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TRUSS PAPERWORK
� � t Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 135740 - Gambina MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Telese Builders Project Name: Gambina Model: Custom NOV 2 0 2018 Lot/Block: Subdivision: PGA Village SCANNED TBD City: Port St Lucie State: Florida BY Name Address and License # of Structural Engineer of Record, If there is one, for the buildin%t Lucie County Name: License #: Address: City: 1 State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 160 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 73 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet rnnfnrmn, to 61 G15-31.003. section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date No. Seal# Truss Name 15/8/18 Date 1 T13978549 JEB01 5/8118 118 T13978566 PO4 12 I T13978550 I MH2 5/8/18 119 I T13978567 I P05 15/8/18 13 I T13978551 I MH4 15/8/18 120 I T13978568 P06 15/8/18 I 14 IT13978552 I MHG5 15/8/18 121 I T13978569 P07 15/8/18 15 I T13978553 I MV2 15/8/18 122 I T13978570 I P08 15/8/18 16 I T13978554 I MV4 15/8/18 123 I T13978571 I P09 15/8/18 I 17 IT13978555 I MV6 15/8/18 124 I T13978572 I PI 15/8/18 I 18 IT13978556IN01 15/8/18 125 IT13978573IP11G 15/8/18 I 19 I T13978557 I NO2 15/8/18 126 I T13978574 I Q01 G 15/8/18 J 110 I T13978558 I NO3 15/8/18 127 I T13978575 I Q02 15/8/18 J I11 I T13978559 I N04 15/8118 128 I T13978576 I Q03G 15/8/18 I 12 I T13978560 I N05 1518/18 129 I T13978577 I R01 G 15/8/18 13 I T13978561 I N06 15/8118 130 I T13978578 I R02 15/8/18 I I14 I T13978562 I N07G 15/8/18 131 I T13978579 I S01 15/8/18 I 115 IT13978563 I P01 15/8/18 I32 I T13978580 I S02 15/8/18 I 116 I T13978564 I P02 15/8/18 133 I T13978581 I S03 1518/18 I 117 I T13978565 I P03 15/8118 134 I T13978582 I SO4 15/8/18 The truss) drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSl/TPI 1, Chapter 2. O e,9 fyi v STATE O F : v4U' i0 �iF <OR10 •G���r Thomas It. Albaril:PE WOW, MjTQk,USA, Inc, FL:Cert 6634 6904 Patke.EastBlvd. Tatlljrd FL33610 Date:. May 8,2018 Albani, Thomas 1 of 2 RE:1 J35740 - Gambina Site Information: Customer Info: Telese Builders Project Name: Gambina Model: Custom Lot/block: Subdivision: PGA Village Address: TBD City:j Port St Lucie State: Florida No. Seal# Truss Name 15/8/18 Date 135 1 IT13978583 IS05 I 136 IT13978584 I S06 15/6/18 I 137 , IT13978585 I S07 15/8/18 I 138 1 IT13978586 I S08 15/8/18 I 139 IT13978587 I S09G 15/8/18 I 140 IT13978588IT01G 15/8/18 I 141 : IT13978589 I T02 15/8/18 I 142 IT13978590 I T03 15/8/18 I 143 , I T13978591 I T04 15/8/18 I 144 IT13978592 I T05 15/8/18 I 145 IT13978593 I T06G 15/8/18 I 146 , IT13978594 I U01 15/8/18 I 147 1 IT13978595 I UO2G 1518/18 I 148 IT13978596 I V4 15/8/18 I 149 IT13978597 I V8 15/8/18 I 150 IT13978598 I V12 15/8/18 151 IT13978599 I V16 15/8/18 152 , IT13978600 I V20S 15/8/18 I 153 1 IT13978601 I V24S 15/8/18 I 154 IT13978602 I ZCJ1 I5/8/18 I 155 , IT13978603 I ZCJ2T 15/8/18 I 156 1 IT13978604 I ZCJ3 I5/8/18 I 157 IT13978605 I ZCJ3T 15/8/18 I 158, I T13978606 I ZCJ4T 15/8/18 I 159 IT13978607 I ZCJ5 15/8/18 I 160 IT13978608I CJ7 15/8/18 I 161 IT13978609 I ZCJ9 I5/8/18 I 1621 IT13978610 I ZCJ9B 15/8/18 I 163 IT13978611 I ZEJ3 15/8/18 I 164, IT13978612 I ZEJ5T 15/8/18 I 165' IT13978613IZEJ7 15/8118 I 166 IT13978614 I ZERA 15/8/18 I 1671 IT13978615 I ZERB 15/8/18 I 1681 IT13978616IZEJ11 15/8/18 1 169 IT13978617 I ZHJ3 15/8/18 1 170, IT13978618 I ZHJ4T 15/8/18 1 1711 IT13978619 I ZHJ5T 15/8/18 1 172 IT13978620 I ZHJ7 15/8/18 173 ! IT13978621 I ZHJ11 15/8/18 2 of 2 rJob �, Truss Truss Type Qty Ply Gambina T13978549 J35740 EB01 Jack -Open 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 I i 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:45:48 2018 Page 1 I D:AfVLDpin Wcwj OYey8eXu LCzJuot-zUTRaBTcjZ5vV VL5Xj7 EZsh 5Jh6mTN6tED OPa Wzl qfn 2-7-12 r 2-7-12 ' 3x8 = 2-7-12 2-7-12 Plate Offsets K'Y)— 11:0-8-0,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.95 TCDL 15.0 Lumber DOL 1.33 BC 0.80 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20171TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 REACTIONS. (lb/size) 2=0/Mechanical, 3=284/Mechanical Max Horz 2=276(LC 1), 3=-276(LC 1) Max Uplift 3=217(1_C 8) Max Grav 3=284(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD - 1-3=276/255 Scale=1:11.2 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.00 6 n/r 120 MT20 244/190 Vert(CT) -0.13 6 n/r 120 Horz(CT) 0.00 n/a n/a Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder' (s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 3=217. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 4 No 39380 41 :O• •<[// �n�l► Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and SCSI Building Component Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job �r Truss Truss Type Qty Ply Gambino T13978550 J35740 MH2 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:45:48 2018 Page 1 ID:AfVLDpi n Wcwj0Yey8 eXuLCzJ uot-zUTRa8TcjZ5vV VL5Xj?EZshERh D DTN6tED OPa Wzlgfn 1-10-8 Fill -1-8 Scale = 1:7.5 2x4 ':- I LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.00 2 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(CT) -0.01 2 n/r 120 BCLL 0.0 �' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (jb/size) 1=76/2-0-0, 3=71/2-0-0 Max Horz 1=97(LC 8) Max Uplift 1=58(LC 8), 3=96(LC 8) FORCES. (lb) -1 Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encll, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checke6 for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss haslbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0� I �.`,�� .• �GEN No 39380 .,�ss�� Its I It Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 A WARNINGI- 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 MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 'lob r, Truss Truss Type City Ply Gambina T13978551 J35740 MH4 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.z1 U s Feb 12 zu16 Mi I ex industries, inc. Mon May / 10:45:49 20i 8 rage 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-Rg1 poUTEUtDm7fwH5QXT63ER?5bwCgLOStly6yzlgfm 1-1 D-8 4-0-0 1-10-8 2-1.8 3x4 = 2x4 11 Scale =1:7.6 2 3 4 2x4 i 2x4 II LOADING (psf) SPACING- CSI. DEFL. in (loc) Udefi Ud TCLL 30.0 Plate Grip DOL %0 1.25 TC 0.19 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horc(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2ic4 SP NO.3 WEBS 2X4 SP No.3 BOT CHORD I REACTIONS. (lb/size) 1=178/4-0-0, 4=178/4-0-0 Max Horz 1=45(LC 8) Max Uplift 1=-59(LC 8), 4=81(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss haslbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. i ,,`\111111fill, , No 39380 ` * r Thomas A. Albanl PE No.39380 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 © WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1I1.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Safety Inforoation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job rt Truss Truss Type City Ply Gambino I T13978552 J35740 MHG5 Half Hip Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:45:50 2018 Page 1 ID:AfVLDpinWcMOYey8eXuLCzJuot-vtaC?gUsFBLcioUUe72ieHnc8VxOxG3Ah W WeOzlgfl 1.8-11 3-7-9 4x8 = NAILED NAILED 2x4 11 6.00 12 2 7 3 2x4 11 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 30.0 Plate Grip DOL 1.25 TC 0.17 TCDL 15.0 Lumber DOL 1.33 BC 0.17 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.01 4-5 >999 240 MT20 244/190 Vert(CT) -0.01 4-5 >999 180 Horz(CT) 0.00 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2z6 SP No.2 WEBS 2r4 SP No.3 *Except* BOT CHORD 176: 2x6 SP No.2 REACTIONS. (lb/size) 4=542/Mechanical, 6=547/0-6-0 Max Horz 6=53(LC 8) Max Uplift 4=226(LC 5), 6=-204(LC 8) FORCES. (lb) -1 Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=588/209 BOT CHORD 14-5=207/527 WEBS 2-4=573/225, 2-5=142/259, 1-6=-546/194, 1-5=179/549 Scale=1:14.3 Weight: 64 lb FT = 0% Structural wood sheathing directly applied or 5-4-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 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, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss heal been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=226, 6=204! 10) Use USP HJC26 nth 16d nails Into Girder & 1Od nails into Truss) or equivalent at 1-9-1 from the left end to connect truss(es) to front face of bottom chord. 11) Use USP SUH24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 3-5-5 from the left end to connect truss(es) to back facelof bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 277 lb down and 52 lb up at 1-5-5 on bollom chord. The design/selection of such connection device(s) is the responsibility of others. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. A• No 39380 A',��,�`� fill It Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 8.2018 A WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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, Alexandra, VA 22314. Tampa, FL 36610 Job rr Truss Truss Type Qty Ply Gambina ' T13978552 J35740 MHG5 Half Hip Girder 1 n L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads iplf) Vert: 1-2=90, 2-3=90, 4-6=20 Concentrated Loads (lb) Vert: 5�32(F) 8=-223(F=54, B=277) 9=-384(B) 10=32(F) 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 15:45:50 2018 Page 2 I D:AfVLDpin Wcwj OYey8eXuLCzJ uot-vtaC?gUsF BLcIo UUe72i eHnc8VxOxG3AhWV VeOzl gfl A WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101031201 S BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inforniatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 'r Truss Truss Type Oty Ply Gambina T13978553 J35740 MV2 Valley 2 1 Job Reference (optional), East Coast Truss,' Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:45:50 2018 Page 1 ID:Af VLDpin Wcwj0Yey8eXu LCzJuot-vtaC?gUsFBLGoUUe72ie HndhVzAxH bAhWV VeOzlgfl 2-0-0 2-0-0 Scale = 1:7.8 1 3 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL , 30.0 Plate Grip DOL 1.25 TC 0.07 TCDL 15.0 Lumber DOL 1.33 BC 0.03 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=7612-0-0, 2=6212-0-0. 3=14/2-0-0 Max Horz 1=48(LC 8) Max Uplift 1=15(LC 8), 2=-48(LC 8) Max Grav 1=76(LC 1). 2=62(LC 1), 3=28(LC 3) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc)- Udefl 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: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joirit(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,Atrq� %0 •' G E N No 39380 441 Z. oo 11111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNINO - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 'Job �� Truss Truss Type Qty Ply Gambino T13978554 J35740 I MV4 Valley 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2x4 i 4-0-0 6.21U s heD 12 2U16 MI I eK Inaustmes, Inc. Mon May I i0:4b:bi zuits rage i I D:AfVLDpin Wcwj OYey8eXu LCzJ uot-N38aCAVU 7UTTNy3gC rZxB UJjrvGigkrJwAE3 Brzlgfk 2x4 II 2 3 Scale=1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(CT) n/a - rife 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-P Weight: 14 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=178/4-0-0, 3=178/4-0-0 Max Horz 1=112(LC 8) Max Uplift 1=-36(LC 8), 3=-92(LC 8) FORCES. (lb) ;Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,%%% �,0.•GEN No 39380 :X Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �- building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infomiatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1Job Truss Truss Type oty Ply Gambina T13978555 J35740 ( MV6 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:45:61 2018 Page 1 ID:AfVLDpin Wcwj0Yey8eXuLCzJuot-N38aCAVU?UTTNy3gCrZxBUJeNvApgkrJwAE3Brzlgfk 6-M 6-0-0 3 2x4 2x4 II LOADING (psf) , SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 -TCDL 15.0 -- Lumber DOL 1.33 BC 0.58 BC LL 0.0 ' Rep Stress Incr YES WB 0.00 BC DL 10.0 Code FBC2017/TPI2014 Matrix-P DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=288/6-0-0, 3=288/6-0-0 Max Horz 1=182(LC 8) Max Uplift 1=58(LC 8), 3=149(LC 8) FORCES. (lb) ;Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.8 Weight: 21 lb FT = O% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7,10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has' been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 3=149. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,11111111►1I��I %%AMPS .`,�•� . G ESN No 39380 * t N A ;1 00 filIntl Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 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 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 It A1Tek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �V fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonoatidn available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1Job ', Truss Truss Type Qry Ply Gambino T13978556 J35740 N01 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:45:53 2018 Page 1 ID:AfVLDpinWcv4OYey8eXuLCzJuot-JSGKdrWkX6jBcGD3KGbPGvO2liue8R1 cNUjAFjzlgfi 6-11-12 i 11-11-12 i 17-6.12 i 23-0-0 i 26.5-8 i 30.9-8 i32-&8 i 38-5-12 i 442-0 i _ _ 50-1-12 6.11-12 5-0-0 5-7-0 5-5-4 118 4-4-0 2-0.0 5-f1.4 5.8.4 5-11-12 c d 6.00 12 5x8 = 5x5 = 5x5 = 24 `- 22 21 `. 20 ._ 18 __ __ 17 __ ._ _. ._ 14 4x6 =4x6 = 4x4 = 4x6 —_ 7x6 = 4x4 = 4x4 = 4x8 = 4x8 = 6x6 = 4x6 = Scale = 1:91.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.17 15-17 >999 240 MT20 244/190 TCDL 15.0 j Lumber DOL 1.33 BC 0.50 Vert(CT) -0.29 15-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.06 14 n/a n/a BCDL 10.0 Code FB62017/TPI2014 Matrix -AS Weight: 397 Ib FT = O% LUMBER - TOP CHORD 2�4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 2L,24,13-14: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-21, 7-20, 9-18, 9-17, 11-17, 12-14, 4-22 REACTIONS. All bearings 0-8-0 except (jt=length) 24=1-4-0, 14=0-6-0, 23=0-3-8. (lb) - Max Horz 24=480(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 22=-1190(LC 8), 24=-537(LC 3), 14=-697(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 24 except 22=3073(LC 1), 14=2023(LC 14), 23=822(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-236/796, 4-6=997/510, 6-7=-1474/813, 7-8=-1448/874, 8-9=-1665/906, 9-10=-2029/986, 10-11=2339/1019, 11-12=3102/1177 BOT CHORD 23-24=505/265, 22-23=505/265, 21-22=743/469, 20-21=-28/947, 18-20=-45/1275, 17-18=387/1923, 15-17=-691/2436, 14-15=921/2760 WEBS I3-22=530/377, 6-21 =-1 391/550, 6-20=-127/842, 7-20=-561/146, 7-18=-297/937, 8-18=-196/383, 9-18=-1313/603, 9-17=-61/258, 10-17=-236/646, 11-17=828/454, 11-15=108/449, 12-15=-222/292, 3-24=-125/277, 2-24=-443/319, 12-14=3260/1088, �4-22=-2616/1064, 4-21=654/1997 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7L 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl], GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 �een 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 1190 lb uplift at joint 22, 537 lb uplift at joint 24 and 647 lb uplift at joint 14. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �E !v No 39380 O N 11111 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 I ® WARNING i Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1.7473 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 very 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 ivi iTek" building required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stoiage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety inform tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambino T13978557 J35740 NO2 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 t 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:45:54 2018 Page 1 I D:AfVLDpin Wcv4OYey8 eXu LCzJ not-negi rBXNI Pr2 EQo Ftz6ep7x6F6 EItsClcBTjnAzlgfh i 6-11-12 i 11-11-12 i 16-6.12 21-0-0 1 28.5.8 i 32-9.8 114.9-8 1 42-3.14 50.1-12 i 6-11-12 5.0-g 4-7-0 4-5-0 7-5.8 4-4-0 2-0-0 7-6.6 7-9-14 5x8 M18SHS = 6.00 12 5x8 M18SHS = 5x5 = Scale = 1:92.1 F4 4x6 = 7x8 = 4x4 = ' - 4x8 = 4x8 = '"-- 2x4 11 6x6 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 2-22,12-13: 2x6 SP No.2 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.93 Vert(LL) 0.16 14-16 >999 240 MT20 244/190 BC 0.47 Vert(CT) -0.26 14-16 >999 180 M18SHS 244/190 WB 0.99 Horz(CT) 0.07 13 n/a n/a Matrix -AS Weight: 371 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-19, 7-17, 9-17, 9-16, 11-16 2 Rows at 1/3 pis 6-20, 11-13 REACTIONS. All bearings 0-8-0 except Qt=length) 22=1-4-0, 13=0-6-0, 21=0-3-8. (lb) - Max Horz 22=437(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 20=-1218(LC 8). 22=-517(LC 3), 13=-691(LC B) Max Grav All reactions 250 lb or less at joint(s) 22 except 20=3193(LC 13). 13=1983(LC 14). 21=763(LC 3) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 13-4=290/871, 4-6=-97/827, 6-7=1342/714, 7-8=1711/916, 8-9=-1922/941, 9-1 0=-2190/1014, 10-11 =-2553/1031 BOT CHORD 21-22=543/216, 20-21=543/216, 19-20=32/728, 17-19=51/1222, 16-17=-489/2118, 14-16=872/2738, 13-14=-871/2738 WEBS 3-20=542/389, 6-20=-2520/882, 6-19=240/1211, 7-19=811/311, 7-17=-377/1036, B-17=-80/313, 9-17=1089/531, 10-16=163/599, 11-16=-784/450, 11-14=0/337, j 3-22=-132/347, 2-22=-443/317, 4-20=-484/342, 12-13=-284/204, 11-13=-3187/1014 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber_ DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1218 Ib uplift at joint 20, 517 lb uplift at joint 22 and 691 lb uplift at joint 13. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required A, Q � No 39380 Stitt Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ing buildbuilding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 ob Truss Truss Type City Ply Gambina ' T13978558 J35740 NO3 Roof Special 1 1 Job Reference o tional East Coast Truss,l Ft Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:45:55 2018 Page 1 ID:AfVLDpinWcv4OYey8eXuLCzJuot-GgO52XY73jzvraNRRhdtLKUJCW WacK_vroCGKczlgfg 15-6-12 6.11-12 11-11-12 1 113 19-0-0 24-e-12 3058 349-8 3ra9-8 43-10.4 49-10.12 1b8 0.11-12 5-0-0 0.10- 2-85 35-4 5-8-12 5.6.127-0-12 6-0-96.12 Scale=1:90.1 6.00 12 5x8 = 2x4 II 29 5x8 = 8 30 5x5 = 4x6 7x8 = 4x4 = 4x8 = 4x4 = 4x8 = 4x6 2x4 II 46 = 14x6 = 4x6 = 6x10 // 1-11-12 51-5-8 31 2 11-11-12 19-0-0 24-8-12 30bB 349A 36-9-8 43-10-0 49-10-12 59 12 .3-1 ;0.4-8 9-7-8 7-0-4 55.12 54i12 4-0-0 2-0.0 7-0-12 640-8 0 0.8-0 1312 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.16 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.66 Vert(CT) -0.25 15-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.07 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 387 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-21, 6-20, 7-20, 8-20, 9-18, 11-14, 5-22 2-24,12-14: 2x6 SP No.2 REACTIONS. All bearings 0-8-0 except (jt=length) 24=1-4-0, 14=0-6-0, 23=0-3-8. (lb) - Max Horz 24=-411(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 22=-1202(LC 8), 24=-548(LC 3), 14=-756(LC 8) Max Grav All reactions 250 lb or less at joint(s) 24 except 22=3169(LC 13), 14=2146(LC 1), 23=812(LC 3) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 13-4=-264/858, 4-5=-90/804, 5-6=-1131/626, 6-7=1645/861, 7-8=-1645/861, 8-9=-2214/1002, 9-10=2392/1046, 10-11=-2755/1065, 11-12=891/400, 12-13=-611/142 BOT CHORD 23-24=-522/244, 22-23=522/244, 21-22=43/541, 20-21=-18/1048, 18-20=-306/1863, 17-18=561/2348, 15-17=-829/2703, 14-15=-829/2703, 13-14=-184/675 WEBS 3-22=546/389, 4-22=-438/308, 6-21=-1070/377, 6-20=-498/1368, 7-20=-578/319, 8-20=-635/205, 8-18=-353/1084, 9-18=1016/497, 9-17=348/128, 10-17=178/691, 11-17=500/335, 3-24=-111/347, 2-24=-441/315, 11-14=2402/759, 12-14=-673/468, 5-22=-2477/857, 5-21=-336/1372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=51ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 betweep 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 1202 lb uplift at joint 22, 548 lb uplift at joint 24 and 756 lb uplift at joint 14. 