8AYizwV8C 7-2-0 12-2-0 17-2-0 20-7 4 _,_ 24 4-0 26 8-0 1 1 3-5-4 5 0-0 5-0-0 3.5-4 3-8-12 2-4-0 Scale=1:51.1 4x4 = 3x8 = 4x4 = 4 17 5 18 6 6.00 12 5x6 4x6 3 7 d 0 3x6 -:r- 4x4 II � 2 ///1 8 2x4 II 2x4 II 0 1 N N 9 N • • e oI 14• 13 12 11 0 10 7x6 = 7x8 = 1x4 I 3x8 = 5x5 = HUS26 7-2-0 12-2-0 17-2-0 24-4-0 , r 7-2-0 5-0- 5-0-0 7-2-0 Plate Offsets X Y— 10:0-2-4 0-3-0 13:0-2-12 0-3-4 14:0-3-0 0-4-12 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) 0.20 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.19 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 159 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc purlins, BOT CHORD 2x4 SP No.2 *Except' except end verticals. 13-14: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. WEBS 2x4 SP No.3 'Except` WEBS 1 Row at midpt 3-14 2-14,8-10: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 14=2249/0-8-0, 10=1659/0-8-0 Max Horz 14=326(LC 7) Max Uplift 14=-2037(LC 8). 10=-1494(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-275/264, 3-4=-3072/2689, 4-5=2709/2474, 5-6=1826/1654, 6-7=-2073/1755, 2-14=-431/515, 8-10=-359/464 BOT CHORD 13-14=-1758/2522, 12-13=-1793/2529, 11-12=-1793/2529, 10i 11=-1013/1596 WEBS 3-13=-383/481, 4-13=-907/1074, 5-13=-867/882, 5-11=-1009/883, 6 11=-490/620, 7-11=-235/329, 3-14=-2833/2482, 7-10=2014/1694 •NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=2411; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcuirent.with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable If withstanding 2037 lb uplift at joint 14 and 1494 lb uplift at joint 10. 8) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent at 6-11-4 from the left end to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70, 2-4=-70, 4-6=-70, 6-8=-70, 8-9=-70, 10-14=-20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job, Truss Truss Type Qly Ply McCoy Residence T72931602 J35140 G02G HIP GIRDER 1 1 i Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 a lau s aep 1 0 to i r nil i eK ntuusmeb, m0. r nu jail r r 01 .1"" zu io rags c ID:toy7xUwgxJ1 K9Rlj8Te2FGzxQPi-CAD9asUT7wwV 63HJ188lgOlm52pzEktUdhz8AYiz80 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 13=1409(B) 1 ® 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 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 HT31, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job, I Truss Truss Type City Ply McCoy Residence T12931603 J35140 H01G HIP GIRDER • 1 1 ' Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.13U S Sep 1b ZU1 I Mi I etc Inaustries, Inc. I nu Jan 11 07:32:46 2018 rage 1 I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-gMnYnCV5tDOzhRuEisG3wVJGoDK3TMUnwduk5BzwV8? -2-4-0 3-7-12 7-0-0 10-4-0 13-8-4 _ 17-4-0 19-8-0 2-0 3-7-12 3 4 4 3-4-0 3 4-4 3-7-12 2 4-0 Scale = 1:38.7 NAILED 4x4 NAILED NAILED 4x8 = 15 5 6.00 12 4x6 4x6 3 6 0 4 3x6 ! 3x6 � 2 7 2x4 11 2x4 II Io 8 N 1 r e 11 16 10 a e 12 5x5 = NAILED 9 x8 = 3x4 = 5x5 = 7-0-0 10-4-0 17-4-0 7-0-0 3-4-0 7-0-0 Plate Offsets (X Y)— 15:0-5-4 0-2-01 f9:0-2-4,0-3-01.112:0-2-4 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.09 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.15 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 115 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 5-3-5 oc bracing. 2-12,7-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=1457/0-8-0, 9=1457/0-8-0 Max Horz 12=-324(LC 6) Max Uplift 12=-1529(LC 8), 9=-1529(LC 8) Max Grav 12=1588(LC 29), 9=1588(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1977/1814, 4-5=-1752/1699, 5-6=-1976/1814, 2-12=-35 I/465, 7-9=-357/465 BOT CHORD 11-12=-1133/1702, 10-11=-1249/1833, 9-10=-1057/1552 WEBS 3-11=-427/500, 4-11 =-1 90/416, 5-1 0=-1 90/447, 6-10=-428/499, 3-12=-1886/1738, 6-9=-1885/1738 ,NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf'bottom chord live load nonconcurTent 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. I 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1529 lb uplift at joint 12 and 1529 lb uplift at joint 9. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 474 lb down and 334 lb up at 7-0-0, and 474 lb down and 334 lb up at 10-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-4=-70, 4-5=-70, 5-7=-70, 7-8=-70, 9-12=-20 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. R Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the p q iTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job, Truss Truss Type Qty Ply McCoy Residence T12931603 J35140 H01 G HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-172(F) 5=-172(F) 11=-243(F) 10=243(1`) 15=172(F) 1 8.13U s Sep 15 ZU17 Mi I eK Industries. Inc. I nu Jan 11 uf3Z:4b Zu1ts rage z I D:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-gMnYnCV5tDOzhRuEisG3wVJGoDK3TMUnwduk58zwV87 r ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HV ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw i 7T ek• is always required for stability and to prevent collapse with possible personal Injury and propert� damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see gNSI1TPl1 duality 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 McCoy Residence T12931604 J35140 H02 COMMON 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 -2 41 4-5-12 2.4-0 4-5-12 6.00 12 d.I 3U s oep 1 D zu If Ivu, UK IItuu5tr,e5, Illu. r flu Jdrr , I ur.a—, —I. ray. , I D:1 oy7xUwgxJ1 K9RIjBTe2FGzxQPi-8YLw7XWjeX8gJbTQGZnITjsTOdfdCtxw9HdHdazwV8_ 12-10-4 17-4-0 19 8 O_� 4-2-4 4-5-12 211 Scale = 1:38.0 4x4 = 4 4x \\ 4x6 3 5 4x4 r 4x4 I I 2 6 ` 2x4 II 2x4 II Io 1 7 N 9 e e h 10 5x5 = a 3x8 = 5x5 = 8-8-0 17-4-0 8-8-0 B-8-0 Plate Offsets (X Y)— I8:0-2-4 0-3-01 110.0-2-4 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC O.i 7 Vert(LL) -0.09 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0 64 Vert(CT) -0.18 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0 i44 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 109 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* 2-10,6-8: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=93410-8-0, 8=934/0-8-0 Max Horz 10=-364(LC 6) Max Uplift 10=-877(LC 8), 8=-877(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-756/650, 4-5=-756/650, 2-10=-364/464, 6-8=-363/464 BOT CHORD 9-10=-252/846, 8-9=-252/713 WEBS 4-9=-248/388, 5-9=-205/264, 3-9=-204/264, 3-10=-860/735, 5-8=-860/735 NOTES- 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. *) 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 877 lb uplift at joint 10 and 877 lb uplift at joint B. . 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2016 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 Welk' 1• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord Inv members only. Additional temporary and permanent bracing ivi iTek• is always required for stability and to prevent collapse with possible personal Injury and propfny damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job, Truss Truss Type Qty Ply McCoy Residence T12931605 J35140 H03 COMMON 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 4-5-12 4-5 12 6.00 12 4X6 i 2 9 5x5 = 4-2-4 4x4 = 3 8 3x8 = t1.13U s Jep io zui f Mt I eK Inausines, Inc. I nu Jan -, 1 V 1:JG:41 GU la rage , I D:1 oy7xUwgxJ 1 K9RIj6Te2FGzxQPi-8YLw?XWjeX8gJbTQGZnlTjsTOdfYCsmw9HdHdazwV8_ 12-10-4 11-4 0 19-8-0__ 1 4-2-4 4-5-12 2-0-0 46 4 4X4 II 5 7 5x5 = Scale = 1:35.0 2x4 II 9 6 `� Y z LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.09 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.18 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC20171fP12014 Matrix-A6 Weight: 102 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 J BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* 1-9,5-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=746/0-8-0, 7=947/0-8-0 Max Horz 9=-358(LC 6) Max Uplift 9=562(LC 8), 7=-895(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-301/255, 2-3=-781/685, 3-4=-779/683, 1-9=-259/253, 5-7=363/464 BOT CHORD 8-9=-336/899, 7-8=-277/731 WEBS 3-8=-285/399, 4-8=-203/260, 2-8=-246/332, 2-9=-736/560, 4-=-Esdwtu5 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0psf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu Tent 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 562 lb uplift at joint 9 and 895 lb uplift at joint 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathings be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A WARNING - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameterslshown, 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 iyY�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexand.6904 Parke East Blvd. ria, VA 22314. Tampa, Parke 3ast Job. Truss Truss Type Qly Ply McCoy Residence T12931606 J35140 H04 Common 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 3-7-11 3-7-11 6.00 12 4x4 i 0 2 u5 2x4 II 1 r 8 9 5x5 = 3x4 = 5-3-0 5-3-0 5-0-5 tf.1 su s sep io zul / iwi i eK moustnes, mc. i nu dan I I u/:Jz;go zu to rdye i ID:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-clvl CtXLPgGhwk2cgHIXOwOkpO35xK?4NxNg81 zwV7z 13-8-5 17-4-0 5-0-5 3-7-11 4x4 = Scale = 1:34.4 /3 10 2 4x4 4 2X4 11 5 IN s s 7 s s 3x4 = 6 5x5 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 11defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0144 Vert(CT) -0.12 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0139 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 96 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* 5-6: 2x6 SP No.2 REACTIONS. (lb/size) 9=823/Mechanical, 6=82310-8-0 Max Horz 9=303(LC 7) Max Uplift 9=-524(LC 8), 6=-523(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1044792, 3-4=-1034/786 BOT CHORD 8-9=-488/1002, 7-8=-2001734, 6-7=-477/893 WEBS 3-7=-227/305, 4-7=-158/276, 3-8=-237/318, 2-8=-169/287, 2-9=-1037/591, 4-6=-1026/585 NOTES- 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right i 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 noncon 5) ' This truss has been designed for a live load of 20.Opsf on the bottom cho 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 tB bearing plate capabl joint 6. 8) This truss design requires that a minimum of 7/16" structural wood sheathi sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 6-9=-20 Concentrated Loads (lb) Vert: 10=60 11=-60 BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ed ; end vertical left and right exposed; Lumber irrent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide of withstanding 524 lb uplift at joint 9 and 523 lb uplift at I be applied directly to the top chord and 1/2" gypsum 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameter's 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 Idl Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p�iTek' 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, AlexA Indria, VA 22314. Tampa, FL 36610 V Joq Truss Truss Type Qty Ply McCoy Residence T12931607 J35140 H05 Common 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MI I ek Industries, Inc. I hu Jan 11 U [:U:49 Z016 rage 1 ID:1oy7xUwgxJ1K9RIj8Te2FGzxQPi-4xTgPDXzA80YYudpN_pmY8xvVQPLgoNDcb6OgTzwV7y i 3-7-11 8-8-0 13-5-1 i 16-11-8 i 3-7-11 5-0-5 1 4-9-1 3-6-7 4x4 = Scale = 1:34.2 3 J 10 11 6.00 12 4x4 i 4x4 4 2 2x4 II 2x4 11 I 5 1 of N LA 8 7 g 5x5 = 3x4 = 3x4 = 6 5x5 = 5-3-1 12-1-0 16-11-8 5-3-1 1 6-9-15 4-10-9 Plate Offsets (X,Y)—I6:0-2-8,0-2-121,19:0-2-8,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 039 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 043 Vert(CT) -0.12 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0138 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC20171.TPI2014 Matrix -AS Weight: 94 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=809/Mechanical, 6=811/0-3-8 Max Horz 9=311(LC 7) Max Uplift 9=-515(LC 8), 6=-512(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1021/778, 3-4=-983/765 BOT CHORD 8-9=-481/986, 7-8=1871714, 6-7=423/830 WEBS 2-8=-174/292, 3-8=-242/323, 3-7=-216/281, 2-9=-1017/579, 4-6=-1001/549 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.0 sf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 lb uplift at joint 9 and 512 lb uplift at joint 6. 