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. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %�`%�,�f�,PS1'°`11 A�11��i �.` � .• �GEfVs' .'92 �� No 39380 111j11111111111, Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 101032015 BEFORE USE. Design valid for use onlywith MTek® connectors. This design is based onlyupon parameters shown, 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 reghired 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 ANSVfP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Gambino T13978559 J35740 N04 Roof Special 1 1 Job Reference (optional) East Coast Truss', Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:45:57 2018 Page 1 1 ID:AtVLDpinWc 4OYey8eXuLCzJuot-CDVrTDaFbKDd5tXgZ6gLQIZeUJC14EIC16hNOUzlgfe i 16-0.5 11-6.3 17-0.0 24.8-12 32-5.8 36.9.8 i38-9-8 i 44-10-4 51-5.8 , 6-0-5 55.13 5-5-13 7-6-12 7-8-12 4-1 2-0.0 6-0.12 6.71 Scale=1:87.6 5x8 M18SHS = 2x4 II 5x8 M18SHS = 31 6 32 7 5x8 M18SHS = 4x6 = 7x6 = 4.4 = 6x6 = 4x4-= 4x8 = 4x4 = 4x8 = 2x4 II 6x8 = 4x6 = 4x6 = 7x6 = 7x6 = 2-2-1i 51-M 312 210 9.7-6 17-0-0 24-8-12 3258 36.9-8 30-9-8 4410-0 4310.12 50.112 312 0-7 69-2 7�-10 7-8-12 7-8-12 4-0-0 2-0-0 6-0.12 5-0-00. 0-11-0 1312 Plate Offsets fX,Y)—T1:0-2-4.0-0-101,T5:0-6-0.0-2-81 T7:0-6-0,0-2-81.T9:0-6-0 0-2-81 It2:0-2-12.0-3-131 T12:0-5-4 0-2-81.112:0-5-4,0-2-81.f23:0-3-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.33 16-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(CT) -0.53 16-18 >999 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.15 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 358 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied. &, 7,9-12: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2k6 SP DSS *Except* WEBS 1 Row at midpt 6-18, 8-16, 3-23 17-20,14-17: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 2-23: 2x6 SP No.2 SLIDER Right 2x6 SP No.2 3-6-0 REACTIONS. (Ib/size) 12=2770/0-6-0, 23=1626/1-10-0. 22=1264/0-3-8 Max Horz 23=369(LC 7) Max Uplift 12=995(LC 8), 23=830(1_C 8), 22=307(LC 8) Max Grav 12=2770(LC 1), 23=1626(LC 1), 22=1310(LC 13) ��Illllll/ll FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2=-231/459, 2-3=104/410, 3 4=-3632/1403, 4-5=-3567/1485, 5-6=3661/1610, ♦♦♦���,p PS /� q ��I�� • •.., �e I� 6-7=3661/1610, 7-8=-3821/1602, 8-9=3567/1497, 9-10=-4036/1568, 10-12=3936/1480 ♦♦ O\�`•,.. E N S •• '92�i `�♦�� .•��(y �•••, �� BOT CHORD 1-23=307/220, 22-23=924/3015, 21-22=924/3015, 19-21=990/3465, 18-19=809/3239, •• 16-18=917/3393, 15-16=-1177/3881, 13-15=1132/3408, 12-13=-1132/3408 N O 39380 WEBS 3-21=29/580, 4-21=-339/166, 4-19=-335/260, 5-19=115/558, 5-18=-310/1034, �, 6-18=-785/438, 7-18=-163/666, 7-16=-285/996, 8-16=917/457, 8-15=1164/430, " 9-15=-418/1250, 10-15=63/301, 10-13=341/213, 3-23=3907/1455, 2-23=-457/259 NOTES- •• 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-110, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=51ft; eave=6ft; Cat. 0 Q r �i '� Q;•• •• II; Exp C; Encl] 61Cp1=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ��♦♦� �� � • •,0 R , �j is . ... `G' ♦♦ 3) Provide adequate drainage to prevent water ponding. I S �0 N A� 4) All plates are MT20 plates unless otherwise indicated. 1� ��♦♦ 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. Thomas A. Alballl PE No.39380 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 MTek USA, Inc. FL Cert 6634 will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6904 Parke East Blvd. Tampa FL 33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 995 lb uplift at joint 12, 830 lb uplift at Date: joint 23 and 307 lb uplift at joint 22. May 8,2018 ®WARNING- Verity design and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 1010312015 BEFORE USE. • parameters rev. 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 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, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job 1,Truss Truss Type Qty Ply Gambino T13978559 J35740 N04 Roof Special 1 1 Job Reference (optional) East Coast Truss! Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:45:57 2018 Page 2 I D:Af V LD pin Wcwj OYey8eXuLCzJuot-CD VrTDaFb KDd5tXgZ6gLQIZeUJC 14EIC I6hNOUzl gfe NOTES- 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 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. f Q 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 MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a m. truss systeBefore use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infortatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type City Ply Gambino T13978560 J35740 N05 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:45:58 2018 Page 1 ID:AfVLDpinWcwj0Yey8eXuLCzJuot-gP3DgZatMeMUi 1606pBazz6ptjX3pjOLXmRxw)¢Igfd -6-12 5-7-0 1 -3-8 150.0 21b-7 27-11-1 3458 38-9-6 40-9-8 4S4 49-10. 2 1-58 -6-12 4.0-4 48.8 4-8.8 6-6-7 6.4-11 65-7 4-4-0 2-0.0 46.10 45-10 -6.12 Scale=1:89.3 5x8 M18SHS = 2x4 13x6 = 5x8 M18SHS = 5 6 7 30 8 5x8 = 25 24 23 22 31 21 20 19 33 18 17 16 15 14 4x6 4x4 = 5x6 = 4x4 = 4x8 = 6x6 4x4 = 04 = 4x4 = 4x6 6x6 4x4 = 6x6 = 1512 LOADING (pso TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 24 SP No.2 WEBS 2x4 SP No.3 5x6 = 9-14 5158 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.40 19-21 >999 240 MT20 244/190 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.63 19-21 >919 180 M18SHS 244/190 Rep Stress Incr YES WB 0.78 Horz(CT) 0.19 14 n/a n/a Code FBC2017/TPI2014 Matrix -AS Weight: 365 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-21, 11-14, 3-25 REACTIONS. �Ib/size) 14=2830/0-6-0, 25=2830/0-6-0 Max Horz 25=324(LC 6) Max Uplift 14=1015(LC 8). 25=-1087(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=545/60, 2-3=742/239, 3-4=-4191/1587, 4-5=-3975/1603, 5-6=-4195/1761, 16-7=4195/1761, 7-8=-4295/1799, 8-9= 4232/1711, 9-10=4204/1694, 10-11=-4234/1604, 111-1 2=-81 9/269, 12-13=586/51 BOT CHORD ;1-25=-73/566, 24-25=-118413649, 22-24=-1160/3789, 21-22=-976/3520, 119-21 =-1 276/4295, 18-19=1 08 1 /3755, 17-1 8=-1 33814244, 15-17=-112213701, 14-15=-123813601, 13-14=-90/625 WEBS 3-24=7/310, 4-22=406/271, 5-22=1361543, 5-21=399/1251, 6-21=-610/342, 7-21=-297/70, 7-19=639/299, 8-19=296/1024, 8-18=247/820, 9-18=791/405, 9-1 7=-1 457/570, 10-17=608/1523, 11-15=-25/264, 11-14=-3596/1379, 12-14=568/406, 2-25=4881329, 3-25=-3609/1347 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7, 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=51ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 he been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between; the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1015 lb uplift at joint 14 and 1087 lb uplift at joint 25. 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) Waming: Ad i jtional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,,,MPSIA. 4 No 39380 1z 441 II111 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 I AwARNING -' verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. • Design valid tot use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system! Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 JQb 1.Truss Truss Type Qty Ply Gambina T13978561 J35740 N06 Roof Special 1 1 Job Reference (optional) East Coast Truss, I Ft Pierce, FL 34946 a.21u s t-eD 12 2u1 a mi i etc mausmes, inc. mon may r i o:4o:Du zu1 o rage t I D:AfVLDpin Wcv4OYey8eXuLCzJ not-8cd buvbV7yUL KB gCg WrpWAe?c7gdY9nUIQAUTNzl qfc -12 6-9-0 13 O 0.10.7 28-7-1 36-5.8 40.9.8 4 -9.8 46-10-4 49.10.12 1-5-8 �-126.2-12 7-10-7 7-8.11 7-10.7 4-4-0 0 4-0-12 3-0-6 -6.12 5x8 M18SHS = 3x6 = 2x4 I I 3x6 = A nn F19 4 29 5 30 6 7 31 5x8 M18SHS = 8 5x5 = Scale=1:89.3 24 23 -- 21 -- zu '- Id -- I "- 10 14 4x6 = 2x4 II 5x6 = 4x8 = 6x6 = 4x4 = 4x4 = 6x6 = 4x8 = 4x6 6x6 = 4x4 = 6x6 = 1.6-12 51-5-e 31 634 13-0-0 20-10-7 28-7-1 36-5-8 40�-8 4238 49.10.12 50. 12 -&1 5-2-8 6-2-12 7-ID-7 7�-11 7-10.7 4-0-0 2-0-0 7-1-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.44 18-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(CT) -0.69 18-20 >835 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.20 14 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 338 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied. 416,6-B: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 4-20, 7-20, 3-24, 11-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 24=283010-6-0, 14=2830/0-6-0 Max Horz 24=281(LC 7) Max Uplift 24=1087(LC 8). 14=-1015(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD' 1-2=781/177, 2-3=-10201399, 3-4=4178/1606, 4-5=4819/1949, 5-7=-4819/1949, 7-8=4957/2002, 8-9=-4519/1773, 9-10=-3779/1492, 10-11=-4250/1586, 11-12=-565/180, ,-13=414/45 BOT CHORD 10-24=194/799, 23-24=-1203/3742, 21-23=-1204/3742, 20-21=-1067/3646, 8-20=-1549/4957, 17-18=-1209/4018, 15-17=-1469/4506, 14-15=-1 l42/3284, 13-14=-42/429 WEBS 4-21=-6/334, 4-20=-555/1685, 5-20=-739/410, 7-20=299/91, 7-18=734/374, 8-18=-441/1400, 8-17=-183/734, 9-17=-709/367, 9-15=-1837/706, 10-15=526/1526, 11 -1 5=82/546, 2-24=-583/403, 3-24=-3414/1196, 12-14=404/247, 11-14=-3604/1374 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=51ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Ithe bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1087 lb uplift at joint 24 and 1015 lb uplift at joint 141. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. No 39380 y :�0� • • OR1QP•;\��v�� 11111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 e WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. I Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desIgnJ 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/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 City Ply Gambino T13978562 J35740 N07G Roof Special Girder 1 q J Job Reference (optional) East Coast Truss,l Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MITex Industries, Inc. Mon May 7 16:46:02 2018 Page 1 I D:AMD pin Wcwj OYey8eXu LCzJuot-YBJk WwdO QtsvB eP nLfGW 7pGXrKxl I WQxSO P83izlgfZ -6-12 6-4-4 11-0.0 16.6- 5 22-0-2 2 -5-6 32-10.9 38-58 42-9-8 44:M 47-3-4 49-10.12 -S8 �r12 49-8 47-12 56-15 SS3 6-53 SS•3 5-6.15 4-4-0 2-0.0 2-5-12 2-7-8 -rr12 6x8 = 8.00 12 4 4x8 — 2x4 II 5x6 = 2x4 II 4x4 = 34 5 6 735 8 36 9 7x8 = 37 10 5x8 = Scale=1:88.5 4x8 i axv — 3 11 12 4x8 !x4 11 /Z___- 13 2x4 2 14 I aul;�J 115 _(Z �� n nn nn nn- 1 - - CEO ma 29 28 27 26 38 39 25 40 41 42 24 43 23 4542 46 47 21 4849 50 20 19 18 17 51 16 4x6 = 2x4 II 5x6 = 4x8 = SUH24 2x4 II SUH24 4x8 = SUH24 4x4 = SUH24 6x6 = 5x5 = THD26-2 4x6 = 6x6 = 6x6 = SUH24 SUH24 4x8 M18SHS = SUH24 US = 4x4 = 6x6 = HJC26SUH24 SUH24 SUH24 SUH24 SUH24 HJC26 SUH24 1-512 5158 5 220.2 42-490A 490.12 5 rr M 4-17-0W11 4131122 51-0d LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.66 22-24 >881 240 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(CT) -0.81 22-24 >717 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.19 16 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2 4 SP N0.2 *Except* 47,7-10, 2x6 SP No.2 BOT CHORD 2x6 SP SS WEBS 2x4 SP N0.3 REACTIONS. (Ib/size) 29=7836/0-6-0, 16=7933/0-6-0 Max Harz 29=237(LC 6) Max Uplift 29=-4202(LC 8), 16=-4109(LC 8) PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 1119 Ib FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2699/1366, 2-3=-2970/1612, 34=13997/7705, 4-5=17012/9442, 5-6=17009/9439, 6-8=19698/10904, 8-9_ 19698/10904, 9-10=18037/9987, 10-11=15738/8631, j11-12=-14429/7824, 12-13=-12356/6625, 13-14=-1926/1022, 14-15=1652/816 BOT CHORD 11-29=1268/2536, 28-29=-5800/11021, 27-28=-5802/11023, 25-27=-6599/12504, 4-25=-10352/19368, 22-24=-10352/19368, 21-22=-9606/18033, 20-21=7461/14132, I18-20=7754/14722, 17-18=-5708/10980, 16-17=-4824/9224, 15-16=-766/1599 WEBS 3-28=681/478, 3-27=-1078/1934, 4-27=862/1537, 4-25=3443/6388, 5-25=-675/374, 6-25=-3394/1817, 6-24=807/1492, 6-22=293/542, 8-22=-468/273, 9-22=-1296/2453, 9-21=-2439/1308, 10-21=-2999/5579, 10-20=1563/2865, 11-20=829/416, 11-18= 6646/3690, 12-18=3848/7050, 12-17=-950/560, 13-17=112712229, 2-29=-661/465, 3-29=-10135/5411, 14-16=-667/416, 13-16=9725/5177 NOTES- 1) 3-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords,connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7�10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=51ft; eave=6ft; Cat. II; Exp C; Encl.r GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are I T20 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 betweenbe bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4202 lb uplift at joint 29 and 4109 lb uplift at joint 16. M14 PA S A. 8 No 39380 141 SS1�NA j11.�`,, II111 Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: AWARNING -I 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 deslgnl 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 Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 May 8,2018 Job Truss Truss Type Qty Ply Gambino ' T13978562 J35740 N07G Roof Special Girder 1 q J Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 a.zi u s reD 1z zui is mi I eK maustnes, Inc. ivion may t t o:go:uz zu to rage z ID:AfVLDpin WcwjOYey8eXuLCzJ not-YBJk WwdO QtsvBe PnLfG W 7pGXrKxll WQxSO P83izlgfZ NOTES- 11) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 27-4-12 cc max. starting at 11-0-6 from the left end to 38-5-2 to connect truss(es) to front face of bottom chord. 12) Use USP SUH24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 13-0-12 from the left end to 36-4-12 to connect truss(es) to frontface of bottom chord. 13) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 48-3-6 from the left end to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Waming: Adtlitione[ permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-90, 4-10=90, 10-11=90, 11-12=-90, 12-15=90, 1-15=20 Concentrated Loads (lb) Vert: ?7=-1652(F) 20=1652(F) 38=-483(F) 39=-483(F) 40=-483(F) 41=483(F) 42=-483(F) 43=-483(F) 44=-483(F) 45=-483(F) 46=483(F) 47=483(F) 48=483(F) 49=-483(F) 50=483(F) 51=-522(F) ,& WARNING L Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. 10/03/2015 BEFORE USE. Design valid fQr use only with Mn`ek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and 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 iVliTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, stdrage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformIation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jgb Truss Truss Type Qty Ply Gambina T13978563 J35740 Pot Roof Special 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:03 2018 Page 1 ID.AMDpinWc 4OYey8eXuLCzJuot-1Nt6kGeOBA mpc_vMnlgOpeBkDGUyl4g28hc8zlgfY 6-11-12 1 L71-12 i 17-2-1 22-2-10 i 27-2-14 29-10-2 a1-10.21 37-10-3 431 - i 50.1-12 6.11-12 5.0.0 5-2-5 5.0.9 5-0.4 2-7-0 2.0-0 6-0.1 6.0.1 Scale=1:88.8 6.00 12 5x8 = 5x5 = 5x5 = 7 8 9 5x5 = 15 14 d _ 25 - 23 22 21 - 19 18 4x6 46 = 7x6 = 4x4 = 4x4 =4Y'6 = 4x8 = 4x8 = 5x6 = 4x4 = 6x8 II 1111-12 312 2 11-11-12 17-2-1 22-2-10 27-2-14 29-10.2 31-10.2 40.103 50.1-12 312 9-7-8 625 5-0-9 5-0-4 2-711 2-0-0 9-0-1 0�0 9-3-9 Plate Offsets (X.Y1— 17:0-6-0.0-2-81.f8:0-2-8.0-2-41.f10:0-2-8.0-2-41.r23:0-2-4,0-4-81 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.22 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(CT) -0.39 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.08 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 392 lb FT = O% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2z4 SP No.3 *Except* WEBS 1 Row at midpt 5-22, 7-21, 9-19, 12-18, 4-23 2 i25: 2x6 SP No.2 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. All bearings 0-8-0 except at=length) 25=14-0, 15=0-6-0, 24=0-3-8. (lb) - Max Horz 25=466(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 23=-1207(LC 8), 25=-579(LC 3), 15=-699(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 25 except 23=3166(LC 13), 15=2037(LC 14), 24=832(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=255/921, 4-5=878/474, 5-7=-14211784, 7-8=-1564/895, 8-9=-1738/942, 9-1 0=-1 9631974, 10-12=2278/1005, 12-13=3084/1175, 13-15=3305/1198 BOT CHORD �4-25=-586/225, 23-24=-586/225, 22-23=-861/495, 21-22=-30/847, 19-21=-35/1263, 18-19=318/1798, 16-18=-672/2428, 15-16=916/2830 WEBS 3-23=551/383, 5-22=-1500/567, 5-21=178/1018, 7-21=680/211, 7-19=329/993, 8-19=-197/399, 9-19=-1281/566, 9-18=102/424, 10-18=192/567, 12-18=923/502, 12-16-6707///058, 13-16=339/312, 3-25=-107/372, 2-25=-439/317, 4-23=2690/1076, A��q,�[,�,,' ��`,,``PS' w �I NOTES- % \`t` ������ •��C E N S'•.'92�i� F ••. 1) Unbalanced roof live loads have been considered for this design. •� / �.0 2) Wind: ASCE 7-,10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl GCpi=0.18; MWFRS cantilever left exposed left Lumber DOL=1.60 N O 39380 , (directional); and right ;porch exposed; plate grip DO1L=1.60' 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. '>7 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 �• LC/ Z . 0 will fit between Ithe bottom chord and any other members, with BCDL = 10.Opsf. �i.-T •• P;•• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1207 lb uplift at joint 23, 579 lb uplift at � Q ����� �j•.� R , 'ram joint 25 and 669 uplift joint 15. brequ S O N A� .�`�� 8) This truss design requires 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A. Alban[ PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 i AWARNING 1 Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M I.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 desig . Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requl1red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambino ' T13976564 J35740 P02 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 o.z-iu s reD -rc zu-to iv I ex mauslnes, Inc. Mon May i ID:'Io:V9 zu ID raye r IDAfVL D pinWcwjOYey8eXuLCzJuot-VZRUxcfeyU6dQ_yZAT4_DEM-v78dID PEEviu F8azlgfX ir 7-1-3 11-11-12 11 i 242 255612 351-214 37-25-5 43-7-13 50.112 6--77-1-3 5 Scale = 1:90.4 6.00 12 5x8 = 2x4 II 5x8 = 7 8 26 9 3x6 3x6 i 6 3x6 103x6 2x4 115 11 4 441� 5x6 12 d 2x4 II 3 12 2x4 11 13 �r 1 j6 o 22 27 28 19 29 30 31 16 3215 23 21 20 18 17 14 _ 4x6 4x6 = 7x8 = 4x4 = 4x8 = 4x4 = 4x6 = 4x4 = 6x6 = 4x6 = 1-11 1 i 212 1191-71812 20-2-10 3614 4-6-9 50-1 8-2-14 812 2 2 9712312 � 9311 001 .I-- rliic /V V\- r7.n C n n 7_G1 ro•/1_C_n /1_7_ni r4A-n_'i_n n_A_m r71•n_A_n n_A_R1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.18 15-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.32 15-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.07 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 370 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 -Except* WEBS 2, 23,13-14: 2x6 SP No.2 i REACTIONS. All bearings 0-8-0 except Qt=length) 23=1-4-0, 14=0-6-0, 22=0-3-8. (lb) - Max Horz 23=420(LC 7) Max Uplift All uplift 100 lb or less at joint(s) except 21=-1210(LC 8), 23=-498(LC 3), 14=-692(LC 8) Max Grav All reactions 250 lb or less at joint(s) 23 except 21=3175(LC 13). 