8) Load case(s) 1, 2, 3, 4, 5,.6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-70, 3-5=-70, 6-9=-20 Concentrated Loads (lb) Vert: 1 0=-60 11 =-60 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 6-9=-20 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and'property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job+ r Truss Truss Type Qty Ply McCoy Residence T12931607 J35140 H05 Common 3 1 Job Reference o lional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-60 11=-60 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate In Uniform Loads (plf) Vert: 1-3=-30, 3-5=-30, 6-9=-40 Concentrated Loads (lb) Vert:10=-60 11=-60 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Uniform Loads (plf) Vert: 1-3=30, 3-5=43, 6-9=-6 Horz: 1-3=-48, 3-5=61, 1-9=44, 5-6=53 Concentrated Loads (lb) Vert: 10=-60 11=-60 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plati Uniform Loads (plf) Vert: 1-3=43, 3-5=30, 6-9=-6 Horz: 1-3=-61, 3-5=48, 1-9=-53, 5-6=-44 Concentrated Loads (lb) Vert: 10=-60 11=60 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Uniform Loads (plf) Vert: 1-3=-50, 3-5=-1, 6-9=-20 Horz: 1-3=20, 3-5=29, 1-9=75, 5-6=21 Concentrated Loads (lb) Vert: 10=-60 11=-60 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plat Uniform Loads (plf) Vert: 1-3=-1, 3-5=-50, 6-9=-20 Horz: 1-3=-29, 3-5=-20, 1-9=-21, 5-6=-75 Concentrated Loads (lb) Vert: 10=-60 11=60 S.T3U s Sep lb zul / MI t el( maUSRles, mc. i nu Jan -i-i ur:aC.9a zv io raye z ID:Ioy7xUwgxJ1 K9Rlj8Te2FGzxQPi4xTgPDX2A80YYudpN_pmY8xvVQPLgoNDcb6OgTzwV7y 1.25 1.60 Increase=1.60 .60 Increase=1.60 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=75, 3-5=75, 6-9=-6 Horz: 1-3=-93, 3-5=93, 1-9=-68, 5-6=68 Concentrated Loads (lb) Vert: 10=-60 11=-60 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.6 , Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=40, 3-5=40, 6-9=6 Horz: 1-3=-58, 3-5=58, 1-9=-68, 5-6=68 Concentrated Loads (lb) Vert:10=-60 11=-60 10) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=l .p0, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-32, 3-5=-32, 6-9=-20 Horz: 1-3=2, 3-5=2, 1-9=-36, 5-6=36 Concentrated Loads (lb) Vert: 10=60 11=-60 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=l Uniform Loads (plf) Vert: 1-3=-32, 3-5=-32, 6-9=-20 Horz: 1-3=2, 3-5=2, 1-9=-36, 5-6=36 Concentrated Loads (lb) Vert:10=-60 11=-60 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 3-5=-30, 6-9=-20 Concentrated Loads (lb) Vert:10=-60 11=-60 13) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lun Uniform Loads (plf) Vert: 1-3=-75, 3-5=-38, 6-9=-20 Horz: 1-3=15, 3-5=22, 1-9=57, 5-6=16 Concentrated Loads (lb) Vert: 10=60 11=-60 14) Dead + 0.75 Roof Live (bat.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lu Uniform Loads (plf) Vert: 1-3=-38, 3-5=-75, 6-9=-20 Horz: 1-3=-22, 3-5=-15, 1-9=-16, 5-6=-57 Concentrated Loads (lb) Vert: 10=-60 11=60 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Paralf Plate Increase=1.60 Increase=1.60, Plate Increase=1.60 Increase=1.60, Platelncrease=1.60 Lumber Increase=1.60, Plate Increase=1.60 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r I Truss Truss Type City Ply McCoy Residence T12931607 J35140 H05 Common 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=62, 3-5=-62, 6-9=-20 Horz: 1-3=2, 3-5=-2, 1-9=-27, 5-6=27 Concentrated Loads (lb) Vert: 10=-60 11=-60 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd P Uniform Loads (plf) Vert: 1-3=-62, 3-5=-62, 6-9=-20 Horz: 1-3=2, 3-5=-2, 1-9=-27, 5-6=27 Concentrated Loads (lb) a Vert: 10=-60 11=-60 17) 1 st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Inca Uniform Loads (plf) Vert: 1-3=70, 3-5=-30, 6-9=-20 Concentrated Loads (lb) Vert: 10=-60 11=-60 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Incr Uniform Loads (plf) Vert: 1-3=-30, 3-5=-70, 6-9=-20 Concentrated Loads (lb) Vert: 10=-60 11=60 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Uniform Loads (plf) Vert: 1-3=-60, 3-5=-30, 6-9=-20 Concentrated Loads (lb) Vert: 10=-60 11=-60 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.25, Plate Uniform Loads (plf) Vert: 1-3=-30, 3-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 10=-60 11=-60 u.i w s Sep 1b zui i mi i eK maustrles, Inc. i nu Jan -I ur:sG:9a zu to raye a I DA oy7xUwgxJ1 K9Rlj8Te2FGzxQPi4xTgPDXzA80YYudpN_pmY8xvVQPLgoNDcb60gTzwV7y Lumber /ncrease=1.60,Plate lncrease=1.60 .25 .25 .25 .25 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p Not 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 I ANSI1TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job . r Truss Truss Type Qty Ply McCoy Residence T12931608 J35140 H06 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8-2-0 10 3x6 II 9 13 3x4 = o. w�aocp wc�u m rcn uiuum, c�,n... „u .,a .... ..... �.. ,.. ,..y.. , ID:1oy7xUwgxJ1K9RIjBTe2FGzxQPi-Y702dZYbxSWOA2B?xjK?5LU0?cl1 W r-4X Z-X'7x 12-1-0 i 16-11-8 3-11-0 -1 D-8 5x6 — 6.00 112 2 4x4 = 3x6 I I 4x4 = 3 5 6 12 x 0 d .5 0 14 8 7 Us = 3x6 I Scale = 1:35.2 Plate Offsets (X Y)— 12:0-3-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.07 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.I4I3 Vert(CT) -0.15 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -A Weight: 112 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-10: 2x4 SP No.2 REACTIONS. (lb/size) 10=750/Mechanical, 7=750/0-3-8 Max Horz 10=-563(LC 4) Max Uplift 10=-773(LC 4), 7=-698(LC 5) Max Grav 10=784(LC 14), 7=752(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-746/754, 1-2=-493/494, 2-3=-765/693, 3-5=-595/512, 5-6=-697/604, 6-7=-720/691 BOT CHORD 9-10=-402/393, 8-9=-682/680 WEBS 1-9=-526/682, 2-9=-405/543, 4-8=-525/550, 4-5=428/492, 6-8=-734/876 -NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconc irrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 773 lb uplift at joint 10 and 698 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING- Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 choril members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Ale ndria, VA 22314. Tampa, FL 36610 JaL r Truss Truss Type Qty Ply McCoy Residence T12931609 J35140 H07 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 0-11-0 , 00-11-00 6.00 12 5x5 = 4x4 11 2 12 1 m ' - N 5-10-0 d. I Su s aep 1 o zu It and t etc 1nDU511IB5, atc. , nu dan , , ur.ac.o , cv, o raye r ID:1 oy7xUwgxJ 1 K9RIj8Te2FGzxQPi-OJaRgvZEileFnCmBVPsEdZO9DE518dbW3vbMMzwV7w 12-1-0 16-11-8 5-4-0 4-10-8 5x5 = 3 4x4 = 1x4 II 4x4 = 4 6 7 13 5 x m 10 I14 15 9 3x4 = 8 3x8 = 3x6 II Scale = 1:38.6 Plate Offsets (X,Y)—I2:0-2-8.0-3-41,f3:0-3-0.0-2-81.f11:0-2-8.0-2-121 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.11 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.18 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) -0.01 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix] AS Weight: 127 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=750/0-3-8, 11=750/Mechanical Max Horz 11=-585(LC 6) Max Uplift 8=-724(LC 5), 11=-715(LC 4) Max Grav 8=765(LC 13), 11=813(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except hen shown. TOP CHORD 1-2=339/307, 2-3=498/536, 34=-714/667, 4-6=558/490J 6-7=657/589, 7-8=-729/711, 1-11=-327/256 BOT CHORD 10-11=-386/381, 9-10=-653/656 WEBS 2-10=-517/693, 3-10=-402/511, 3-9=260/233, 5-9=-568/6I 0, 5-6=-445/541. 7-9=-755/865, 2-11=-887/1043 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL= .Opsf; BCDL=3.0psf; h=3oft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and righ exposed ;end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BC.DL = 1I0.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 724 lb uplift at joint 8 and 715 lb uplift at joint 11. I 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDEDI MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see I ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job. i Truss Truss Type Qty Ply McCoy Residence T12931610 J35140 H08 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 o. wu b oep ,o cu 1 r ,vn i an 1 mu ..... uu:. ' uu —, 1 age ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-U W8p2FasT3m6PMLN36NTAmZJfeS7t1 BftZL2HozwV7v 2-0-0 5-8-D 7-5-8 11-0-8 16-7-8 16r11-8 2-0-0 3-8-0 1-9-8 3-7-0 5-7-0 0-4-b 6.00 12 5x5 = 5x5 = Scale = 1:41.1 2 3 3x4 4x4 = 1x4 II 5x8 = 4 I 6 7 14 5 d EF-;-Vzl x II d • m u5 3x4 = 1 13 0 N 11 10 9 8 5x5 = 3x8 = 3x4 = 2x4 II 2-0-0 5-8-0 1 -0-8 6-7-8 6 -8 2-0-0 3-8-0 6-4-8 4-7-0 0 4- Plate Offsets (X Y)— I2:0-2-8 0-2-41 I3:0-2-8 0-2-41 f7:0-1-8.0-3-01 f11:0-2-8 0-2-121 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 78 Vert(LL) 0.08 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 030 Vert(CT) -0.07 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB O�82 Horz(CT) -0.06 13 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 138 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 11=750/Mechanical, 13=724/0-3-8 Max Horz 11=-520(LC 6) Max Uplift 11=-619(LC 4), 13=-727(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except w en shown. TOP CHORD 1-2=-323/319, 2-3=-483/540, 3-4=464/438, 4-6=-505/491, -7=-533/522, 1-11=-260/269 BOT CHORD 10-11=-354/336, 9-10=617/576 WEBS 5-9=-419/570, 5-6=-457/594, 7-9=-693/703, 2-11 =-685/735 , 3-10=-307/366, 2-10=-487/566, 7-13=-727/730 NOTES- .1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9 ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncor 6) ' This truss has been designed for a live load of 20.Opsf on the bottom ch( will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 at capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capab at joint 13. 10) This truss design requires that a minimum of 7/16" structural wood Shea sheetrock be applied directly to the bottom chord. 11) Graphical purlin representation does not depict the size or the orientatiol BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ed ; end vertical left and right exposed; Lumber rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide lie to grain formula. Building designer should verify of withstanding 619 lb uplift at joint 11 and 727 lb uplift ing be applied directly to the top chord and 1/2" gypsum of the purlin along the top and/or bottom chord. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 pp qq� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y1 iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see I ANSIITP11 Quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job. > Truss Truss Type Qty Ply McCoy Residence T12931611 J35140 H09 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 tf.1 au s z)ep it) zu i / Nu I ex muusines, inc. i nu dan r i u r oz.uz Zvi rdgd i I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-U W8p2FasT3m6PMLN36NTAmZNLeRAt1 afIZL2HozwV7v 6-1-0 5-9-8 4-9-0 014-b 4x6 = 5x8 = 3 11 4 6.00 12 3x4 // E I 3x4 = 2 i 3x4 = _ y 4x4 i 10 1 N 8 7 6 5 3x6 II 4x4 = 3x8 = 2x4 II Scale = 1:41.7 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (10c) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 036 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0)!80 Horz(CT) -0.08 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-/lS Weight: 115 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=750/Mechanical, 10=724/0-3-8 Max Horz 8=487(LC 5) Max Uplift 8=-452(LC 8), 10=675(LC 8) Max Grav 8=760(LC 13), 10=738(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. i TOP CHORD 1-2=-988/565, 2-3=-547/347, 3-4=-415/407, 1-8=-702/466 BOT CHORD 7-8=-619/358, 6-7=-778/917 WEBS 2-6=560/589, 3-6=-165/251, 4-6=-641/681, 1-7=-1611622, 4-10=-739/677 NOTES- 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right 6posed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 10 considers parallel to grain value using ANSYTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 452 lb uplift at joint 8 and 675 lb uplift at joint 10. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal injury and proberty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see I 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, Ale landda, VA 22314. Tampa, FL 36610 Jcb I Truss Truss Type City Ply McCoy Residence T12931612 J35140 H10 Half Hip I 1 1 Job Reference o tional East Coast Truss, Ft. Fierce, FL 34941i 7-1-0 7-1-0 Wjl 8 3x6 II 6.00 12 3x4 2 7 4 = d.-WV baep ID tutI Will UK I r 1UUbtflub, n n). I[IV 0d]l 11 UI.04—LV10 ray0 t ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-ZiiBFbaUENuzl Wwacquij_6Wg11rcS6pXD4bpEzwV7u 13-9-0 1 16-7.8 1611 -B 6-8-0 2-10-8 014- 46 = 5x8 = 3 11 4 3x4 = 6 5 3x8 = 2x4 II 16-7-8 161 -8 2-10, 0-4- Scale = 1:47.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.10 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix AS Weight: 124 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied,, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=750/Mechanical, 10=724/0-3-8 Max Horz 8=570(LC 8) Max Uplift 8=-414(LC 8), 10=-713(LC 8) Max Grav 8=760(LC 13), 10=763(LC 13) FORCES. -(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except hen shown. TOP CHORD 1-2=973/475, 2-3=-406/182, 3-4=-270/271, 1-8=-693/432� BOT CHORD 7-8=-760/439, 6-7=-760/897 WEBS 2-6=706/726, 3-6=-236/308, 4-6=-717/750, 1-7=0/541, 4-10=-764/714 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and righ exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for alive load of 20.Opsf on the bottom cord 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) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 414 lb uplift at joint 8 and 713 lb uplift at joint 10. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED I MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall qr building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VliTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see I 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, Nexandria, VA 22314. Tampa, FL 36610 Job / Truss Truss Type City Ply McCoy Residence T12931613 J35140 Hit Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 tmou s sep 10 zU I I mi I eK inousmes, Inc. I nu Uan -i i ui:ozay zv io r-age I ID:loy7xUwgxJ1 K9Rlj8Te2FGzxQPi-RuGZTxb6?gOgefVnlAXPxFBeeCR2uLxYymtg9MgzwV7t 16-11-8 i 8-1-0 i _ 15.10.8 V-7-I$ a-1-0 I 7-9-8 b-9-0, 1-1 6.00 3x4 5- 2 3x4 = &VII 3 4 7 6 5 3x4 = 4x4 = 3x6 = Scale = 1:53.0 Plate Offsets (X Y)— f1:Edoe.0-1-121 f3:0-2-0.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0 84 Vert(LL) -0.12 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0�67 Vert(CT) -0.24 5-6 >839 180 BCLL 0.0 Rep Stress Incr YES WB 0177 Horz(CT) -0.14 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix- IS Weight: 109 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-5, 4-9 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=750/Mechanical, 9=724/0-3-8 ,Max Horz 7=669(LC 8) Max Uplift 7=365(LC 8), 9=-762(LC 8) Max Grav 7=755(LC 13), 9=797(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-954/362, 1-7=-681/384, 5-8=-442/539, 4-8=-442/539 BOT CHORD 6-7=-907/515, 5-6=737/874 WEBS 2-6=0/323, 2-5=904/915, 1-6=0/441, 4-9=-798/764 NOTES- 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9 II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 15) This truss has been designed for a 10.0 psf bottom chord live load noncor 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chi will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joints) 9 considers parallel to grain value using ANSI/TPI 1 and capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capat joint 9. 10) This truss design requires that a minimum of 7/16" structural wood Shea sheetrock be applied directly to the bottom chord. BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ed ; end vertical left and right exposed; Lumber 'rent with any other live loads. in all areas where a rectangle 3-6-0 tall by 2-0-0 wide to grain formula. Building designer should verify of withstanding 365 lb uplift at joint 7 and 762 lb uplift at ng be applied directly to the top chord and 1/2" gypsum WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M IPk' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see I ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job. Truss Truss Type Qty Ply McCoy Residence T12931614 J35140 H12 Monopitch 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 5-8-13 1 5-5-5 12 3x4 i 3 - 4X4 i 2 r • I 6 10 7 4x4 = 3x4 = 6.16u s sep 1 o zu1 r mi I eK maua l l K9RIj8Te2FGzxQPi-v5gxgGckn 16-11-0 5-8-13 4x6 = 4 vd = 11 5 3x6 = Inc. I nu Jan i I ut:Jz.uu zu io raye I 3x4 = 9 0 0 N Scale = 1:53.7 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.15 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 6.65 Vert(CT) -0.25 5-6 >808 180 BCLL 0.0 Rep Stress Incr YES WB 6.57 Horz(CT) -0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix AS Weight: 116 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-5, 4-9 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=748/0-8-0, 9=722/0-3-8 Max Horz 7=695(LC 8) Max Uplift 7=-349(LC 8), 9=-776(LC 8) Max Grav 7=779(LC 13), 9=869(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-367/340, 2-3=-838/360, 5-8=-571/708, 4-8=571/708,I1-7=329/330 BOT CHORD 6-7=-858/970, 5-6=-406/568 WEBS 2-6=-318/503, 3-6=-372/532, 3-5=-776/766, 2-7=-684/73, I -9=-870/776 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed fdF 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, with BCDL = 10.Opsf. 5) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 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 349 lb uplift at joint 7 and 776 lb uplift at joint 9. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDEDI MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �q fabrication, storage, delivery, erection and bracing of trusses and truss systems, see I ANSVTPl1 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 McCoy Residence ' T12931615 J35140 H13 HALF HIP 1 1 Job Reference (optional) East coast I cuss, i-L Nlerce, FL MU,tib 2-4-0 0. WV bOUP 10 LU I r rVn r-I❑-1-b, rllb. 1 1IU-I 11 rdoa aviv"u-, ID:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-NHOKucdMXIHYuzf9lyRPKcj_6FigpsSFDBJGQZzwV7r 14-8-0 1 0 16-11-0 0 7-0.0 0.4- 1-11-0 4x4 = 6x8 M18SHS 11 4 5 I 6.00 12I 3x4 11 3 E I K3x4 = n � 6 • I 3x4 = 15 2x4 N � 1 n 8 7 6 4 10 1x4 II 4x8 M18SHS 12 11 II 11 3x6 3x4 = 3x4 = 4x8 = Scale = 1:52.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.39 7-8 >514 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.38 7-8 >525 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) -0.11 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 115 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 9-11: 2x4 SP No.3 WEBS 1 Row at midpt 3-7. 5-15 WEBS 2x4 SP No.3 *Except` 5-6: 2x4 SP No.2, 2-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=952/0-8-0, 15=708/0-3-8 Max Horz 12=875(LC 8) Max Uplift 12=-704(LC 8), 15=-721(LC 8) Max Grav 12=952(LC 1), 15=768(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less excep when shown. TOP CHORD 2-3=1208/650, 3-4=-275/3, 6-14=-466/453, 5-14=-466/4, 3, 2-12=-973/743 BOT CHORD 11-12=-603/232, 9-11=-422/183, 2-9=-824/1000, 8-9=-1036/1112, 7-8=-1036/1112 WEBS 3-8=-103/380,3-7=-1081/1085,2-11=-152/513,5-15=-77I0/723 NOTES- 1 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.0psf on the bottom i chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 15 considers parallel to grain value using ANSIffPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 12 and 721 lb uplift at joint 15. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTe k• is always required for stability and to prevent collapse with possible personal Injury arid property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see J ANSIITPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tmss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job. Truss Truss Type Qty Ply McCoy Residence T12931616 J35140 H14 HALF HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 22 -4-D 2x4 II 2-8-0 4-2-0 6.00 12 6-1 3x4 3 8.13U s Sep 15 zU1 f MI I el(Inaustnes, Inc. I nu Jan 11 U/:3z:b/ zU18 ):1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-rTyi5yd_IbPPV7ELrgyetpG9sf5mYl_OSr2p2 3-0-0 16-11-0 6 21 3-11-0 13-0-0 4x6 = 4 7 3x8 = 3x4 = 5x8 = 5 1 Scale = 1:50.9 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC P.88 Vert(LL) 0.27 10 >731 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC Q.59 Vert(CT) 0.24 10 >829 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) -0.14 