14=2050(LC 14),22=778(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=276/820, 4-6=-94/766, 6-7=-1301/686, 7-8=-1652/874, 8-9=1652/874, 9-1 0=-2233/975, 10-12=-3128/1165 BOT CHORD 22-23=-505/222, 21-22=505/222, 20-21=32/696, 18-20=63/1190, 17-18=-304/1792, 15-17=-639/2401,14-15=-913/2817 WEBS 3-21=-536/387, 7-20=-876/321, 7-18=-439/1197, 8-18=550/293, 9-18=-585/167, 9-17=-285/998, 10-17=940/503, 10-15=-135/554, 12-15=296/340, 3-23=131/311, 2-23=462/331, 4-21=-451/319, 6-21=-2476/876, 6-20=7266/1249, 12-14=3312/1074 NOTES- 1) Unbalanced i 2) Wind: ASCE II; Exp C; En, grip DOL=1.E 3) Provide adec 4) Plates check 5) This truss he 6) • This truss h will fit betwee 7) Provide meal joint 23 and ( 8) This truss de sheetrock be 9) Warning: Adi Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 7-20, 7-18, 8-18, 9-18, 10-17, 12-14 2 Rows at 1 /3 pts 6-21 Df live loads have been considered for this design. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate tte drainage to prevent water ponding. for a plus or minus 0 degree rotation about its center. )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 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 the bottom chord and any other members, with BCDL = 10.Opsf. nical connection (by others) of truss to bearing plate capable of withstanding 1210 lb uplift at joint 21, 498 lb uplift at 2 lb uplift at joint 14. In requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum Dplied directly to the bottom chord. onal permanent and stability bracing for truss system (not part of this component design) is always required. A.E IV 3 • q �� No 39380 1ON A -0,0,, 11111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING j Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. 6904 Parke East Blvd. 1 Tampa, FL 36610 'Job Truss Truss Type Qty Ply Gambina T13978565 J35740 P03 Roof Special 1 1 Job Reference (optional) East toast I russ, rt. Fierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:05 2018 Page 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-zl_sBygGioEU268M1npDIRu2HYywyrBN8MdoglzlgfW 6.5.3 11-11-12 12.3,15 18-2-12 24-10-10 314E-10 32 2 38-2-9 44-0-7 50-1-12 6-5-3 5.6-9 0-4-13 5-10.11 0-10- 5-9+13 5.9-13 6-1-5 5x8 = 5x5 = 6.00 12 2x4 II 5x8 = 4x6 = 6-8-0 5x5 = Scale = 1:90.2 LOADING (psf) TCLL 30.0 TCDL 15.0 , BCLL 0.0 ' BCDL 10.01 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.68 BC 0.59 WB 0.90 Matrix -AS DEFL. in (loc) I/defl L/d Vert(LL) 0.21 17-18 >999 240 Vert(CT) -0.32 17-18 >999 180 Horz(CT) 0.05 13 n/a n/a PLATES GRIP MT20 244/190. Weight: 362 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 5-21, 5-20, 6-20, 6-18, 7-18, 8-18, 8-17, 23,12-13: 2x6 SP No.2 10-16, 11-13 REACTIONS. (lb/size) 21=3357/0-8-0, 23=199/1-4-0, 13=1926/0-6-0, 22=407/0-3-8 Max Harz 23=-392(LC 6) Max Uplift 21=1305(LC 8), 23=-678(LC 3), 13=673(LC 8) Max Grav 21=3378(LC 13), 13=1990(LC 14), 22=836(LC 3) FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (Ili) or less except when shown. TOP CHORD 1-2=-161/266, 2-3=38/294, 3-5=-410/1186, 5-6=-919/468, 6-7=-1629/830, 17-8=1629/830, 8-9=-2052/974, 9-10=-2272/983, 10-11=-2997/1111 BOT CHORD 22-23=725/277, 21-22=-725/277, 20-21=1064/609, 18-20=0/789, 17-18=345/1831, ,16-17=350/1840, 14-16=-634/2363, 13-14=885/2699 WEBS 3-21=599/408, 5-21=-2895/1194, 5-20=719/2226, 6-20=1425/570, 6-18=-575/1607, '7-18=-706/387, 8-18=-556/163, 8-17=-663/306, 10-16=-804/428, 10-14=88/434, 111-14=-265/319, 11111111/1 j� 3-23=-178/587, 2-23=351/254, 11-13=-3184/1044, 9-16=-532/1280 NOTES- 1) Unbalanced '� %� V� SF•'• / �i� roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. NO 39380 II; Exp C; End, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;porch left exposed; Lumber DOL=1.60 plate �, grip DOL=1.60I • ^ 3) Provide adequate drainage to prevent water ponding. = — 4) Plates checked for a plus or minus 0 degree rotation about its center. ^ "O 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. lo 44/ ••, 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 �(/ will fit betweenthe bottom chord and any other members, with BCDL = 10.Opsf. �•_`G�,�� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1305 lb uplift at joint 21, 678 lb uplift at joint 23 673 lb 13. O R �i sS/ •" •' • • and uplift at joint �\ `�� 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 ' Jr sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A. Albani PE No.39380 MIek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 8.2018 ®WARNING -(Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 1010312015 rev. 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 and Incorporate this design Into parameters property the overall building design; Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and bracing permanent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambino T13978566 J35740 PO4 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:07 2018 Page 1 I D:AfVLDpin WcvdOYey8 eXuLCzJuot-v86dZeh W E P UCHQI IBCrhgs_PS Lg eQmKgbg6vlvzlgfU 6-11-4 1 0-11-15 11 it-12 16-2-10 22-10.10 29.6-10 32-412 38-2-9 40.7 50.1-12 6-11-0 40.11 0. 1-1 42-14 6-8-0 6.8-0 2-10-2 5.9.13 5-9-13 6-1-5 Scale=1:88.5 5x5 = 5x8 = 2x4 II 5x8 = 8 2x4 II to 22 21 - 20 19 25 18 17 27 16 28 29 15 14 " 31 13 12 4x6 = 7x6 = 4x6 = 4x8 = 4x4 = 4x4 = 4x4 = 6x6 = 4x6 = 4x6 = 4x6 = 1-11-12 31 2 11-11-12 16-2-10 22-10.10 29E-10 36-3-13 43-1-1 50.1-12 9-7A 42-14 6-0-0 6-8-0 6J-3 6�3 7_o_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.18 16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(CT) -0.28 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -AS Weight: 366 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3'Except* WEBS 1 Row at midpt 4-20, 5-19, 5-18, 7-18, 7-16, 10-12 2' 22,11-12: 2x6 SP No.2 REACTIONS. (Ib/size) 20=3337/0-8-0, 22=227/1-4-0, 12=1930/0-6-0. 21=450/0-3-8 Max Horz 22=395(LC 7) Max Uplift 20=1285(LC 8), 22=-703(LC 3), 12=-677(LC 8) Max Grav 20=3337(LC 1), 12=1996(LC 14), 21=869(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=168/275, 2-3=31/292,.3-4=380/1155, 4-5=535/327, 5-6=16001779, 16-7=-1600/779, 7-8=-2500/1157, 8-9=-2671/1167, 9-10=3150/1241 BOT CHORD 121-22=-763/268, 20-21=763/268, 19-20=1082/601, 18-19=-36/499, 16-18=-463/2103, 15-16=-345/1802,13-15=-644/2380,12-13=-871/2726 WEBS 3-20=594/407, 4-20=-2847/1137, 4-19=736/2218, 5-19=1708/650, 5-18=-696/1935, 6-18=-683/388, 7-18=-953/307, 7-16=-861/482, 8-16=423/1062, 8-15=-429/1065, ,9-15=-743/488,9-13=-234/485, 10-13=274/306, 3-22=1 94/454, 2-22=-422/306, ,10-12=3217/1027 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encli, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.6d, 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 betweenithe bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1285 lb uplift at joint 20, 703 lb uplift at joint 22 and 677 lb uplift at joint 12. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,�Illllll/���', ` `��O�PS No 39380 0.0 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ,&WARNING .'Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111/1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system.' Before use, the building designer must verify the applicability of design 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 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 Job ' Truss Truss Type City Gambina , �Ply T13978567 J35740 P05 Roof Special 1 1 Job Reference (optional) East Coast Truss) Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:08 2018 Page 1 I D:AMDpin Wcv4OYey8eXu LCzJuot-NKg?n_i9?jc3vZbdvMwN4Wal I?ig CLpgKsS H MzlgfT Scale = 1:88.5 5x5 = 4x6 = i 7x6 = 7x6 = 4x8 = 4x6 = 4x4 = 4x4 = 4x6 = 4x4 = 6x6 = 4x6 = i LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.63 BC 0.46 WB 0.94 Matrix -AS DEFL. in (loc) I/defl Ud Vert(LL) 0.19 16 >999 240 Vert(CT) -0.32 15-16 >999 180 Horz(CT) 0.06 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 359 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-19, 5-18, 7-18, 4-20, 10-12 2122,11-12: 2x6 SP No.2 REACTIONS. (lb/size) 20=3435/0-8-0, 22=246/1-4-0, 12=1910/0-6-0, 21=392/0-3-8 Max Horz 22=395(LC 7) Max Uplift 20=1327(LC 8), 22=-703(LC 3), 12=668(1_C 8) Max Grav 20=3435(LC 1), 12=1957(LC 14), 21=821(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250,(Ib) or less except when shown. TOP CHORD 1-2=177/293, 2-3=32/311, 3-4=438/1268, 4-5=0/274, 5-6=1397/658, 6-7=1397/658, -8=-2623/1199,8-9=-2447/1073,9-10=-3035/1185 BOT CHORD 21-22=-852/301, 20-21=-852/301, 19-20=-1182/656, 18-19=-380/378, 16-18=-523/2235, 115-16=332/1778, 13-15=-629/2303, 12-13=-865/2661 WEBS 3-20=614/421, 5-19=-2150/801, 5-18=867/2337, 6-18=681/386, 7-18=1300/447, 7-16=-778/472, 8-15=-354/1023, 9-15=758/467, 9-13=-193/467, 10-13=273/303, 2-22=-424/306, 8-16=-433/1031, 4-20=2851/1137, 10-12=-3140/1020, 4-19=-792/2265 111q, ,,,,`PS' NOTES- G E N 5+-. .`�� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. N O 39380 II; Exp C; Encl.` GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60I Z 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. _ '17 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . 0 •• will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �i�T Q;•� N,��� ••• R 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1327 lb uplift at joint 20, 703 lb uplift at �j� •.0 , %� joint 22 and 668 lb uplift 2. N A� 8) This truss design requi es that alminimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum 0 sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 8,2018 AWARN/NG - 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.1 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 ANSVTP11 quality Criteria, DSB=89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambina T13978568 J35740 P06 Roof Special 1 1 Job Reference o tional Last coast Ft. Pierce. FL 34946 5x8 M18SHS = 6.00 12 4 3x6 3 I 4x28 6.8.0 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:46:09 2018 Page 1 ID:AfVLD pin Wcv4OYey8eXu LCzJuot-rXEN—KjnmOkwXjR7G du9wH3ip9LNuhiz3—bOpozlgfS 32-4.12 38-2-9 44.0.7 56112 6-10-2 5-9-13 5.9.13 6-1-5 5x5 = 7 2x4 II 5x8 = 3x6 8 5 24 n 25 21 20 19 18 26 27 17 28 16 15 29 4x6 = 4x4 = 7x8 = 4x10 = 2x4 II 2x4 II 4x6 = Scale = 1:88.5 4x6 9 m 2x4 I I h 10 j�am; 14 14 30 13 31 12 11 4x8 = 4x6 = 4x4 = 6x6 = 1-11-1J 31 2 6-4-9 11-11-12 12- 10 18-10-10 25510 32-0-12 4131 50.1-12 31 0 4-0.5 5-73 0. - 4 6-8-0 6-8-0 6-1 -2 9-0-5 84-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.18 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.33 12-14 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017f rPI2014 Matrix -AS Weight: 337 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-18, 4-17, 6-17, 6-14, 8-14, 9-11 4i17,6-17: 2x4 SP No.2, 2-21,10-11: 2x6 SP No.2 REACTIONS. All bearings 0-8-0 except Qt=length) 21 =11-0, 11=0-6-0, 20=0-3-8. (lb) - Max Horz 21=395(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 20 except 18=1399(LC 8), 21=-481(LC 13), 11=-651(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 21 except 18=3759(LC 1). 11=1844(LC 1), 20=296(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=163/292, 2-3=376/1016, 3-4=570/1762, 4-5=788/425, 5-6=-788/425, 6-7=2002/905, 7-8=-1980/921, 8-9=-2800/1116 BOTCHORD 20-21=-430/273, 19-20=430/273, 18-19=-1095/400, 17-18=-1469/716, 15-17=-538/2115, 14-15=540/2110, 12-14=-598/2158, 11-12=843/2501 WEBS 3.19=01259, 3-18=781/413, 4-18=3213/1256, 4-17=1040/2872, 5-17=639/354, 6-17=-1763/657,6-15=0/269,6-14=670/326,7-14=-463/1206,8-14=849/455, 8-12=-152/543, 9-12=-285/313, 2-19=-683/297, 2-21=-41/304, 9-11=2950/994 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl.) GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked:for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load'of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 20 except Qt=lb) 18=1399,21=481,11=651. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0 ,`�111111111///J .`,�•� . G E N S'. '92 � No 39380 :IZZ 40 JJ'J�S1O N AU ' �`%% 11111101 Thomas A. Albans PE No.39380 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav R 2018 I AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 oftrusses 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, Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Jpb Truss Truss Type Qty Ply Gambino T13978569 J35740 P07 Roof Special 1 1 Job Reference (optional) East Coast Truss; Ft. Pierce, FL 34946 6.2-1 4-0-9 . 2-7-7 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:10 2018 Page 1 I D:AfVLD pin WcwjOYey8eXuLCzJ not-Jjol CfkPXKsn6tO Kp KPOSVcxfZh pd6n6H a LZM Ezl qfR 1e a1a za s-10 26-015 5 2 a2 as-oa s1-2a3 3 4-1013 1 40.13 6-1-5 Scale = 1:88.5 5x5 = 10 5x5 = 5x8 — 3x6 = 2x4 II 5x8 6.00 12 4 5 6 7 ° d 4x6 4x6 ! 8 o, 29 NA 12 3 2x4 II 2x4 2 13 A 1 I d 25 24 23 22 21 20 1918 30 31 17 32 16 33 15 14 4x6 = 44 = 4x4 = 4x4 = 6x6 = 5x8 = 4x4 = 4x8 = 6x6 = 4x6 = 7x6 = 4x6 = 1-11-12 11-11-1 14-1-1 1312,2 10-2-10 i1-7-1 13 1 1&7-14 23-6-10 32A-12 41-1-1 50.1-12 1-0-12' OhA 7-10E -4-7 1-10.0 4.6.13 410.13 0-8-01 0-4-0 0-" 6-10-2 8-85 9-0-11 Elate Offsets (X,Y)— r4:0-6-0,0-2-81,18:0-5-4,0-2-81.114:0-3-0,0-4-01.f21:0-3-0.0-4-81.122:0-3-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.15 15-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(CT) -0.25 17-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.04 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 360 lb FT = 0% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-17, 11-17, 6-21, 8-20, 12-14 2-25,13-14: 2x6 SP No.2 REACTIONS. IAII bearings 0-8-0 except at=length) 25=1-4-0, 14=0-6-0, 24=0-3-8. (lb) - Max Harz 25=395(LC 7) Max Uplift All uplift 100 lb or less at joints) except 25=-646(LC 3), 14=608(LC 8), 22=-226(LC 8). 21=-1162(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 14=1735(LC 1), 24=728(LC 3), 22=565(LC 13), 21=3146(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2=-175/315, 2-3=-56/336, 34=411/1230, 4-5=-437/1435, 5-6=-533/1678, 18-9=1709/743, 9-10=-1748/827, 10-11=-1753/831, 11-12=-2515/1007 BOT CHORD 24-25=864/294, 23-24=-864/294, 22-23=-1141/586, 21-22=1571/776, 20-21 =1 7181836, 19-20=316/1571, 17-19=-370/1664, 15-17=-519/1971, 14-15=782/2315 WEBS 3-23=-541/360, 4-23=-97/402, 8-19=24/450, 9-19=296/125, 9-17=390/239, % ,,�711 10-1 1008, 2/45, 4-22=1 250% 6665-22=1225/56455 21 —7 4/289,/6? 1 —2 88 8 91, %%, \s A ,2-25�-340 , ' '9jG �i 6-20=-974/2640, 7-20=-486/277, 8-20-1988/702, 12-14=-2730/923 ����� . •' (}ENS • NOTES- NO 39380 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7710; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate — grip DOL=1.60 ' •U 3) Provide adequate drainage to prevent water ponding. . 14/ �•, 4) Plates checker} for a plus or minus 0 degree rotation about its center. been k/ Z �i�T[� Q;•' 5) This truss has designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q �_��� 6) • 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 �j``Sl '• •,0 R 1 , _\�� will fit betweenithe bottom chord and any other members, with BCDL = 10.Opsf. A� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 646 lb uplift at joint 25, 608 lb uplift at " �i . joint 14, 226 lb uplift at joint 22 and 1162 lb uplift at joint 21. 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 Thomas A. Albani PE No.39380 sheetrock be applied directly to the bottom chord. MiTek USA, Inc. FL Cert 6634 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AwARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not u• a truss system. I 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 ANSUTPH 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 Gambina T13978570 J35740 P08 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 7-10-14 5-0-5 5-9-13 5x5 = 4 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:11 2018 24-6-13 30-4-11 36-64 5-9-13 5-9-13 6-1-5 Scale=1:65.6 6.00 112 3x4 r- 3x4 4x6 = 1 6x8 = 3 5 4x6 6 4 1 72x491 II ice, >r 14 13 12 16 17 11 18 10 19 9 8 6x6 3x4 — 46 3x8 — 3x6 = 3x4 = 7x6 = -. i 7-10-14 18-9-0 26-9-5 36-0-0 7-10-14 10-10-2 B-0-5 9-8-11 Plate Offsets (X.Y)— 12:0-5-12.0-3-01 I LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.45 11-13 >964 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.89 Vert(CT) -0.87 11-13 >499 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 HOrz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 221 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 1i 14,7-8: 2x6 SP No.2 REACTIONS. (lb/size) 14=198210-6-0, 8=1982/Mechanical Max Horz 14=-287(LC 6) Max Uplift 14=728(LC 8), 8=696(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-11, 4-11, 5-11, 6-8 2 Rows at 1/3 pts 2-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=366/236, 2-3=3426/1314, 3-4=-2247/1005, 4-5=2249/1006, 5-6=2918/1143 BOT CHORD 13-14=-830/3015, 11-13=-682/2490, 9-11=-663/2392, 8-9=-911/2643 WEBS 2-14=3248/1155, 2-13=-498/338, 3-13=-261/880, 3-11=886/476, 4-11=588/1404, 15-11=-812/448, 5-9=101/413, 6-9=257/304, 6-8=-3138/1081 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; Enclr GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe 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 728 lb uplift at joint 14 and 696 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. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %,`p,PS r A, rA"l ff No 39380 1 0 �� filrrrt� Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: AA... A �1f1AA lvlay O,GV is ,&WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mfrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• a truss syslem.l 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' (s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see 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 yob ', Truss Truss Type Qty Ply Gambina T13978571 J35740 P09 Hip 1 1 Job Reference (optional) East Coast TrussFt. Pierce, FL 34946 6-2-13 6-2-13 d 6-0-1 6-0-1 1-04' 5-7-13 6.00 12 5x5 = Sx5 = 5 6 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:12 2018 5-7-13 5-115 sxq — 3x4 = 4xo — 9- -13 8-2- 4 9-3- -8- 3 36-6-0 9-2-13 9-0-1 -0-4 85-11 8-9-3 Plate Offsets fX,Y)— I1:0-3-8,Edgel.11:0-1-6,0-7-71.11:0-0-11,0-1-61, 15:0-2-8,0-2-41, 16:0-2-8.0-2-41 LOADING (pso SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.54 TCDL 15.0 Lumber DOL 1.33 BC 0.97 BCLL 0.0 ,' Rep Stress Incr YES WB 0.85 BCDL 10.0 , Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 9-10: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1995/0-6-0, 10=1995/Mechanical Max Horz 1=352(LC 7) Max Uplift 1=716(LC 8), 10=717(LC 8) . Scale = 1:66.2 N4 11 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.32 14-16 >999 240 MT20 244/190 Vert(CT)-0.6014-16 >726 180 Horz(CT) 0.16 10 n/a n/a Weight: 212 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-14, 7-13, 8-10 FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2=-3644/1357, 2-3=-3295/1300, 3-5=2320/1055, 5-6=1963/1023, 6-7=2307/1058, i7-8=2987/1204 BOTCHORD 1 -1 6=-1 119/3258, 14-16=-798/2654, 13-14=-430/1963, 11-13=-721/2431, 10-11=-933/2669 WEBS -2-16= 469/361, 3-16=-167/659, 3-14=-1013/533, 5-14=-295/733,6-13=-310/662, 7-13=-805/443, 7-11=99/443, 8-11=215/274, 8-10=3175/1110 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 71 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encll, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between;the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 716 lb uplift at joint 1 and 717 lb uplift at joint 10. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. L ,,`�►111111//j��, A, O 9 �� No 39380 r .441 Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARN/NG -1 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 1 Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stoiage, delivery, erection and bracing of trusses and truss systems, see ANS0TPI1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ', Truss Truss Type City Ply Gambino T13978572 J35740 P10 Hip 1 1 Job Reference (optional) East Coast Truss' Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon 1 l 1r1•AA11 r%n1MAI—.Ar1Vn A.V„ 1 0I,,..{_41T„nhmLln CCAA71 r.AMA 5.6-13 10-10-13 16-2-14 21-3-2 26-7-3 31-11; 5 6-13 5 4-1 6 4 5 0 4 5�-1 5-4-1 5x5 = 5x8 = ay 7 16:46:13 2018 Page 1 'EU4mdzgVCY_cZDyZzI qf0 36-6-0 4.6-13 Scale: 3/16"=l' N4 11 13 12 — 11 « ,.. 9 3x4 = 4x6 = US — 3x4 —_ US = 3x4 = 7x6 = 4x8 I I LOADING (pso TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.01 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TIC 0.44 BC 0.84 WB 0.77 Matrix -AS DEFL. in (loc) Vdefl Ud Vert(LL) -0.25 13-15 >999 240 Vert(CT) -0.49 13-15 >884 180 Horz(CT) 0.16 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 213 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-13, 5-13, 7-9 8-9: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 i REACTIONS. (Ib/size) 9=1995/Mechanical, 1=1995/0-6-0 Max Horz 1=312(LC 7) Max Uplift 9=717(LC 8). 1=-716(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3673/1363, 2-3=-3373/1316, 3-4=2538/1112, 4-5=2176/1065, 5-6=-2493/1096, 6-7=3021/1183 BOT CHORD 1-1 5=-1 135/3292, 13-15=-862/2788, 12-13= 528/2134, 10-12=-792/2538, 9-10=-919/2589 WEBS 12-15=-400/312, 3-15=-135/546, 3-13=-863/465, 4-13=236/668, 5-13=184/311, ,5-12=-204/675, 6-12=-655/385, 6-10=-19/268, 7-9=3147/1117 NOTES- 1) Unbalanced roof live loads have been considered for this design. ,I\I I I I I I It, ``�wA PS A A 2) Wind: ASCE 7410; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=37ft; eave=5ft; Cat. `� Q\V ` �e •• '9,y 11; Exp C; End, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,��,`� .•��G E N S F•••. 3) Provide adequate drainage to prevent water ponding. •• V 4) Plates checked for a plus or minus 0 degree rotation about its center. No 39380 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 717 lb uplift at joint 9 and 716 lb uplift at F VJ joint 1. 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 0 �i�'�• P;•• ����� Q R , sheetrock be applied directly to the bottom chord. Warning: 10) Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,/ss/Q N AL �\ `�,` 1111111111 111� Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING .1 Verify design parameters and READ NOTES ON TH/S AND INCLUDED MITEK REFERENCE PAGE Md.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.1 Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 ,Job Truss Truss Type Oty Ply Gambino T13978573 J35740 P11G Hip Girder 1 3 Job Reference (optional) East Coast Truss, F . Pierce, FL 34946 - 8.210 s Apr 22 2018 MiTek Industries, Inc. Tue May 8 08:24:07 2018 Page 1 ID:AfVLDpinWcwj0Yey8eXuLCzJuot-9pP4x DmOPocgFZSsEKrm7g17_DoRMniLeCVjVzldoM 10-13 9 6 13 1412-14 15-9-111 19 6-0 23-0-2 26-11-3 W 911 36 6 D 4-10-13 4 8 1 4 e-1 1-0-13 3 8-11 3-8-11 3A-1 3-9-13 5-9-0 5x5 = 3x4 = 2x4 II 5x8 = 4 31 5 6 32 7 23 22 `1.19 17 16 — 14 �13 4x6 _ 2x4 II 4x8 = 4x8 = 4x8 II 4x8 = 4x4 = 5x8 = 4x4 = 2x4 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0, Code FBC2017fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 `Except* 7-9,9-12: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 12-15: 2x6 SP SS, 18-20: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. jib/size) 1=5942/0-6-0, 12=7455/Mechanical Max Horz 1=276(LC 7) Max Uplift 1=2813(LC 8), 12=3673(LC 8) Scale=1:62.4 5x10 = CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.69 Vert(LL) 0.31 17-19 >999 240 MT20 244/190 BC 0.74 Vert(CT)-0.4117-19 >999 180 WB 0.54 Horz(CT) 0.14 12 n/a n/a Matrix -MS Weight: 851 lb FT = 0% BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=12007/5748, 2-3=11911/5849, 3-4=11962/6050, 4-31 =-1 0980/5657, 5-31 =-1 0980/5657, 5-6=10968/5709, 6-32=-10968/5709, 7-32=10968/5709, 7-8=11420/5878, 8-9=12787/6478, 9-1 0=-1 2805/6450, 10-11=-13161/6590, 11-12=-7802/3864 BOT CHORD 1-23=-5048/10637, 22-23=5048/10637, 22-33=4782/10172, 21-33=-4782/10172, 20-21=4782/10172, 19-20=-4605/9828, 18-19=5189/10964, 18-34=5194/10983, 17-34=5194/10983, 17-35=4808/10077, 35-36=4808/10077, 16-36=4808/10077, 15-16=-5576/11514, 14-15=5576/11514, 14-37=5622/11436, 13-37=5622/11436, 12-13=-5622/11436 WEBS ' 2-23=-274/227, 2-22=-590/512, 3-22=-496/365, 5-17=-308/189, 6-17=378/212, 7-17=-949/2112, 7-16=-1726/3272, 8-16=2577/1374, 8-14=-929/1875, 10-14=-248/292, 10-13=376/573, 5-19=266/191, 4-19=2208/4560, 4-22=577/1044 NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc, 2x4 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 per bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. 12 I9lm �o `���OMp,S A• q�e �ii�i ��•`,��,.��C) E NSF.;9�,��i'. No 39380 4(1 00 40 'ids ••.,� R C? 41 All- 1 ��`0 N \� ��� Thomas A. Albani PE No.39380 MIek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 building design.) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW requlrpd 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/TPN Quality Criteria, DSB.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 'r Truss Type Qty Ply Gambino 1,1O'b 11"uss T13978573 3740 11G Hip Girder 1 3 Job Reference o tional East Coast Truss, FL Pierce, FL 34946 8.210 s Apr 22 2018 MiTek Industries, Inc. Tue May 8 08:24:07 2018 Page 2 ID:AfVLDpinWcwjOYey8eXuLCzJuot-9pP4x DmOPocgFZSsEKrm?g17_DoRMniLeCVjVzldoM NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2813 lb uplift at joint 1 and 3673 lb uplift at joint 12. 11) Use USP THD28-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 15-9-11 from the left end to connect truss(es) T01 G (2 ply 2x6 SP) to back face of bottom chord. 12) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 8-0-0 oc max, starting at 16-9-0 from the left end to 30-9-0 to connect truss(es) T02 (1 ply 2x4 SP), T06G (1 ply 2x4 SP) to back face of bottom chord. 13) Use USP SVH24 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 24-9-0 from the left end to 28-9-0 to connect truss(es) T03 (1 ply 2x4 SP), T04 (1 ply 2x4 SP), T05 (1 ply 2x4 SP) to back face of bottom chord. 14) Fill all nail Boles where hanger is in contact with lumber. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead +Roof, Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=90, 4-7=-90, 7-12=90, 24-27=20 Concentrated Loads (lb) Vert 14=677(B) 13=1221(B) 19=3419(B) 15=-677(B) 18=-677(B) 34=-677(B) 35=-677(B) 36=-677(B) 37=-677(B) AWARN/NG -I Verify design and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 1010312015 parameters rev. BEFORE USE. Design for, MiTek® valid use only with connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��- a truss system.,Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Truss Truss Type City Ply Gambino T13978574 J35740 Q01G Hip Girder 1 1 Job Reference (optional) East Coast Trussf Ft. Pierce, FL 34946 3-9 4 7-0-0 2-21 3-2-12 NAILED 4x8 = 2-3-8 NAILED NAILED 4x4 = 19 5 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:16 2018 Ncwj0Yey8eXuLCzJuot-8t91 SjoA7AdwsoUTAbWoimr2B_mn1_A7gZot 3-2-12 2-2-8 1.6-12 Scale = 1:28.0 I9 3x4 = 125x5 = 3x4 = NAILED 3x8 = 9 3x4 = 5x5 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017fTP12014 CSI. TC 0.25 BC 0.38 WB 0.31 Matrix -MS DEFL. in (loc) I/defl L/d Vert(LL) 0.04 10-11 >999 240 Vert(CT) -0.05 11-12 >999 180 Horz(CT) 0.02 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=1285/0-6-0, 9=1285/0-6-0 Max Horz 12=130(LC 24) Max Uplift 12=-669(LC 8), 9=-591(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=1444 795, 4-5=1238/759, 5-6=1445/798 BOT CHORD 11-12=-474/1107, 10-11=-512/1245, 9-10=-493/1063 WEBS 3-11=266/336, 6-10=-267/356, 3-12=-1435/789, 6-9=1437/742 NOTES- 1) Unbalanced ropf live loads have been considered for this design. 2) Wind: ASCE 7i10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl.; GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. `JV1111111 1 I111 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • �% PS A.q -1 �e 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 % OMB �j, ENS ' •, '9,y will fit betweenithe bottom chord and any other members. ,���� .•'� G i� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift at joint 12 and 591 lb uplift � V at joint 9. 139380 8) "NAILED" indicates 3-10d (0.148"x3) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. = N O 3 93 80 9) Hanger(s) or other connection c(evice(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 120 lb up at 7-0-0, and 210 lb down and 120 lb up at 9-2-12 on bottom chord. The design/selection of such connection device(s) is the "b responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). o 0 % Q 24', LOADCASE(S) ;Standard �ij�s' 0 R `�•'�G�,�� 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 I� t9� �11 /O N Uniform Loads (plf) Vert: 14=90, 4-5=-90, 5-8=90, 13-16=20 Concentrated Loads (lb) Thomas A. Alban) PE No.393B0 Vert: 4,-117(B) 5=-117(B) 11=-191(B) 10=-191(B) 19=-117(B) 20=46(B) MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M0.7473 rev. 10/03/2015 BEFORE USE. Design valid fors use only with MTeke connectors. This design is based only upon parameters shown, and Is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design] Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek° fabrtcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ', Truss Truss Type Qty Ply Gambino T13978575 J35740 Q02 Common 1 1 Job Reference (optional) East Coast Trussl Ft. Pierce, FL 34946 44-2 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:16 2018 Page 1 ID:AfVLDpinWc dOYey8eXuLCzJuot-8t91SjoA7AdwsoUTAbWoimitp_iM11n7gZouZuzlgfL B-1-12 11-11-6 16-3-8 3-9-10 3-9-10 4-4-2 4x4 = 3x8 = 4x4 = 5x10 II 5x10 II LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER- TOP CHORD ' 2ic4 SP No.2 BOT CHORD 2z4 SP N0.2 WEBS 2x4 SP No.3 WEDGE Left: 2x8 SP No.2, Right: 2x8 SP No.2 REACTIONS. (lb/size) 1=896/0-6-0, 5=896/0-6-0 Max Horz 1=-151(LC 6) Max Uplift 1=322(LC 8), 5=-322(LC 8) Scale = 1:29.2 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.92 Vert(LL) 0.08 6 >999 240 MT20 244/190 BC 0.60 Vert(CT) -0.12 6 >999 180 WB 0.08 Horz(CT) 0.02 5 n/a n/a Matrix -AS Weight: 77 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=848/361, 2-3=676/306, 3-4=-676/306, 4-5=848/361 BOT CHORD 11-6=188/646, 5-6=188/632 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 betweenithe bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 322 lb uplift at joint 1 and 322 lb uplift at joint 5. 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. a No 39380 Thomas A. Albani PE No.39380 MIek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING -Medfy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ��- a tmss system.IBefore 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 requi(ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t, Truss Truss Type Qty Ply Gambino T13978576 J35740 Q03G COMMON GIRDER 1 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:18 2018 Page 1 I D:Af VLDpi n Wcv4OYey8eXuLCzJvot-4GH ntPgQfnte66dsHOYGn BxGmnObVltH7tH_enzl qfJ 3-0-5 61 7 -,6-10-0, 1-6-9 , 10-7-11 13-8-0 , 3-0-5 3-1-2 0-8-9 0-8-9 3-1-2 3 0-5 5x8 M18SHS = ex12 HUS26 3x6 II HUS26 7x10 = 7x10 = HUS26 3x6 11 HUS26 8x12 HUS26 7 Scale = 1:30.1 3-05 5-1-7 7-6-9 10-7-11 13-M r 3-05 3-1-2 15-2 3-1-2 3-05 Plate Offsets (X.Y)— r1:0-1-1,0-1-141 r6:0-0-0,0-0-01 17:0-1-1,0-1-141.f10:0-3-8.0-5-81.rll:0-3-0.0-5-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.12 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(CT) -0.16 11 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(CT) 0.04 7 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix -MS Weight: 235 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins. BOT CHORD 2x8 SP SS 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9i 12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 Be No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 1=7235/0-6-0, 7=8402/0-6-0 Max Horz 1=126(LC 6) I ax Uplift 1=3015(LC 8), 7=3457(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=10834/4716, 2-3=12424/5540, 3-4=-11647/5257, 4-5=11305/5031, 5-6=-1191015215, 6-7=11828/4943 BOT CHORD 1-13=-4042/9384, 11-13=-4042/9384, 10-11=-4235/9929, 8-1 O=4262/10307, 7-8=4244/10258 WEBS 4-10=1208/3090, 4-11=2345/4885, 5-10=-552/1155, 3-11=771/1561, 2-13=1496/767, 2-11=1084/2104, 6-10=545/580 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: ,`�lllllllllf,,� ,% O`v`,�1� P;,. • • .; 4�e �I�, Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. •. �� C E N 5�.; 9.1,E ��� Bottom chordsl connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc, 2x4 - 1 row at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ``��,`� No 39380 10 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl!, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60oo 5) All plates are MT20 plates unless otherwise indicated. 10 O �•, 6) Plates checked for a or minus 0 degree rotation about its center. �i T Q;•� �� plus ��j�S1 • : R , •_`i; 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. • jam%% I 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide tS � N A� will fit betweenithe bottom chord and any other members. lE 1111111110 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3015 lb uplift at joint 1 and 3457 lb uplift at joint 7. 1 Thomas A. Alban) PE No.39380 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 3-6-10 oc max. starting at 2-5-0 from MiTek USA, Inc. FL Cert 6634 the left end to 11-11-10 to connect truss(es) to front face of bottom chord. 6904 Parke East Blvd. Tampa FL 33610 11) Fill all nail holes where hanger is in contact with lumber. Date: May 8,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with 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 MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto?age, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component safety Information available from Truss Plate Institute. 218 N. Lee. Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Jpb ", Truss Truss Type City Ply Gambina ' T13978576 J35740 Q03G COMMON GIRDER 1 2 \ Job Reference o tional East Coast Truss j Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:18 2018 Page 2 I D:AfVLDpi n WcwjOYey8eXuLCzJ uot-4GHntPg Qfnte66d sHOYGnBxGmn ObVltH7tH_enzlgfJ NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 276 lb down and 64 lb up at 0-5-0 on top chord, and 7435 lb down and 3693 lb up at 6-1-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) I Standard 1) Dead + Roof 4ive (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=90, 4-7=-90, 14-17=-20 Concentrated Loads (lb) Vert: 11=7435(F) 10=1975(F) 15=-233(F) 20=-277(F) 21=-277(F) 22=1975(F) 23=-1962(F) AWARN/NG -M.ft design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system.) Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requited 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 Jpb r, Truss Truss Type Qty Ply Gambina T13978577 J35740 j R01G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:19 2018 Page 1 ID:AfVLDpinWc 4OYey8eXuLCzJuot-ZSr95k2P5?VkGC2d3VKOTZMBokEKWRMXOYADzIgO 4-4-12 7-0-0 8-11-8 11-6-12 15-11-8 4-4-12 2-7-4 1-11 8 2-7.4 4-4-12 NAILED NAILED 4x4 = 4x4 = 3x4 = 125x5 = 3x4 = 3x4 = 9 5x5 = 3x4 = Scale = 1:28.7 Id LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.03 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(CT) -0.05 11-12 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 81 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 12=1185/0-8-0, 9=1185/0-8-0 Max Horz 12=130(LC 23) Max Uplift 12=615(LC 8), 9=532(LC 8) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=1222/687, 4-5=1048/652, 5-6=-1222/688 BOT CHORD 11-12=414/1014, 10-11=-407/1052, 9-10=-430/974 WEBS 6-10=211/268, 3-12=-1268/680, 6-9=-1268/624 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 71,10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. ,,`111111 111111,1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ``� PS A, A I,� 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 �% O\�+` • •. • • • • . • • 4e will fit betweenithe bottom chord and any other members. ���,``Z` .••�Ci E N 3 ••.; 92 �� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 12 and 532 lb uplift •• �' at joint 9. No 39380 8) "NAILED" indicates 3-1od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or ocher connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 120 lb up at 7-0-0, and 21011b down and 120 lb up at 8-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. p 4U 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10 0 LOAD CASE(S) (Standard i�,��s • �•O R , Q P_`��,,,� 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 I� tS� Uniform Loadsl(plf) h,/10NA� 111�•� Vert: 1-4=-90, 4-5=-90, 5-8=-90, 13-16=-20 Concentrated Loads (lb) Thomas A. Albans PE No.39380 Vert: 4=117(F) 5=-117(F) 11=191(F) 10=191(F) MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING-�Vedfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 property incorporate this design into the overall building designI 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 ANSVrPN 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 Jpb •, Truss Truss Type Qty Ply Gambino T13978578 J35740 I R02 Common 2 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:46:20 2018 Page 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-1 eOX14rgAP7MLPnFPRakscOexb9zzghabBm5ifzlgfH 7-11-12 15-11-8 7-11-12 - 7-11-12 Scale = 1:28.2 4x4 = 4xu — 3x6 I I 3-12 -11-12 3- 3x6 I I 7- 2 5- -8 1 3-12 6.4-0 1-12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 I Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.03 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.30 Vert(CT) -0.06 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 76 lb FT = 0% LUMBER - TOP CHORD 2I 4 SP No.2 BOT CHORD 2z4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 8=878/0-8-0, 6=878/0-8-0 Max Horz 8=147(LC 7) Max Uplift 8=393(LC 8), 6=-310(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD :2-3=782/296, 34=-782/296 BOT CHORD I7-8=118/359, 6-7=98/254, 5-6=98/254 WEBS 2-7=35/434, 2-8=838/505, 4-7=-29/440, 4-6=-838/456 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl1, GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 393 lb uplift at joint 8 and 310 lb uplift at joint 6. 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required I$ . %011l l l 111111�� No 39380 �-10 �► • it I it Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 8-2018 ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-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 ITS'. 