15 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix SI Weight: 118 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 9-11: 2x4 SP No.3 WEBS 2x4 SP No.3 "Except' 2-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=95210-8-0, 15=70810-3-8 Max Horz 12=782(LC 8) Max Uplift 12=-748(LC 8), 15=677(LC 8) Max Grav 12=952(LC 1), 15=738(LC 13) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1230/738, 3-4=499/272, 4-5=369/342, 2-12=971/777 BOT CHORD 11-12=-512/208, 9-11=-364/169, 2-9=-861/1025, 8-9=-1036/1123, 7-8=-1036/1123 WEBS 3-8=50/296, 3-7=-830/841, 4-7=-166/254, 5-7=-650/710, 2-11 =-1 36/443, 5-15=-739/678 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL: Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber - DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chi rd 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) 15 considers parallel to grain value using ANSVTPI 1 aingle 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 748 lb uplift at joint 12 and 677 lb uplift at joint 15. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 I AN51/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i Joby , Truss Truss Type City Ply McCoy Residence T12931617 J35140 H15 HALF HIP 1 1 • Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:32:58 2018 Page 1 ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-JgV41led3vXG7HpXPNUtQ1 pKc2TRHnOYgVoMVSzwV7p -2-4-0 5-10-0 11-0-0 16-11-0 2-4-0 2-8-0 3-2-0 5-2-0 5-11-0 ' Scale=1:43.5 3x4 = 4x6 = 5x8 = 4 16 5 6.00 12 3x i 3 6 o of 1M 15 2 ri • Nl2x4II g N 1 3x4 II 8 7 6 N D x4 II 3x8 = 2x4 II • -`iJse 11 10 1• 2 3x6 II 3x4 = , 2-8-0 5-10-0 11-0-0 16-11-0 2-8-0 3-2-0 5-2-0 5-11-0 Plate Offsets (X Y)- 12:0-3-13 0-1-31 I5:0-1-8.0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 88 Vert(LL) 0.18 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.15 10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 4.67 Horz(CT) -0.11 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight:111 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied. 9-11: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except` 2-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=952/0-8-0, 15=708/0-3-8 Max Horz 12=689(LC 8) Max Uplift 12=-787(LC 8), 15=-639(LC 8) Max Grav 12=952(LC 1). 15=712(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except w en shown. TOP CHORD 2-3=-12851849, 3-4=-680/469, 4-5=-554/507, 2-12=-965/806 BOT CHORD 11-12=-419/185, 9-11=-308/158, 2-9=-928/1087, 8-9=-1062/1167, 7-8=-1062/1167 WEBS 3-7=-674/686, 5-7=-633/698, 2-11 =-1 23/375, 5-15=-714/641 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 376-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 15 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 1 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 12 and 639 lb uplift at joint 15. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 my 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 chard members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see I ANSVTPIt quality Criteria, DSB.89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke Fast Blvd.. Tampa, FL.36610 Jot. Truss Truss Type City Ply McCoy Residence I T12931618 J35140 H16 HALF HIP 1 1 i Job Reference (optional) East Coast l russ, H. Fierce, hL 34946 8.130 s Sep ra cv i r rvu i en muust es, MG. r uu jai, r r vr.oc.ua cu io rage 1 ID:1 oy7xUwgxJ 1 K9RIj8Te2FGzxQPi-ns3SWefFpDf7lRNkz5?6yELVMSIa01—hv9Xwl uzwV7o 2-4-0 2-8-0 4-10-0 9-0-0 12-9-12 16-11-0 - 2-0-0 2- -1 2-2-0 4-2-0 3-9-12 4-1-4 3x4 = Scale = 1:37.3 4x4 = 6x6 II 3x4 = 4 5 6 6.00 12 1x4 3 0 N 1 o � N • 1 15 2 2X4 II — 9 N Io x 2x4 11 8 7 to 3x8 = 4x4 = e 10 12 3x6 II 3x4 = 2-8-0 9-0-0 16-11-0 2-8-0 1 6.4-0 7-11-0 Plate Offsets (X Y)— 12:0-3-5 0-1-31 I LOADING (psf) SPACING- 2-0-0 CSII DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.18 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1 0.70 Vert(CT) -0.27 8-9 >740 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) -0.11 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 107 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 9-11: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' 2-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=952/0-8-0, 15=708/0-3-8 Max Horz 12=596(LC 8) Max Uplift 12=-820(LC 8), 15=-638(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1264/931, 3-4=-877/642, 4-5=-743/651, 7-14=-49I1/592, 6-14=-491/592, 2-12=-941/819 BOT CHORD 11-12=278/46, 2-9=999/1149, 8-9=-1073/1173, 7-8=-513/519 WEBS 3-8=-467/535, 5-8=273/370, 5-7=-689/668, 2-11 =-1 4/267, 6-15=-711/641 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ff; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and 'right exposed ; end vertical left and right exposed; Lumber _ DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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) 15 considers parallel to grain value using ANSI/T II 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 820 lb uplift at joint 12 and 638 lb uplift at joint 15. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 wee a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■•Y■ building design. Bracing indicated Is to prevent buckling of individual truss web arid/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 properly 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, Suhe, 312, Alexandria, VA 22314. Tampa, FL 36610 Job. Truss Truss Type Qty Ply McCoy Residence T12931619 J35140 H17G HALF HIP GIRDER 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 i -2-4-0 2-8-0 2 6.00 F12 2x4 II 4 = 9 3x4 11 11 1 e 10 12 3x6 II 3x4 = 4-4-0 b.13U s Jep ID ZU-I I IVII I eK Inu Ustnes, mu. t im Jatt t t vr.aamu Gu to rays I I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-G2dgi_gtaWn_MaywXoWLVSuhTs2?IgKr8pHTZKzwV7n 11-11-8 i 16-11-0 4-11-8 -4-11-8 ' Scale = 1:36.1 D 3x4 = 4x8 = 3x6 II 6x8 NAILED NAILED NAILED NAILED 3 16 e 17 4 1819 20 5 Ob � o ab EJ 1 15 0 d I 8 7 8 w 21 22 23 to 1x4 II NAILED NAILED 3x10 =NAILED _2x4 II j 11-11-8 16-11- 4-11-8 4-11-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.28 10 >699 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.24 10 >810 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(CT) -0.18 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 99 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 9-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-8-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-7 2-12: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 12=1483/0-8-0, 15=1459/0-3-8 Max Horz 12=503(LC 25) Max Uplift 12=-1558(LC 8). 