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-09 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,ob Truss Truss Type Qty Ply Gambino T13978579 J35740 Sol HALF HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:20 2018 Page 1 ID:AfVLDpinWcvgOYey8eXuLCzJuot-1 eOX14rgAP7MLPnFPRakscOdcb03zdZabBm5ifzlgfH 2-0-3 6-11-15 12-3-13 15 7-13 _ 2 0 3 6-11-15 5-3-14 3 4-0 5x8 = 2x4 II Scale = 1:40.3 6.00 12 4 12 5 6-11-15 12-3-13 15-7-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.37 8-11 >556 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(CT) -0.50 8-11 >415 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.18 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 110 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x6 SP SS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 6=957/Mechanical, 1=971/0-3-8 Max Horz 1=495(LC 8) Max Uplift 6=443(LC 8), 1=232(LC 8) FORCES. (lb) -1 Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD ,1-2=425/0, 2-3=-1564/414, 3-4=594/154 BOT CHORD 2-8=707/1405, 7-8=708/1402, 6-7=192/401 WEBS 3-8=0/303, 3-7=1208/619, 4-7=255/701, 4-6=875/419 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joinf(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 6 and 232 lb uplift at joint 1. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock belapplied directly to the bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,MPS11A1Irq1 ** No 39380 � 1 r X 00 ♦ "I'll I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AwARNING-iIverify deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 syslem.l Before use, the building designer must vedly the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Jpb 11 Truss Truss Type City Ply Gambino T13978580 J35740 S02 HALF HIP 1 1 Job Reference (optional) East Coast Tmssl, I Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:21 2018 Page 1 I D:AfVLDpin Wcv4OYey8eXuLCzJuot-VgywVQslxi F DzZM Rz85zP pZoM7 K7i5Ykp rVeE5zlgfG 2-M 5-5-7 4-10-6 54-0 5x8 = 12 Scale=1:35.0 2x4 II Plate Offsets x*)— r2:0-0-12.0-0-01. 14:0-5-4.0-2-121 LOADING (psI f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.28 8-11 >735 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(CT) -0.38 8-11 >548 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.16 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 105 lb FT = O% LUMBER- BRACING - TOP CHORD 2x6 SP SS 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 45: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2z4 SP No.2 JOINTS 1 Brace at Jt(s): 8 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=971/0-3-8, 6=957/Mechanical Max Horz 1=425(LC 8) Max Uplift 1=-259(LC 8), 6=-417(LC 8) FORCES. (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD :1-2=-425/0, 2-3=1791/566, 34=883/290 BOT CHORD 2-8=810/1648, 7-8=810/1648, 6-7=315/686 WEBS "3-8=0/253, 3-7=1125/575, 4-7=203/635, 4-6=-959/445 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 71, 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl„ GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 1 and 417 lb uplift at joint 6. 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 belapplied directly to the bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `,,��I11111//���, ♦♦♦♦�O�p,S A q�� �i,,. No 39380 � * r Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ,&WARNING -Mbdty design paramefers and READ NOTES ON THIS AND INCLUDED M/TEK 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,l Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 �, TrussTruss Type Oty Ply GambinoT13978581 L S03 HALF HIP 1 1 Job Reference (optional) East Coast Truss,, Ft. Pierce, FL 34946 2-0-3 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.61 TCDL 15.0 Lumber DOL 1.33 BC 0.88 BCLL 0.0 Rep Stress Incr YES WB 0.48 BCDL 10.01 Code FBC2017/TPI2014 Matrix -AS 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:22 2018 ID:AfVLDpinWcv jOYey8eXuLCzJuot-z1 WljmtxiON4bjxdWscCxO5z6OhSRf2t2VFC 7-4-0 5x8 M18SHS = 10 3x4 11 DEFL. in (loc) Udell L d PLATES GRIP Vert(LL) 0.50 6-9 >414 240 MT20 244/190 Vert(CT) -0.69 6-9 >303 180 M18SHS 244/190 Horz(CT) 0.21 5 n/a n/a LUMBER- I BRACING - TOP CHORD 2x6 SP SS `Except' TOP CHORD 3-4: 2x6 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 REACTIONS. ('b/size) 1=971/0-3-8, 5=957/Mechanical Max Horz 1=356(LC 8) Max Uplift 1-281(LC 8), 5=-394(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=425/0, 2-3=-1295/405, 4-5=277/203 BOT CHORD 2-6=515/1147, 5-6=514/1155 WEBS 13-6=0/374, 3-5=-1324/599 Scale = 1:33.2 Weight: 91 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 1 3-5 NOTES- j 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checketl for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder (a) for truss to truss connections. 9) Bearing at joints) 1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at joint 1 and 394 lb uplift at joint 5. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock bel applied directly to the bottom chord. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. IPg1 AI1A 0��''�i No 39380 -13 �ALE�C % N �#J111111111�, Thomas A. Alban[ PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid far use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system) Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Jpb Truss Truss Type Qty Ply Gambino T13978582 J35740 SO4 HALF HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2-0-3 6-3-13 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:46:22 2018 4-8-0 4-8-0 Scale = 1:30.4 5x5 = 3x4 = 2x4 II 3 4 11 5 2-03 16313 9-4-0 Plate Offsets (X Y)— f3:0-3-0.0-2-81, f6:0-2-8.0-2-121 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.01 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.35 7-10 >588 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.84 Vert(CT) -0.47 7-10 >445 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.17 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 84 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP SS 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP N0.3 I REACTIONS. (lb/size) 1=97110-3-8, 6=957/Mechanical Max Harz 1=292(LC 8) Max Uplift 1=298(LC 8). 6=419(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=425/0, 2-3=-1537/493, 3-4=1362/560 BOT CHORD 2-7=567/1364, 6-7=456/970 WEBS A-6=1160/572, 4-7=157/494 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclf, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girders) for truss to truss connections. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 lb uplift at joint 1 and 419 lb uplift at joint 6. 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 beiapplied directly to the bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. IIII���', ,,Oop�S A • �9 No 39380 � * r r13 ► ON A�- "JI11111 t%��� Thomas A. Albans PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: RAw Q ')()IQ AAV.l1— AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mg-7473 rev. 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 systerrij Before use, the building designer must vedfy the applicability of design parameters and property Incorporate this design into the overall building design! Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 ANSUPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Jpb Truss Truss Type Qty Ply Gambina T13978583 J35740 S05 ROOF SPECIAL 1 1 Job Referen>:e o tional East Coast Truss! Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Man May 7 16:46:23 2018 Page 1 ID:AfVLDpinWcwj0Yey8eXuLCzJuot-RD4gw6uZTKVxCtWg4Z8RUEe5go11A3tl H9_IJ_zlgfE -2-03 5-8-13 7-1-13 11-4-13 15-7-13 2-03 5-8-13 1-5-0 43-0 43-0 Scale=1:30.9 5x8 M18SHS 2-03 7-1-13 8-6-0 Plate Offsets (X.Y)— r2:0-6-12,0-0-01.13:0-5-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.27 9-12 >772 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(CT) -0.42 7-8 >501 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.16 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 83 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP SS 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 3�4: 2x4 SP No.1, 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=971/0-3-8, 7=957/Mechanical Max Horz 1=223(LC 8) Max Uplift 1=313(1_C 8), 7=-388(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=425/0, 2-3=-1803/632, 3-4=1633/673, 4-5=1634/629 BOT CHORD 2-9=637/1636, 8-9=645/1660, 7-8=545/1289 WEBS 14-8=424/268, 5-8=99/445, 5-7=1399/625, 3-9=166/493 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1, 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl„ GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 betweenithe bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 1 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 1 and 388 lb uplift at joint 7. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be �applied directly to the bottom chord. 12) Warning: Ad itional permanent and stability bracing for truss system (not part of this component design) is always required. ♦`♦,,�PS � Apt; q� �,,,, ♦♦ O . •GEIVS'-.,9 ft No 39380 is Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system.) Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building designr Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Jpb t Truss Truss Type Qty Ply Gambino T13978584 J35740 S06 ROOF SPECIAL GIRDER 1 1 I Job Reference (optional) East Coast Trussf Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:25 2018 Page 1 ID:AfVLDpinWcv4OYey8eXuLCzJuot-NcCQLovp?xlfSBgCC_AvZfjSKciBez JkTTsNtzlgfC -2-05 3-1-15 5-8-1 -3 , 9-1-13 12.4-13 15-7-13 3 2-" 1-15 2.6-14 3-5-0 3-3-0 , 3-M Scale = 1:30.9 5x5 = Plate Offsets MY)— I2:0-6-12,0-0-01, 17:0-2-8,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.35 10-13 >593 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(CT) -0.50 10-13 >416 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(CT) 0.21 7 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Weight: 82 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2k4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, 1-3: 2x6 SP SS except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1006/0-3-8, 7=1458/Mechanical Max Horz 1=153(LC 8) Max Uplift 1=-354(LC 8), 7=-776(LC 8) FORCES. (lb) -IMax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=441/48, 2-3=1727/677, 3-4=-1799/752, 4-5=-2961/1229 BOT CHORD 2-10=600/1544, 9-1 0=1 251/3004, 8-9=1012/2213, 7-8=101212213 WEBS 3-10=30,4/887, 4-1 0=-1 539/690, 4-9=-414/235, 5-9=-421/920, 5-8=161/310, 5-7=-2330/1059 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7=10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has 6een 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 betweenithe bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 354 lb uplift at joint 1 and 776 lb uplift at joint 7. 10) Use USP SUH24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-3-8 oc max. starting at 13-2-9 from the left end td 15-6-1 to connect truss(es) to back face of bottom chord. 11) Fill all nail holies where hanger is in contact with lumber. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) 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=1.33, Plate Increase=1.25 Uniform Loadsl(plo Vert: 1F 12=-112, 3-12=-90, 3-4=-90, 4-6=-90, 7-11=-20 1\I11111►11" % 0 No 39380 RX AL ���If11111111�, Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: WARNING - iVerify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M71-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based onty upon parameters shown, 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 atways 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 Mav 8,2018 Jpb Truss Truss Type Qty Ply Gambina T13978584 J35740 S06 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) East Coast Trussi Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:25 2018 Page 2 ID:AfVLDpinWcwjOYey8eXuLCzJuot-NcCQLovp?xlfSBgCC AvZfSKciBez_JkTrsNtzlgfC i LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=271(B) 15=264(B) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Wek® connectors. This design is based only upon parameters shown, 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, storige, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 .job Truss Truss Type Qty Ply Gambina T73978585 J35740 S07 COMMON 4 1 1 Job Reference (optional) East Coast Truss i Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:27 2018 Page 1 f ID:AfVLDpinWLwjOYey8eXuLCzJuot-K JBmTx3XY?MhUpbJPCNe4pgQPOg6_IcCnyzSlzlgfA -211 5-8-13 11-5-10 15-7-13 2-03 5-8-13 5-8-13 4-2-3 Scale = 1:31.5 5x8 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I1defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.49 6-12 >425 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(CT) -0.82 6-12 >255 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.56 5 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 94 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP SS TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 6 OTHERS 2x6 SP SS LBR SCAB 3 5 2x6 SP SS one side I REACTIONS. (lb/size) 1=972/0-3-8, 5=966/0-3-8 Max Horz 1=-164(LC 6) Max Uplift 1=331(LC 8), 5=-339(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=450/242, 2-3=1858/625, 3-4=1756/589, 4-5=412/208 BOT CHORD �2-6=336/1708, 4-6=336/1708 WEBS 13-6=-13/338 NOTES- -I 1) Attached 11-2 15 scab 3 to 5, front face(s) 2x6 SP SS with 2 row(s) of 1 od (0.131 "x3") nails spaced 9" o.c.except : starting at 4-9-1 from end at joint 3, nail 2 row(s) at 3" o.c. for 2-7-13. 2) Unbalanced roof live loads have been considered for this design. 3) Wind:,&SCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl', GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has,6een 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 betweenithe bottom chord and any other members. 7) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 1 and 339 lb uplift at joint 5. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `,,�11111111/11j1/I ���� �. ,�1'� • G E N S No 39380 Iv A �1����`• 11111 Thomas A. Albans PE N0.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ,&WARNING -,Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, note a truss system.) Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building designs; 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 ANSIfTPII Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Inform Itlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 .lob r Truss Truss Type City Ply Gambino T73978586 J35740 S08 HIP 1 1 Job Reference (optional) East Coast Truss', Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:29 201 B Page 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-GNRxB9yK3AG4wozzRgFq'VuAwD58au1 vf5R4Xezlgf8 -2-03 4-3-13 7-1-13 115-10 15-7-13 2" 43-13 2-10-0 43-13 4-2-3 5x8 = 5x5 = Scale=1:30.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.43 7-14 >481 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(CT) -0.73 7-14 >286 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.51 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 96 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP SS 'Except' TOP CHORD Structural wood sheathing directly applied. 3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x6 SP SS LBR SCAB 4-6 2x6 SP SS one side REACTIONS. (lb/size) 1=972/0-3-8, 6=966/0-3-8 Max Horz 1=139(1_(36) Max Uplift 1=331(LC 8), 6=-339(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2=435/242, 2-3=-1959/656, 3-4=19961734, 4-5=2012/672, 5-6=-412/208 BOT CHORD 2-8=-388/1820, 7-8=-388/1830, 5-7=445/1994 WEBS 3-7=-74/397 NOTES- 1) Attached 9-7-1,5 scab 4 to 6, front face(s) 2x6 SP SS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 0-0-2 from end at joint 4, nail 2 row(s) at 7" D.C. for 2-0-0; starting at 3-2-1 from end at joint 4, nail 2 row(s) at 3" o.c. for 2-7-13. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7=10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl!, GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has ;been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSUTPI 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 331 lb uplift at joint 1 and 339 lb uplift at joint 6. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %0Pg I1111A8 / A"���ii .�,�•r . G E IV S ., 2 No 39380 � y r ��� %%` I 11111, Thomas A. Alban[ PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 © wARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with Wrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syslemj 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 andror chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, slo}age, 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 Jpb Truss Truss Type City Ply Gambino T13978587 J35740 S09G HIP GIRDER 1 n L Job Reference (optional) East Coast Trussl Ft. Pierce, FL 34946 8.210 s Feb 12 2D18 MiTek Industries, Inc. Mon May 7 16:46:30 2018 Page 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-kZ?JOVzygTOxYyYA Xm4GiRGHdPDJKg2ulBd34zlgf7 -2-0-3 2-0-13 5-8-13 9-1-13 115-10 15-7-13 2-0-3 2 3-13 3-5-035 0 21-13 4-2-3 Scale=1:30.8 APPLY 2 X 6 SP SS SCAB TO ONE FACE OF TRUSS ATTACH WITH 3 ROWS (0.131" X 3") NAILS SPACED @ 3" O.C. USE 2" MEMBER END DISTANCE. -2-0-3 2-3-13 5-8-13 9-1-13 115-10 15-7-13 2-03 2-3-13 3-5-0 3-5-0 2 3-13 42-3 Plate Offsets KY)— I3:0-5-410-2-121.15:0-5-4,0-2-121 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 " Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2i 6 SP SS'ExcepV 3-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS . 2x6 SP SS LBR SCAB 5L 7 2x6 SP SS one side REACTIONS. (lb/size) 1=1727/0-3-8, 7=1595/0-3-8 Max Horz 1=102(LC 23) Max Uplift 1=761(LC B), 7=-700(LC 8) CSI. DEFL. TC 0.92 Vert(LL) BC 0.95 Vert(CT) WB 0.24 Harz(CT) Matrix -MS in (loc) Vdefl L/d 0.52 8-16 >400 240 -0.74 8-16 >282 180 0.53 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 185 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-8 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 11-2=763/434, 2-3=5219/2345, 3-4=6218/2843, 4-5=6218/2843, 5-6=-6262/2840, 16-7=-693/370 BOT CHORD 2-1O=2079/4996, 9-10=-2098/5052, 8-9=-2688/6372, 6-8=-2659/6300 WEBS 3-10=186/501, 3-9=620/1315, 4-9=359/251, 5-8=-255/641 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chordslconnected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) N/A 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has oeen 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 Ithe bottom chord and any other members. 10) Bearing at jojnt(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 761 lb uplift at joint 1 and 700 lb uplift at joint 7. 