15=-1640(LC 5) Max Grav 12=1561(LC 29), 15=1540(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2532/2406, 3-4=-1857/1959, 4-5=1857/1959, 2-12=1599/1595 BOT CHORD 11-12=-513/313, 9-11=-363/242, 2-9=-2088/2094, 8-9=-2246/2220, 7-8=2273/2254 WEBS 3-8=627/767, 3-7=-463/429, 4-7=-695/939, 5-7=-2211/2097, 2-11=-243/476, 5-15=-1553/1654 • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottoml 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) 15 considers parallel to grain value using ANSI/TPI I1 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 1558 lb uplift at joint 12 and 1640 lb uplift at joint 15. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient io support concentrated load(s) 491 lb down and 524 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 p �� • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ryriTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply McCoy Residence r T12931619 J35140 H17G HALF HIP GIRDER I 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 11 07:33:00 2018 Page 2 I D:1 oy7xUwgxJ 1 K9Rlj8Te2FGzxQPi-G2dgL_gta Wn_MaywXoWLVSuhTs2?IgKr8pHTZKzwV7n 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=-70, 3-5=40, 11-12=20, 10-11=-20, 6-9=-20 Concentrated Loads (lb) Vert: 3=-112(B)8==379(B)16=-112(B)17=-112(B)19=-112(B)20=-129(B)21=-109(B)22=-109(B)23=-109(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. * Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not[��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall {9ii�.YY iTek• building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing W is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the q 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 Joty Truss Truss Type Qty Ply McCoy Residence T12931620 J35140 J01 COMMON 3 1 ' Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2011 MI i ex inoustnes, Inc. i nu dan i i ui:S3:u1 zults rage i ID:1oy7xUwgxJ1K9R118Te2FGzxQPi-kFBCxKhVLgvr kX64V1a1fRtJGRLUB NT006mzwV7m 4-5-12 8-8-0 12-10A , 17-4-0 , 19-8-0 , 4-5-12 4-2-4 I 4-2 4 4-5-12 2-4-0 4x4 = Scale = 1:35.0 3 6.00 12 4x62 i I 44x6 • 2x4 II 3x4 1 I 5 I 2X4 II N • 'ryq'll I 6 8 s s e 9 5x5 = 7e 3x8 = 5x5 = 8-8-0 17-4-0 8-8-0 6-8-0 Plate Offsets (X.Y)—17:0-2-8,0-3-01.19:0-2-8.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.09 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.19 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WP 0.47 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Cade FBC2017lfP12014 Matrix -AS Weight: 101 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=755/Mechanical, 7=948/0-8-0 Max Harz 9=-355(LC 6) Max Uplift 9=569(LC 8), 7=-890(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-300/250, 2-3=798/699, 3-4=-795/695, 1-9=-26 5-7=-378/501 I/250, BOT CHORD 8-9=362/917, 7-8=-300/753 WEBS 3-8=296/411, 4-8=-212/268, 2-8=-255/344, 2-9=-IM583, 4-7=-867/704 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. I 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 569 lb uplift at joint 9 and 890 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply McCoy Residence T12931621 J35140 J02G HIP GIRDER I 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 6.00 12 9 3x6 II 7-0-0 6.1SU S Sep I!)ZU1 I Ml I eK Inousines, inc. i nu Jan 11 ut:o8:uz Gu to rage i ID:1 oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-CRIb8gh7681 hcu61eDYpatz?lgoxDc77b7maeDzwV71 17.A-1 1 g-B-O 34-0 7-M NAILED 08 = NAILED NAILED 4x6 _ 2 1 11 3 8 12 7 4x4 — NAILED 6x8 = 174-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.13 7-8 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.15 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.1 'Except* 2-3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1-9,4-6: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 9=1354/0-8-0, 6=1609/0-8-0 Max Horz 9=318(LC 23) Max Uplift 9-1490(LC 8). 6=-1920(LC 8) Max Grav 9=1599(LC 29), 6=1853(LC 30) 2-4-0 Scale = 1:35.3 3x8 4 2x4 II IN 5 1 e a t e 63x6 II h PLATES GRIP MT20 244/190 Weight: 104 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 44-13 oc bracing. WEBS 1 Row at midpt 1-8. 4-7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less e' cept when shown. TOP CHORD 1-2=2392/2305, 2-3=2197/2341, 3-4=2528/2469,�1-9=-1527/1504, 4-6=-1779/1933 BOT CHORD 8-9=-249/515, 7-8=1721/2207, 6-7=179/293 WEBS 2-8=125/378, 2-7=446/371, 3-7=-516/716, 1-8=-1667/1892, 4-7=-1861/2025 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left nd right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondii 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 loA nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1490 lb uplift at joint 9 and 1920 lb uplift at joint 6. 8) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") to per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 494 lb down and 386 lb up at 7-0-0, and 953 lb down and 979 lb up at 10-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-70, 2-3=-70, 3-4=70, 4-5=70, 6-9=-20 ®WARNING -Verify design parameters and READ NOTES ON THIS AND' INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITe1' 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 ANSlfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street; Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jo4 Truss Truss Type City Ply McCoy Residence T12931621 J35140 J02G HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2=-129(B) 3=-129(8) 8=-249(B) 7=584(B) 11=129(8) 1 (B) 8.130 s Sep 15 2017 MTek Industries, Inc. Thu Jan 11 07:33:02 2018 Page 2 ID:1 oy7xUwgxJ 1 K9RIjBTe2FGzxQPi-CRIbBgh7681 hcu6leDYpatz7lgoxDc77b7maeDzwV71 WARNING - Verily 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 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 t building design. Bracing indicated is to prevent buckling of individual tmssjweb and/or chard members only. Additional temporary and permanent bracing iw iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 J04 I Truss Truss Type City Ply McCoy Residence T72931622 J35140 K01 MONOPITCH 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 I 6.1"3u S Jep lb zui / ml I eK Inaustrles. Inc. I nu Jan 1 "I u/:63:U8 zu"io rage -I ID:1 oy7xUwgxJ 1 K9RIj8Te2FGzxQPi-gdJzMOiltR9YE2hVCw3274WCo39ty7rHgnV7AfzwV7k 7-10-14 15-9-12 _ 7-10-141 7-10-14 131 3x6 3 6.00 12 3x4 i 2 3x6 1 6 5 4 3x6 II 4x4 = 5x5 = Scale = 1:51.6 Plate Offsets (X Y)- 11:0-1-4.0-1-81 13:0-0-10.0-1-81 14:0-2-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.28 4-5 >661 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.26 4-5 >716 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 103 lb. FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 34,24 3-4,1-6: 2x6 SP No.2 REACTIONS. (lb/size) 6=69110-8-0.4=691/0-5-12 Max Harz 6=912(LC 5) Max Uplift 6=-924(LC 8), 4=-1048(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-820/1011, 2-3=-459/282, 3-4=-290/264, 1-6=-E18/739 BOT CHORD 5-6=-1170/439, 4-5=-1061/635 WEBS 2-5_ 451/291, 2-4=-722/1277, 1-5=295/382 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; CDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its cen er. 3) This truss has been designed for a 10.0 psf bottom chord live loat3 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the boI tom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 924 lb uplift at joint 6 and 1048 lb uplift at joint 4. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall A �iTe k•, building design. Bracing indicated is to prevent buckling of individual truss Iweb and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the ivi 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, 21a N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Ja11 i Truss Truss Type Qly Ply McCoy Residence T12931623 J35140 K02 HALF HIP I 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8J30 s Sep 15 20 i r ivi t etc mousmes, inc. Thu ddii II 07:33.uv cu io rdye i I D:1 oy7xUwgxJ 1 K9RIjBTe2FGzxQPi-8gtLZLjNeIHPrCGhmeaHfl3NZTPBhaDQ3RFhi5zwV7j 7-5-12 14-8-0 }5-9-12 7-5-12 7-2-4 1-1-12 Scale = 1:55.5 4x6 = 3 9 4 HS II 6.00 12 3x4 2 3x6 I 1 0 Y 8 7 6 5 3x6 11 4x4 = 5x8 M18SHS 11 5x5 = 7-5- 14-8-0 5-9- 7-5-12 7-2-4 -1-12 Plate Offsets (X Y)— 11.0-1-80-1-81 16:0-2-8 0-2-121 1 LOADING (psf) SPACING- 2-0-0 CISt. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 * 0.78 Vert(LL) 0.38 6-7 >487 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.33 6-7 >558 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 112 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-5, 2-6, 3-6 WEBS 2x4 SP No.3 *Except* 4-5,1-8: 2x6 SP No.2 REACTIONS. (lb/size) 5=691/0-5-12, 8=691/0-8-0 Max Horz 8=866(LC 5) Max Uplift 5=1042(LC 8), 8=-930(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less xcept when shown. TOP CHORD 1-2=-841/1058, 2-3=404/320, 3-4=269/397, 4-5=-244/660, 1-8=-628/759 BOT CHORD 7-8=1074/401, 6-7=1096/660, 5-61=-363/204 WEBS 2-7=-455/278, 2-6=705/1251, 3-6=568/188, 1-7=1367/438 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; JTCDL=9.0psf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 I 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any.other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1042 lb uplift at joint 5 and 930 lb uplift at joint B. 1 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I 1 I WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connecters. This design is based 41y upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITeK• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 J04 r Truss Truss Type I Qty Ply McCoy Residence T12931624 J35140 K03 HALF HIP I 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 1-6-0 6-5-12 6-5-12 3x8 i 2 i 6.00I112 I 3x4 i 3 9u 8 3x6 11 4x4 = 8.130 s Sep 15 2017 MTek Industries, Inc. Thu Jan 11 07:33:04 2018 Page 1 I D:1 oy7xUwgxJ 1 K9RIjBTe2FGzxQPi-8gtLZLjNeIHPrCGhmeaHfl3NITXRhXDQ3RFhi5zwV7j 12-8-0 i 15-9-12 , 6-24 3-1-12 4x6 = 4x6 = 4 10 5 7 6 3x8 = 5x6 II Scale = 1:44.8 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.13 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.12 7-8 >999 1BO BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) -0.02 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 112 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-7 5-6: 2x4 SP No.2, 2-9: 2x6 SP No.2 REACTIONS. (lb/size) 6=687/0-5-12, 9=828/0-8-0 Max Horz 9=801(LC 5) Max Uplift 6=1066(LC 5). 9=1169(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=838/1097, 3-4=375/569, 4-5=-236/616, 5-6=- ,71/1072, 2-9=-767/1010 BOT CHORD 8-9=-951/334, 7-8=-11331663, 6-7=-278/249 WEBS 3-8=-337/196, 3-7=510/939, 4-7=-329/285, 5-7=1005/647, 2-8=503/529 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); end vertical left land right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1066 lb uplift at joint 6 and 1169 lb uplift at joint 9. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. I ®WARNING - Verify design parameters and READ NOTES ON THIS ANDINCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Jaq i Truss Truss Type City Ply McCoy Residence T12931625 J35140 K04 HALF HIP I 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 tmn s Sep I 2U1 I MI I eK maustnes, inc. I nu Jan i i uvoo:uo zu I rage I I I D A oy7xUwgxJ1 K9Rlj8Te2FGzxQPi-cOQjmhkOP3PGTMrtJL6WCVbYTtu3QOKal5_EFYzwV7i 2 4-0 5-7-12 11-0-0 16-1-12 � 5-7-12 5-4-4 5-1-12 06 = 3x8 = Scale = 1:39.2 4 11 5 6.00 12 3x4 3 � I 3x6 2 j 2x4 11 1 0 8 7 9 6 3x6 II 4x4 = 3x8 = 4x6 II 5-7-12 11-0-0 16-1-12 5-7. 5 4 4 5-1-12 Plate Offsets (X Y)— 12:0-1-12 0-1-81 16:Edoe 0-3-81 LOADING (psf) SPACING- 2-0-0 CSIi TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 TCDL 15.0 Lumber DOL 1.25 BC 0.31 BCLL 0.0 Rep Stress Incr YES WB 0.45 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except` 5-6: 2x4 SP No.2, 2-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=696/0-5-12, 9=898/1-0-0 Max Horz 9=714(LC 5) Max Uplift 6=-1108(LC 5), 9=-1298(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-873/1161, 3-4=525/789, 4-5=-387/802, 5-6=-651/972, 2-9=-843/1155 BOT CHORD 8-9=-799/226, 7-8=-1210/703 WEBS 3-7=-375/710, 4-7=-294/192, 5-7=-963/617, 2-8=-801/687 NOTES- 1) Unbalanced roof live loads have been considered for this design. DEFL. in (loc) I/defl Ud Vert(LL) 0.09 7-8 >999 240 Vert(CT) 0.08 6-7 >999 180 Horz(CT) -0.02 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 110 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-7 . 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDIL=9.Opsf; BCDL=3.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left expo ed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load no(lconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1100 lb uplift at joint 6 and 1298 lb uplift . at joint 9. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 anil/or chord members only. Additional temporary and permanent bracing ivi iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610