12) "NAILED" ind'cates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 360 lb down and 372 lb up at 2-3-13, and 452 lb down and 429 lb up at 9-1-13 on top chord, and 98 lb down and 85 lb up at 2-3-13, and 127 lb down and 103 lb ,,`�It11111►/j�,, No 39380 � 1 r O N A C1;���,`• lllll Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ® WARNING -;Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system.IBefore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design) Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I VliTek• 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 Infornatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 .)ob r Truss Truss Type Qty Ply Gambino T13978587 J35740 S09G HIP GIRDER 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries. Inc. Mon May 7 16:46:30 2018 Page 2 ID:AfVLDpinWcvjOYey8eXuLCzJuot-kZ?JOVzygTOxYyYA Xm4GiRGHdPDJKg2ulBd34zlgf7 NOTES- 14) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)` Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 11-12=-112, 3-12=-90, 3-5=-90, 5-6=-90, 6-7=-112, 11-14=-20 Concentrated ILoads (lb) Vert: 3=290(B) 5=-381(B) 10=-98(6) 9=41(B) 4=122(B) 8=127(B) 18=122(B) 19=122(B) 20=41(B) 21=-41(B) AwARNING- iVerify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE Design valid for use only with WWI) connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system.1Before 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 Jpb : Truss Truss Type Qty Ply Gambina T13978588 J35740 T01G Monopitch Girder 1 2 i Job Reference (optional) East Coast Truss) Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:32 2018 Page 1 ID:AfVLDpin Wcwj OYey8eXuLCzJ uot-gy74pB?C L5efnGiY6yoYL7 Wj?QBsn7 PLL3gk7zzlgf5 5-1-6 9.6 10-1-2 14-6- 0 5-1-6 8-0 48-12 4-5-8 Scale = 1:44.1 IT 5x10 II HUS26 HUS26 2X4 II HUS26 6x6 = HUS26 6x6 = HUS26 HUS26 Plate Offsets (X, ,)- f1:0-0-8,1-351, f1:0-3-4.0-0-11.r5:0-3-0,0-4-01,f6:0-3-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.07 6-7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.11 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 195 lb FT = 0% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, BOT CHORD 2z6 SP SS except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 5=3439/Mechanical, 1=4271/0-5-8 Max Horz 1=501(LC 8) Max Uplift 5=1661(LC 8), 1=1818(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4423/1786, 2-3=2715/1030 BOT CHORD 0-7=-1941/3842, 6-7=-1941/3842, 5-6=1139/2387 WEBS i-7=-729/1472, 2-6=1742/961, 3-6=1533/3463, 3-5=3635/1731 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-�0; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.1 GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechaical connection (by others) of truss to bearing plate capable of withstanding 1661 lb uplift at joint 5 and 1818 lb uplift at joint 1. 9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-8-8 from the left end to 12-818 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 ONS No 39380 "�"A on k,% py 11111111 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 69D4 Parke East Blvd. Tampa FL 33610 Date: Mav 8.2018 ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for:use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.) Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required 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 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 4ob ♦ Truss Truss Type Qty Ply Gambina ! T13978588 J35740 T01G Monopitch Girder 1 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) I Standard Uniform Loads (plf) Vert: 1-4=90, 1-5=20 Concentrated Loads (Ib) Vert: 12=1438(F) 13=937(F) 14=937(F) 15=937(1`) 16=937(1`) 17=937(F) 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:32 2018 Page 2 I D:Af VLDpin Wtwj OYey8eXuLCzJuot-gy74p B?CL5efnGY6yoYL7 Wj?QBsn7P LL3gk7zzl qf5 I ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with 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 1 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, storpge, 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 ,lob 4 1 Truss Truss Type City Ply Gambina 13978589 J35740 T02 Monopitch 4 1 � Job Reference (optional) East Coast Truss! Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:33 2018 Page 1 ID:AfVLDpinWc 4OYey8eXuLCzJuot-88hS1X?g6OmWPPHlgfJnuL3r7gVpWXfVajPHgPzlgf4 i 7-4-13 14-6-10 i 7-4-13 7-1-13 4 4x4 =5xio II 1x4 I 5x5 = Scale=1:43.6 Plate Offsets (X,Y)— 11:0-1-8.Edgel, 11:0-0-4,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lop) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.08 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(CT) -0.18 4-5 >971 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 77 lb FT = 0%a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORb Structural wood sheathing directly applied, except end verticals. BOT CHORD 2!x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2z4 SP No.3 WEDGE Left: 2x8 SP No.2 REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS NOTES- 1) Wind: ASCE i II; Exp C; Ericl 2) Plates checke 3) This truss has 4) `This truss hE will fit betweer 5) Refer to girder 6) Provide meth joint 1. 7) This truss des sheetrock be 1 8) Warning: Addi ze) 4=697/Mechanical, 1=88710-5-8 Horz 1=501(LC 8) Uplift 4=392(LC 8). 1=-177(LC 8) Grav 4=698(LC 13), 1=887(LC 1) Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 878/103, 3-4=276/201 434/676, 4-5=-434/676 732/478 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 for a plus or minus 0 degree rotation about its center. teen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 the bottom chord and any other members. s) for truss to truss connections. nical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 4 and 177 lb uplift at requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum led directly to the bottom chord. al permanent and stability bracing for truss system (not part of this component design) is always required. A. •' G E N S' ' . 0 No 39380 40 Thomas A. Albani PE No.39380 MR USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AwARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 111II-7473 rev. 1010312016 BEFORE USE. " Design valid fo 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 ,fob r Truss Truss Type City Ply Gambina T13978590 J3.5740 T03 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:36 2018 Page 1 I D:AfVLDpin WLwj OYey8eXu LCzJuot-ZjMbfY2jPJ85GtOJ LotU Wzg K42UCjw9xGh exGkzl qf1 i 6-9-4 13-0-0 i 14-6-to 6-9-4 6-2-12 1.6.10� 5x5 = 2x4 II 4 5x10 II 3x4 = 5x5 = Scale = 1:41.3 1-3- 6-9� 3-0-0 -6- 1-3.120- - 2 5-2-12 6-2-12 1 6-70 Plate Offsets (X.Y)— f1:0-0-4,Edgel. 11:0-1-8.Edtlel, f3:0-2-8,0-241 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.13 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(CT) -0.27 5-6 >633 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 86 lb FT = 0% LUMBER- BRACING - TOP CHORD 2�4 SP N0.2 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 WEDGE Left: 2x8 SP No.2 REACTIONS. (lb/size) 5=697/Mechanical, 1=887/0-5-8 Max Harz 1=453(LC 8) Max Uplift 5=366(LC 8), 1=-202(LC 8) Max Grav 5=750(LC 13), 1=887(LC 1) FORCES. (lb) -,Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-886/144, 2-3=-886/392 BOT CHORD 1-6=-431/717 WEBS 12-6=-477/442, 3-6= 485/801, 3-5=-694/48.2 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. I, II; Exp C; Encl , GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 at 2) Provide adequate drainage to prevent water ponding. tttiI I IIl I I1111 1 `�� A III NCJ 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for 10.0 bottom live load live loads. `�� �v ••� G E N S' •, '9jL�i� a psf chord nonconcurrent with any other , `����� F •• �� 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 betweem,the bottom chord and any other members, with BCDL = 10.Opsf. N O 393 80 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 5 and 202 lb uplift at joint 1. 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. 44/ •', �C/ 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. l� 'ss� N `�� II111 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-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 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 fob i x Truss Truss Type Qty Ply Gambina T13978591 J35740 T04 Half Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:37 2018 Page 1 ID:AfVLDpinWcv4OYey8eXuLCzJuot-1 vwzsu2LAdGyul aWvVOj2BDVoRrtSQC4VKNVpAzlgfO to a 11-n-n 1A-A-1n 5-9-4 5-2-12 3.6-10 4x8 = 2x4 11 Scale=1:34.6 5x10 II 3x4 = 3x4 = 1 =3-12 1 1 -0-0 - 0 1-3-12 D- - 2 9-5-8 3-6-10 Plate Offsets (X,Y)— f1:0-0-4.Edgel, f1:0-2-0,Edgel, f3:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.16 6-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.76 Vert(CT) -0.29 6-10 >598 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 i Code FBC2017rrPI2014 Matrix -AS Weight: 83 lb FT = 0% LUMBER- I BRACING - TOP CHORD 24 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2:*4 SP No.3 WEDGE Left: 2x8 SP No.2 REACTIONS. (lb/size) 5=697/Mechanical, 1=887/0-5-8 Max Harz 1=383(LC 8) Max Uplift 5=334(LC 8), 1=-235(LC 8) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-487/98 �1-2=882/2�8, BOT CHORD 1-6=-469/681, 5-6=-163/350 WEBS 2-6=389/346, 3-6=37/392, 3-5=-661/303 NOTES- 1) Wind: ASCE 7110- Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl,, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 0,1111111111� 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for 10.0 bottom � A a psf chord live load nonconcurrent with any other live loads. • ,�� • • E N �4i 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 ��� �� ii F •• �� 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 334 lb uplift at joint 5 and 235 lb uplift at NO 39380 joint 1. 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 be directly bottom — "fl sheetrock applied to the chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. G %% A1-E �/I1111111 Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 A wARN/NG-�Ved/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. 10/03/2015 BEFORE USE. Design valid fo 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 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 AN3UTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inform �tIon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 job • t Truss Truss Type Qty Ply Gambina T13978592 J35740 T05 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:37 2018 Page 1 ID:AfVLDpinWcwj0Yey8eXuLCzJuot-1 vwzsu2LAdGyul awvVOj2BDSMRtJSPD4VKNVpAzigfO 4-9-4 9-M 14-6-10 4-9-4 4-2-12 5-6-10 4x8 = 3x4 11 Scale = 1:29.9 3x4 = 3x4 = -3-12 1 9-0-0 0 3 1-12 0- - 2 75-8 Mlo Plate Offsets (X.Y)— 11:0-0-4.Edgel, f1:0-1-4.Edgel, f3:0-5-8.0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.07 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(CT) -0.10 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(CT) 0.01 5 n/a file BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 78 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Left: 2x8 SP No.2 REACTIONS. (Ib/size) 5=697/Mechanical, 1=887/0-5-8 Max Harz 1=314(LC 8) Max Uplift 5=306(LC 8), 1=-263(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=866/289, 2-3=623/196 BOT CHORD 1-6=-438/654, 5-6=-243/518 WEBS 3 6=0/283, 3-5=637/300 NOTES- 1) Wind: ASCE 7-10• Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 1, II; Exp C; Encl GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 01/ 1111111 j11 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 bottom chord live load nonconcurrent live loads. ,�� A fI, ��`PS q�e psf with any other 5) `This truss has been designed for live load 20.Opsf the bottom in %�� I ••�Ci E IV $ ••. �2��i a of on chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��`� F ••• will fit betweenithe bottom chord and any other members. �� •• 6)Refertogirder(s)for truss totruss connections. No 39380 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 306 lb uplift at joint 5 and 263 lb uplift at joint 1. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. O ;• ; �44/` O N A' 1��,��. fill, Thomas A. Alban[ PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING-iVedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not^ a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall I building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always reri0ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iviiTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 ,job t Truss Truss Type Qty Ply Gambino T13978593 J35740 T06G Half Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:39 2018 Page 1 ID:AfVLDpinWcw4OYey8eXuLCzJuot-z12jHa4biEWt7KkuOwQB7clwkFdPwL1 Nyesbt3zigf 3-9-4 7-0-0 10-9-5 14-6-10 3-9-4 3-2-12 3-9-5 3-9-5 NAILED 4x8 = Scale = 1:27.5 NAILED NAILED 1x4 II NAILED 3x4 = X4 3x4 = = NAILCU 3x8 NAILCU3x6 II NAILED 43- -M 0-95 0 13-12 0- - 2 55-8 3-95 3-95 Plate Offsets (X,Y)- f1:0-3-8.Edgel. 14:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(CT) BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(CT) BCDL 10.0 Code FBC2017/TP12014 Matrix -MS in (loc) Udefl L/d 0.04 8-9 >999 240 -0.06 8-9 >999 180 0.02 7 n/a n/a LUMBER- I BRACING - TOP CHORD 2x4 SP 285OF 1.8E 'Except' TOP CHORD 4j6: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-6-0 REACTIONS. (lb/size) 1 =1 21210-5-8, 7=1 241 /Mechanical Max Horz 1=244(LC 8) Max Uplift 1=525(1_C 8), 7=-702(LC 5) PLATES GRIP MT20 244/190 Weight: 86 lb FT = 0% Structural wood sheathing directly applied or 5-3-15 oc purlins, except end verticals. Rigid ceiling directly applied or 7-2-8 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD '1-3=1223/630, 3-4=1305/683, 4-5=1007/577, 5-6=1007/577, 6-7=1183/725 BOT CHORD 11-9=-630/929, 8-9=668/1143 WEBS 3-9=233/339, 4-9=12/277, 5-8=696/597, 6-8=791/1378 i NOTES- 1) Wind: ASCE 7 I10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.1 6Cpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked, for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint 1 and 702 lb uplift at joint 7. 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 device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 120 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOADCASE(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=1.33, Plate Increase=1.25 Uniform Loads'(plf) Vert: 1. 4=90, 4-6=-90, 7-10=20 Concentrated Loads (lb) Vert: 4=117(B) 9=-191(B) 5=153(B) 8=34(B) 16=-153(B) 17=-153(B) 18=-34(B) 19=34(B) ' V F' / No 39380 'Xz Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 Verify AWARNING - design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid forj 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 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 ,lob t Truss Truss Type City Ply Gambina T13978594 J35740 U01 Half Hip 1 1 Job Reference o tional East Coast Truss; Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:40 2018 Page 1 I D:AfVLDpi n Wcwj OYey8eXuLCzJuot-RU c5Vw5DTYeWIUJ5aexQgpr7 Pfytfp MXB Ic9O Vzlgez 5-G12 9-0-0 i 14-1-12 i 6.6.12 3.5-4 5.1-12 IN 4x8 = 2x4 11 Scale = 1:29.2 3x6 = US = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.30 BC 0.35 WB 0.42 Matrix -AS LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD 2z4 SP No.2 WEBS 2x4 SP No.3 `Except' 5-6,2-9: 2x6 SP No.2 REACTIONS. (I,b/size) 6=629/0-6-0, 9=692/1-4-0, 8=209/0-3-8 Max Horz 9=314(LC 8) Max Uplift 6=289(LC 8), 9=-494(LC 8) Max Grav 6=629(LC 1), 9=692(LC 1), 8=432(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=536/180 BOT CHORD 8-9=-364/521, 7-8=364/521, 6-7=-212/425 WEBS I4-6=531/267, 3-9=-781/214, 2-9=-310/224 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.03 7-8 >999 240 MT20 244/190 Vert(CT) -0.07 7-8 >999 180 Horz(CT) 0.01 6 n/a n/a Weight: 84 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD Rigid ceiling directly applied. NOTES- i 1) Wind: ASCE 7,,10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 6 and 494 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0 `�t,1111111/,,�, -.%O�PS A q�e'���i No 39380 � r � * r i6,� N A� r'; � P ��0 Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING -,Verify design parameters and READ NOTES ON irwS 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.lBefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building designi Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6♦ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 3661C ,Job 1 Truss Truss Type Qty Ply Gambina T13978595 J35740 UO2G Half Hip Girder 1 1 Job Reference (optional) East Coast Truss l Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:41 2018 Page 1 f ID:AfVLDpinWcwjOYey8eXuLCzJuot-vhATiG6rEsmNMeuH8LSfD1 OFX3J5OFsgQyLixx71gey r 3.9.4 i 7-0-0 10-5.14 14-1-12 i 3-9.4 3-2-12 3-5-14 3-7-14 NAILED NAILED 4x8 = NAILED tx4 II NAILED 3x6 = 3 14 4 15 16 5 3X4 - 10 9 4X4 NAILCU 3X8 - NArLCU 6 3x6 11 NAILED 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 TCDL 15.0 Lumber DOL 1.33 BC 0.29 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 BCDL 10.0 , Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 5-6,2-10: 2x6 SP No.2 REACTIONS. (lb/size) 6=1121/0-6-0, 10=1003/1-4-0, 9=189/0-3-8 IiAax Horz 10=244(LC 8) Max Uplift 6=636(LC 5), 10=594(LC 8) Max Grav 6=1121(LC 1), 10=1003(LC 1), 9=258(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1156/534, 34=821/451, 4-5=821/451, 5-6=-1048/632 BOT CHORD 7-8=-539/936 WEBS 12-8=-407/964, 4-7=574/463, 5-7=-623/1139, 2-1 0=1 146/617 Scale=1:27.2 DEFL. in floc) Udefl L/d PLATES GRIP Vert(LL) 0.03 7-8 >999 240 MT20 2441190 Vert(CT) -0.04 7-8 >999 180 Horz(CT) -0.01 6 n/a n/a Weight: 83 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7. 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Ench, GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss haslbeen 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 636 lb uplift at joint 6 and 594 lb uplift at joint 10. 8) "NAILED" indicates 3-10d (0.148"xW) or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 120 lb up at 7-0-0 on bottofn chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) 'Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 6-11=20 Concentrated Loads (lb) Vert: 8=-1 91 (B) 3=-117(B) 14=-117(B) 15=-117(B) 16=-108(B) 17=-46(B) 18=-46(B) 19=-42(8) �.`�,'��••�.�C' E NSF• :92i�''. No 39380 f7 : • C 1. ON A J1 %�` 11111 Thomas A. Alban[ PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1.7473 rev. 1010312015 BEFORE USE. Design valid for use onlywith 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 �qq building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing u�y� iTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 dob ► Truss Truss Type Qty Ply Gambino T13978596 J35740 V4 Valley 2 1 Job Reference (optional) East Coast Trussi Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:45 2018 Page 1 ID:AfVLDpinWcwj0Yey8eXuLCzJuot-oSP_Yd9M14HprFC2NBXbNtY1 ngj 1 K9DGKaJw4izlgeu 2-0-0 4-0-0 2-0-0 2-0-0 3x4 = 2 2x4 i 2x4 Scale = 1:7.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 11 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 2z4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=152/4-0-0, 3=152/4-0-0 Max Harz 1=26(LC 7) ax Uplift 1=55(LC 8), 3=55(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7olO; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclj, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 55 lb uplift at joint 1 and 55 lb uplift at joint 3. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is, always required. O'till 11111/,"', ��� `r •' \C)EN3 •q2�i No 393BO 11111111 Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 e wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system.) Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 job s Truss Truss Type City Ply Gambina T13978597 J35740 V8 Valley 2 1 I Job Reference (optional) East Coast Trussf Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:45 2018 Page 1 I D:AfVLD pin Wcwj OYey8eXuLCzJ uot-oSP_Yd9 M 14HprFC2 N BXbNtYxzgiTK9SGKaJw4izi geu 4-0-0 8-0-0 4-M 4-0-0 Scale=1:15.1 4x4 = 2x4 i 1x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.20 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 FBC2017lrP12014 Matrix-P Weight: 25 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2k4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2k4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2z4 SP No.3 REACTIONS. (Ib/size) 1=192/8-0-0, 3=192/8-0-0, 4=360/8-0-0 Max Horz 1=63(LC 7) Max Uplift 1=-91(LC 8). 3=-91(LC 8), 4=-85(LC 8) FORCES. (lb) -IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-276/136 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl1, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 91 lb uplift at joint 1, 91 lb uplift at joint 3 and 85 lb upliftlatjoint 4. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required %,`r�+,PSAl f A, %%% No 39380 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1.7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.IBefore use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building designi Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP111 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 job . Truss Truss Type Qty Ply Gambina T13978598 J35740 V12 GABLE 2 1 Job Reference o tional East Coast Truss,l Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:42 2018 Page 1 I D:Af VLDpin Wcv4OYey8eXu LCzJuot-Ntjsvc6T?9uE_oTTh2zulEwJ MSc?7nyp ec5 GTOzl qex 6-M 12-0-0 6-0-0 6-0-0 4x6 11 Scale=1:21.5 a 3x4 3x4 i 1x4 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.50 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 FBC2017rrP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 1=272/12-0-0, 3=272/12-0-0, 4=640/12-0-0 Max Horz 1=99(LC 6) fax Uplift 1=118(LC 8), 3=-118(LC 8), 4=189(LC 8) Max Grav 1=276(LC 17), 3=276(LC 18), 4=640(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=468/232 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-270 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7�10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl.� GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requ iresl 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 ithe bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 1, 118 lb uplift at joint 3 and 1891 lb uplift at joint 4. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %011111111111', No 39380 4/1 ���n11 n 111`1� Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING -;Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 „lob , Truss Truss Type Qty Ply Gambino T13978599 J35740 V16 GABLE I 1 1 Job Reference (optional) East Coast Truss) Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:42 2018 Page 1 ID:AfVLD pin WcwjOYey8eXuLCzJ uot-Ntjsvc6T?9uE_oTTh2zu l EwRvShv7 n7p ec5GTOzl gex 8-0-0 16-0-0 8-0-0 8-0-0 Scale = 1:27.0 4x4 = 3x4 ! 8 7 6 3x4 1x4 11 1x4 11 1x4 11 16-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 l Code FBC2017frP12014 Matrix-S I Weight: 58 lb FT = 0% LUMBER- BRACING - TOP CHORD 21r4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2i 4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2z4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=136(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5, 7 except 8=-251(LC 8), 6=251(1_C 8) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=368(LC 1), 8=483(LC 17), 6=483(LC 18) FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-7=292/61, 2-8=394/292, 4-6=394/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7110; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl 1, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) 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 / 111 will fit betweenithe bottom chord and any other members. `,t%%11111111 ,%, ""pp PS A q .,. �e 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except 6=251. `, Q\�` .......... •' E N • •. at=lb) 8=251, 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `���� • G S •• V �� No 39380 Z. .O P.•'�?w44:� • G R `Q Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING -'Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system.lBefore 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 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 ANSIITPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t Truss Truss Type Qty Ply Gambino T73978600 IJ35740 20S GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Apr 22 2018 MiTek Industries, Inc. Tue May 8 08:27:33 2018 Page 1 ID:AfVLDpinWcv4OYey8eXuLCzJuot-7SryBRjzVhINOvJ2wV086SMIP0eGidm ljh6Pyzzldl8 1 3-12 6-8-0 13-4-0 14-7-12 1 3-12 6 8-0 6 8-0 1:3-12 4x4 = 12 11 10 9 8 2x4 11 2x4 11 1x4 11 1x4 11 1x4 11 Scale=1:31.3 LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0, Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.02 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(CT) -0.02 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-R Weight: 64 lb FT = O% LUMBER- i BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-4-0. (lb) - Max Harz 12=251(LC 6) Max Uplift All uplift 100lb or less atjoint(s) except 12=-221(LC 8), 8=-221(LC 8), 11=198(LC 8), 9=198(LC 8) Max Grav All reactions 250lb or less atjoint(s) 12, 8 except 10=453(LC 1), 11=451(LC 13), 9=447(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=69/265, 4-5=69/265 WEBS 4-10=369/0, 3-11=355/233, 5-9=-353/233 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss hasi 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 221 lb uplift at joint 12, 221 lb uplift at joint 8, 198 lb uplift at joint 11 and 198 lb uplift at joint 9. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard No 39380 0101 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid forj 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 requirpd 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 InfonnatIon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type City Gambino JPly T13978601 J35740 V24S GABLE 1 1 Job Reference (optional) East Coast Truss, fjt. Pierce, FL 34946 8.210 s Apr22 2018 MiTek Industries, Inc. Tue May 8 08:27:57 2018 Page 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-Q31ODe01 r3nzGb8fKYSn4WLOyhnDJTkZEQwgoAzldkm -1-3-12 6-8-0 13-4-0 14-7-12 , 1 3-12 6-8-0 6.8-0 1-3-12 4x4 = 12 11 10 9 83x4 = 3x4 = 1x4 II 1x4 II 1x4 II Scale=1:36.2 1 13-4-0 Plate Offsets (X Y)— I8:Edge.0-1-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.02 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.03 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) -0.00 8 n/a n/a BCDL 10.9 Code FBC2017/TPI2014 Matrix-R Weight: 72 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-4-0. (lb) - Max Horz 12=324(LC 7) Max Uplift All uplift 100 lb or less atjoint(s) except 12=-255(LC 8), 8=255(LC 8), 11=188(LC 8), 9=188(LC 8) Max Grav All reactions 250lb or less atjoint(s) except 12=261(LC 14), 8=258(LC 13), 10=546(LC 15), 11=568(LC 13), 9=566(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=226/274, 34=78/322, 4-5=-78/322, 6-8=226/274 WEBS 1 4-10=-358/0, 3-11=378/221, 5-9=-376/221 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS cantilever left and exposed; left Lumber (directional); right end vertical and right exposed; DOL=1.60 plate grip DOL=1.60 ` A' 'q 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. %`O,���� ,�PS B �� G E N S+ ••. q �� �j 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. No 39380 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 12, 255 lb uplift at joint 8, 188 Ibiuplift at joint 11 and 188 lb uplift at joint 9. — 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ► ' 44/ LOAD CASE(S)' Standard i,��, P •� ��(/`� .,OR1�. ♦�. i Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 I AWARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ��• a truss system Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek° is always requited 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 Component Criteria, DSB.89 and BCSI Building Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ponent 6904 Parke East Blvd. Tampa, FL 36610 ,Job r Truss Truss Type City Ply Gambino T13978602 J35740 ZCJ1 Jack -Open 18 1 I Job Reference (optional) East Coast Truss Ft. Pierce, FL 34946 1 2x4 = 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:46 2018 Page 1 ID:AfVLDpin Wcwj OYey8eXu LCzJ uot-GezMlz9_20 PgTP mEwu2gw45Ck42T3cTPZE3Tc9zl qet 1-0-0 1-0-0 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 6 n/r 120 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Verl -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2ic4 SP No.3 REACTIONS. (lb/size) 2=0/Mechanical, 3=109/Mechanical Max Horz 2=101(LC 1), 3=-101(LC 1) Max Uplift 3=83(LC 8) Max Grav 3=109(LC 1) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.0 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-,10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encli, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has peen 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 83 lb uplift at joint 3. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. No 39380 10 F '•.,.0 R `S, b N .. Thomas A. Alban[ PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING-1Verity design and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 1010312015 BEFORE USE. parameters rev. Design valid fog 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 requlad for stability and to collapse with Injury damage. For MiTek' prevent possible personal and property general guidance regarding the fabrication, sto�age, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 ,Job i Truss Truss Type Qty Ply Gambino T13978603 J35740 ZCJ2T Rafter 1 1 I Job Reference (optional) East Coast Truss! Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:47 2018 Page 1 I D:AfVL D pin WcwjOYeyBeXuLCzJuot-krXlzJAcpiXX5ZLRUcZ3SIeOf rQ?o3iZouo 18bzlges 2-4-7 r 2-4-7 0�� 2-4-7 Scale = 1:10.5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 1-2 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(CT) -0.00 1-2 >999 180 BCLL 0.0 '' Rep Stress Incr YES WB 0.00 HOrc(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=97/0-3-8, 2=97/Mechanical Max Horz 1=75(LC 8) Max Uplift 1=37(1_C 8), 2=74(LC 8) FORCES. (lb) -1 Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I NOTES- I 1) Wind: ASCE 7-'10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl!, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) ' 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. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joinf(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 1 and 74 lb uplift at joint 2. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %*0111aii11111� `%oMp.S A q�e�ii�i No 39380 �-10: 11N Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING -!Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid fof 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 design4 Bracing Indicated is to prevent buckling of individual truss web andlor'chord members only. Additional temporary and permanent bracing MiTek• s always requiad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto age, delivery, erection and bracing oftrusses and truss systems, see ANS8TPI1 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 Gambino T13978604 J35740 ZCJ3 Jack -Open 16 1 Job Reference (optional) East Coast Truss Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:47 2018 Page 1 I D:ANLDpi n Wcv4OYey8 eXuLCzJ uot-krXlzJAcpiXX5ZLRUcZ3Sl eLSTM_o3iZouo 18bzlges 3-0-0 3-0-0 Scale: 1"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.01 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.26 Vert(CT) -0.02 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2z4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x8 SP No.2 REACTIONS. (lb/size) 2=23/Mechanical, 3=-45/Mechanical, 1=345/0-6-0 yax Horz 1=102(LC 8) Max Uplift 2=-52(LC 8), 3=45(LC 1), 1=-67(LC 8) Max Grav 2=27(LC 13). 3=2(LC 8), 1=345(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7=10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encll, GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 2, 45 lb uplift at joint 3 and 671b uplift! at joint 1. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 1%*11 OPS,A. q4 No 39380 1.0 It Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 QWARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111/I.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTeiC- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stolage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 1 Truss Truss Type Qty Ply Gambino T13978605 J35740 ZCJ3T Jack -Open 2 1 Job Reference (optional) East Coast Truss, Ft Pierce, FL 34946 8.210 s Apr 22 2018 MiTek Industries, Inc. Tue May 8 08:28:59 2018 Page 1 ID:AfVLDpinWcwj0Yey8eXuLCzJuot-c 2SErmwF7bAi7uazZZJbaw5Eh2drYahU3xyzazldjo 2-85 , 3-0-7 2-8-5 IM2 Scale = 1:11.2 2-8-5 2-8-50-4-2 3-0-7 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 1-2 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(CT) -0.00 1-2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 7 lb FT = 0% LUMBER- j BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Sheathed or 3-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=113/0-3-8, 2=113/Mechanical, 2=113/Mechanical Max Horz 1=87(LC 8) Max Uplift 1=43(LC 8), 2=-86(LC 8) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24111; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) ' 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. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1 and 86 lb uplift at ,,�11r r r r r rrll�, �MPS joint 2. �� A- 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. G E N SF• LOAD CASE(S) Standard ���• �\ No 39380 , nnr Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �s a truss system. �efore 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job r Truss Truss Type Qty �Ply Gambino �J35740 � ZCJ4T Rafter 1 1 T13978606 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:48 2018 Page 1 ID:AfVLDpinWcw40Yey8eXuLCzJuot-C157ABEa?f0ijwd2J41?VAXFtmEXWyi1 YYah 1 zlger I Q Lld 4-6-7 2 R N N Scale: 3/4"=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 1-2 >999 240 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(CT) -0.03 1-2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 12 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=195/0-3-8, 2=195/Mechanical Max Horz 1=150(LC 8) Max Uplift 1=-74(LC 8), 2=-149(LC 8) FORCES. (lb) -,Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7 10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl!, GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) ' This truss hats 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. 3) Refer to girder(s) for truss to truss connections. 4) 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint 1 and 149 lb uplift at joint 2. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %%%���,PS1 A11 Ill, 1���i �.�,�•r0' �GE.Ns• •q,L'., No 39380 441 R Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AINARNING .�Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requiSed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambino T13978607 J35740 ZCJ5 Jack -Open 16 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 1 5-0-0 5-0-0 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:49 2018 Page 1 1D:AfVLDpinWcwjOYey8eXuLCzJuot gDfVN?CtLJnFKtVpclbXXjjfNH4eGy9rFCH7DUzlgeq Scale = 1:18.4 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.18 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.02 3 TIM n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 17 lb FT = 0% LUMBER- TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=1 1 5/Mechanical, 4=2 1 /Mechanical, 5=407/0-8-0 Max Horz 5=172(LC 8) Max Uplift 3=102(LC 8). 5=-172(LC 8) Max Grav 3=124(LC 13), 4=50(LC 3), 5=407(LC 1) FORCES. (lb) -I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=333/225 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encil , GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has lbeen 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 102 lb uplift at joint 3 and 172 lb uplift at joint S. 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 spplied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. I,,1►11IIIIfit" .,%%,p'OPS A. Abe GEMS' •.2 No 39380 11111 Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 8,2018 ®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 Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system] Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building deslgn; Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MOW always requl{ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job f Truss Truss Type Qty Ply Gambino T13978608 J35740 ZCJ7 Jack -Open 3 1 Job Reference (optional) East Coast Truss', Ft. Pierce, FL 34946 aI 3x10 11 7-0-0 8.210 s Feb 12 2018 MiTek Industries, Inc: Mon May 7 16:46:49 2018 Page 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-gDfVN?CtLJnFKtVpc1 bXXpXmHzwGzCrFCH7DUzlgeq Scale = 1:22.3 1-3-12 -& 55-4 Plate Offsets MY)— r1:0-4-4.0-0-41. 11:0-0-4,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.13 4 >632 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(CT) -0.11 4 >752 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.07 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x8 SP No.2 REACTIONS. (lb/size) 2=213/Mechanical, 3=57/Mechanical, 1=492/0-6-0 Max Horz 1=241(LC 8) Max Uplift 2=177(LC 8), 1=-97(LC 8) Max Grav 2=215(LC 13), 3=95(LC 3), 1=492(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp (',; Encll, GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mech Inical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 2 and 97 lb uplift at joint 1. 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. "1\IIIIfill#,,,,I No 39380 � 1 r • Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING -i 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.1 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 requiied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto�age, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job f Truss Truss Type City Ply Gambina T13978609 J35740 �ZCJ9 Jack -Open 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:50 2018 Page 1 ID:AfVLDpinWcv4OYey8eXuLCzJuot-8QCtbLDV6dv6yl409k7m4vvGgXhKj?NB?Us1 hlwzlgep 1 6-12 5-3-6 9-M � 3-8-10 3-8-10 Scale = 1:27.1 I 2x4 = 6 5x5 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 , Code FBC2017rrP12014 CSI. DEFL. in (loc) I/defl Ud TC 0.96 Vert(LL) 0.21 5-6 >421 240 BC 0.58 Vert(CT) -0.28 5-6 >312 180 WB 0.21 Horz(CT) -0.14 4 n/a n/a 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 REACTIONS. (lb/size) 4=295/Mechanical, 5=92/Mechanical, 6=596/0-6-0 Max Horz 6=311(LC 8) Max Uplift 4=235(LC 8). 6=-195(LC 8) Max Grav 4=302(LC 13), 5=132(LC 3), 6=596(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ! 1-2=325/144, 2-3=258/40 WEBS 2-6=791/703 PLATES GRIP MT20 2441190 Weight: 36 lb FT = O% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 710; Vun=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encll., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss hasIbeen 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 235 lb uplift at joint 4 and 195 lb uplift at joint 6. 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. 8) Warning: Addiiional permanent and stability bracing for truss system (not part of this component design) is always required. 00111111111111E A. q�e ���•� No 39380 • X z 13 F it�si•.OR� 11111111 Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: RA— A �n�n ,&WARNING i Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��• a truss system: Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design; Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requijed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job i Truss Truss Type City Ply Gambino I T13978610 �J35740 zCJ9B Jack -Open 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2x 3x6 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 " Rep Stress Incr YES BCDL 10.0 Code FBC2017rrP12014 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:46:51 2018 Page 1 ID:AfVLDpinWcv jOYey8eXuLCzJuot-dcmFohD7tw1 zZAfCjRe7d8o_T5d Wkd8jWmEHMzlgeo 3-10-2 7-8-4 3-10-2 3-10-2 3x4 = 4 7-8-4 7-R-A CSI. DEFL. in (loc) I/defl L/d TC 0.44 Vert(LL) -0.17 5-6 >508 240 BC 0.73 Vert(CT) -0.35 5-6 >254 180 WB 0.15 Horz(CT) -0.00 5 n/a n/a Matrix -AS LUMBER - SP No.3 TOP CHORD BOT CHORD 2x4 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 1=6: 2x6 SP No.2 REACTIONS. (Ib/size) 3=136/Mechanical, 6=404/Mechanical, 5=274/Mechanical Max Horz 6=257(LC 8) Max Uplift 3=104(LC 8), 6=-53(LC 8), 5=135(1_C 8) Max Grav 3=136(LC 1), 6=404(LC 1), 5=277(LC 13) FORCES. (lb) -Lax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-268/299 WEBS 2-6=365/14, 2-5=361/323 Scale=1:27.3 PLATES GRIP MT20 2441190 Weight: 39 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7 j10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.�, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) N/A 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 104 lb uplift at joint 3, 53 lb uplift at joint 6 and 135 lb uplift at joint 5. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,�11111111111111 E IV No 39380 Thomas A. Alberti PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: eA--.. o nnno IVIQy U,GU I ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid foriuse only with M7ek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not OFa 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 iviiTek" Is always requirgd 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 tnlsses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambino T13978611 J35740 ZEJ3 Jack -Open 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:46:52 2018 Page 1 ID:AfVLDpinWcwj0Yey8eXuLCzJuot-5oKeO1 EleE9pBKEOH99E9LLB9U4ATKylxAWngozlgen 3-0-7 3-0-7 iI LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BC LL 0.0 Rep Stress Incr YES BC DL 10.0 Code FBC2017ITP12014 3x10 II 1-0-12 3&-u 3-0-7 13-12 o- _o 1511 CSI. DEFL. in (loc) I/deft Ud TC 0.25 Vert(LL) -0.01 4 >999 240 BC 0.26 Vert(CT) -0.02 4 >999 180 WB 0.00 Horz(CT) -0.01 2 n/a n/a Matrix -MP LUMBER- i BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2z4 SP No.3 BOT CHORD WEDGE Left: 2x8 SP No.2 REACTIONS. (Ib/size) 2=25/Mechanical, 3=-43/Mechanical, 1=34510-6-0 Max Horz 1=103(LC 8) Max Uplift 2=53(LC 8), 3=-43(LC 1), 1=-67(LC 8) Max Grav 2=29(LC 13), 3=2(LC 8), 1=345(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.2 PLATES GRIP MT20 2441190 Weight: 14 lb FT = 0% Structural wood sheathing directly applied or 3-0-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encli, GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe 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 53 lb uplift at joint 2, 43 lb uplift at joint 3 and 67lb uplift atjoint 1. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,��1i11111//j�', O%NS A ' 44B ?��i �.`,Z.•�CENg No 39380 :O'• F II11lilt" Thomas A. Alban) PE No.39380 MITWUSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 114ov A 701 A ®WARNING -I verify design READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 1010312015 BEFORE USE. • parameters and rev. 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 vedly the applicability of design parameters and property Incorporate this design Into the overall building designI 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 ANSIrrPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parkrk East e East Blvd. Tampa, Job f Truss Truss Type Qty Ply Gembina J35740 � ZEJ5T Jack -Open 5 1 T13978612 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:46:53 2018 Page 1 ID:AfVLDpin Wcv4OYeyeeXuLCzJuot-Z_uODMFNPYHgpUpbrsgTiZuLZuQbCnBRAgFLMFzigem 2-M 5-0-0 2.8-5 2-3-11 Scale=1:17.1 i 5-0-0 2-3-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.03 5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.24 Vert(CT) -0.04 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2k4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=212/Mechanical, 4=6 1 /Mechanical, 1=273/0-3-8 Max Horz 1=166(LC 8) Max Uplift 3=-116(LC 8), 4=-14(LC 8), 1=47(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7110; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl 1, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenithe bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 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 116 lb uplift at joint 3, 14 lb uplift at joint 4 and 47 lb uplift at joint 1. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %111111111j1 % %o�p�S A q�4-�i��i No 39380 r r r_ r • OR ;� N A� 1`N% Thomas A. Albans PE No.39380 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: aa,-.. O nf%40 IvIQy V,L.V I L ©WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for, use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSVTP11 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 i Truss Truss Type Qty Ply Gambina T13978613 J35740 ZEJ7 Jack -Open 9 1 Job Reference (optional) East Coast Truss', Ft. Pierce, FL 34946 I 6 5x5 = 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:53 2018 Page 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-Z UDDMFNPYHgpUpbrsgTiZuDZuMnCl4RAgFLMFzlgem 4-2-8 2-9-8 Scale = 1:21.8 1-3-12 022-1 55-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.06 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.49 Vert(CT) -0.08 5-6 >776 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.06 4 n/a n/a BCDL 10.0 , Code FBC2017/TPI2014 Matrix -AS Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=207/Mechanical, 5=66/Mechanical, 6=491/05-8 Max Horz 6=241(LC 8) Max Uplift 4=172(LC 8), 6=-176(LC 8) Max Grav 4=216(LC 13), 5=96(LC 3), 6=491(LC 1) FORCES. (lb) IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=500/457 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encll, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked far 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 172 lb uplift at joint 4 and 176 lb uplift at joint 6. 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. i 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `011111111111 A• q . lo No 39380 %%% %� Thomas A. Albani PE No.39380 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid fo` use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. i 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 requi(ed 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 Informitlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 1 Truss Truss Type Qty Ply Gambina T13978614 J35740 ZEJ7A Jack -Open 1 1 � Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 1 2x4 2x4 II 5 1x4 II 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:54 2018 Page 1 I D:AfVLDpinWcwjOYey8eXuLCzJuot-1 BSORiG?ArPXQeOnOaBiEmQQxlgmwD7bPU?uuhzlgel 5-8-4 5-8-4 Scale=1:23.6 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.07 4-5 >819 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(CT) -0.06 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(CT) -0.11 3 n/a n/a BCDL 10.0 • Code FBC2017/rP12014 Matrix -AS Weight: 20 lb FT = 0% LUMBER- i BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=192/Mechanical, 4=60/Mechanical, 5=351/0-10-0 Max Horz 5=190(LC 8) Max Uplift 3=164(LC 8), 4=-13(LC 8), 5=39(LC 8) l ax Grav 3=194(LC 13), 4=89(LC 3), 5=351(LC 1) FORCES. (lb) I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=406/285 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; EnclI, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has,been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 3, 13 lb uplift at joint 4 and 39 lb uplift at joint 5. 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. 8) Waming: Addii,ional permanent and stability bracing for truss system (not part of this component design) is always required. ����A�P,g11 A,,,41����i No 39380 , wXz o� s`S�ON A ��%%`, inn Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103a015 BEFORE USE. Design valid fog 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 designs Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for MiTek' always requi{ed 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/7P11 Quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job r Truss Truss Type Qly Ply Gambina T13978615 J35740 � ZEJ76 Jack -Open 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:46:54 2018 Page 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-1 BSORiG?ArPXQeOnOaBiEmQQXlgxwEZbPU?uuhzlgel i 2-12-2 5-8-4 1 2-10-2 2-10-2 2> 3x6 = Scale = 1:22.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 I Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.05 4-5 >999 240 MT20 244/190 TCDL 15.01 Lumber DOL 1.33 BC 0.62 Vert(CT) -0.11 4-5 >591 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.09 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 24 lb FT = 0% LUMBER- IBRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.2 *Except* 2-5: 2x4 SP No.3 REACTIONS. (lb/size) 3=243/Mechanical, 4=54/Mechanical, 5=297/Mechanical Max Horz 5=187(LC 8) Max Uplift 3=214(LC 8), 5=-32(LC 8) Max Grav 3=246(LC 13). 4=108(LC 3), 5=Ztll C 1) FORCES. (lb) -I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; End, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has (been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. trll11 111 1111111 j 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 3 and 32 lb uplift at 5. % A, A",,�� e joint 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 % , ��` �. �� G E N S�.; 92/ too sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. No 39380 A��,% n [it Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: nnf3" AwARNING � verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111711.7473 rev. 1010312015 BEFORE USE. Design valid tot 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 designs Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requited 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 Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job a Truss Truss Type Qty Ply Gambino T13976616 J35740 ZEJ11 Jack -Closed 15 1 ' Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:51 2018 Page 1 ID:AfVLDpinWcv4OYey8eXuLCzJuot-dcmFohD7tw1 zZAfCjRe?d8ova5eUkp18j WmEHMzlgeo 1 6-12 5-7-8 11-M 11-12 1 4-0-12 5-4-8 4 5 Scale = 1:31.3 1-3-12 0!3 9-54 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 1 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.15 7-8 >727 240 MT20 244/190 TCDL 15.0 1 Lumber DOL 1.33 BC 0.67 Vert(CT) -0.30 7-8 >369 180 BCLL ' 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 59 lb FT = O% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 7=503/Mechanical, 8=69010-6-0 Max Horz B=381(LC 8) Max Uplift 7=293(LC 8), 8=-208(LC 8) Max Grav 7=511(LC 13). 8=690(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=328/0, 2-3=-285/0 BOT CHORD 7-8=322/434 WEBS 3-7=-453/362, 2-8=210/259, 3-8=-401/15B NOTES- 1) Wind: ASCE 7I10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Eric[!, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t tit lillill i l I fs will fit be the bottom chord and any other members. 5) Refer to for truss to truss connections. 0, A PS A q#-' B girders) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 7 and 208 lb uplift at %� ��` •. ��Ci E N S.' joint B. 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 No 3938010 sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �-10 � �► � inn 1 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: na..r sz inisz ® WARNING -�veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRekO connectors. This design is based only upon parameters shown, 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, Sufte 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambina T13978617 J35740 ZHJ3 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:56 2018 Page 1 ID:AfVLDpinWcv jOYey8eXuLCzJuot-zZa8sOHGiTfFgyX9W?EAKBVp?6ODO8xtsoU?zazlgej 4-2-12 4-2-12 3A 0 i 1-9-14 2-2-2 1 4-2-12 1-9-14 01-4 2-0-10 Plate Offsets (X.Y)— f1:0-0-5,0-0-31, f1:0-0-7.Edge1, f1:0-0-9,1-11-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 l Plate Grip DOL 1.25 TC 0.45 TCDL 15.0 Lumber DOL 1.33 BC 0.51 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x8 SP No.2 REACTIONS. (lb/size) 2=12/Mechanical, 3=-95/Mechanical, 1=70310-8-8 Max Horz 1=102(LC 8) Max Uplift 2=63(LC 21), 3=-95(LC 1), 1=-409(LC 8) Max Grav 2=52(LC 13). 3=68(LC 8), 1=703(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale: V--V DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.06 4 >774 240 MT20 244/190 Vert(CT) -0.09 4 >545 180 HOrz(CT) -0.03 2 n/a n/a Weight: 18 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7'10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl �, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 2, 95 lb uplift at joint 3 and 409 lb uplift at joint 1. 7) "NAILED" indicates 3-1Od (0.148"xV) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Waming: Additlonal permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CI SE(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=1.33, Plate Increase=1.25 Uniform Loadsl(pif) Vert: 1-2=90, 3-4=-20 Concentrated loads (lb) Vert: 6=-161(F=80, B=80) Illlulurr .,%%pMPS A. E N No 39380- 41 11111 Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav 8.2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,10.7473 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 verity 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 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 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 East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:57 2018 Page 1 ID:AfVLDpinWcv jOYey8eXuLCzJuot-Rm7X3kluTmn6H56M4ilPsP2tMW7bB15SDYVOzlgei 1-11-14 3-8� 5-2-6 7-0-2 1-11-14 1-6-3 1-9-11 A N Scale = 1:16.7 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 , Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.16 5 >498 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.21 5 >383 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.08 4 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 23 lb FT = O% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=387/Mechanical, 4=115/Mechanical, 1=447/0-3-15 Max Horz 1=167(LC 8) Max Uplift 3=220(LC 8). 4=-41(LC 8), 1=155(LC 8) FORCES. (lb) -I Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft;-B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Er i, GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 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) Bearing at joint(s) 1 considers parallel to grain value using ANSIfrPI 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 220 lb uplift at joint 3, 41 lb uplift at joint 4 and 155 lb uplift at joint 1. 8) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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=1.33, Plate Increase=1.25 Uniform Loadsi(plf) Vert: 1-6=111, 3-6=90, 4-6=20 Concentrated Loads (lb) Vert: 7=-181(F=-6, B=-175) ``,<�• • DENS' .'9?, • No 39380 � * r I On s� N AL '��,,,111 Thomas A. Alberti PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Ivlay tf,1U'Iti AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building designs Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A'Tel�" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V� 1 R 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 2.2314. Tampa, FL 36610 Job X Truss Truss Type City Ply Gambino T13978619 J35740 ZHJ5T Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:58 2018 Page 1 ID:AfVLDpinWcOOYey8eXuLCzJuot-vyhvG4JWE4vzvFhYdPGePcb8sv6Js2RAK6z61Szlgeh 2-8-11 6-0-13 2-8-11 3-4-1 Scale = 1:15.1 N n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.01 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.07 5 >949 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(CT) -0.10 5 >707 180 BCLL 0.0 Rep Stress Incr NO V 0.00 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20 lb FT = O% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=366/0-3-15, 3=295/Mechanical, 4=85/Mechanical Max Horz 1=143(LC 8) Max Uplift 1=119(LC 8). 3=-163(LC 8), 4=23(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANS11TPI 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 119 lb uplift at joint 1, 163 lb uplift at joint 3 and 23 lb uplift at joint 4. 8) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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=1.33, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=111. 3-6=90, 4-5=20 Concentrated Loads (lb) Vert: 7=-83(F=-77, B=-6) A. ENS' •. 9iji �ii J No 39380 :Xz 411 nnl► Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mg-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 desigri. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always requited 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 ANSUTPH 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 x Truss Truss Type Qty Ply Gambino J T13978620 J35740 ZHJ7 Diagonal Hip Girder 6 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Man May 7 16:46:59 2018 Page 1 ID:AfVLDpinWcwjOYey8eXuLCzJuot-08FHUQK8?01 gXPGkB7ntxg7GGJNabTPKYmifZuzlgeg 5-1-9 5-105 9-10-1 5-1-9 0-6-12 3-11-11 T JX6 II NAILtU 1X4 11 NAILtU 4 NAILED 5xlo II NAILED NAILED 3X6 - NAILED Scale=1:27.3 1-9- 5-105 9- 0- 1-9-14 -4 3-83 3-11-11 Plate Offsets (X,Y)-11:0-0-5.1-10-81.11:0-0-7.Edge1. [1:0-2-5,Edge1. [3:0-2-14.0-0-81 1 LOADING (psf) I SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.08 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.59 Vert(CT) -0.13 7 >910 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) -0.05 3 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MS Weight: 49 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x8 SP 1mo.2 REACTIONS. (lb/size) 3=162/Mechanical, 5=172/Mechanical, 1=797/0-8-8 Max Horz 1=235(LC 8) Max Uplift 3=-115(LC 8), 5=-103(LC 8), 1=-475(LC 8) Max Grav 3=162(LC 1), 5=206(LC 28), 1=797(LC 1) FORCES. (III) -, Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=352/88 NOTES- 1) Wind: ASCE 7,-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss haslbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss h s 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. ,��►I11111//��� ��wn 'PS 5) Refer to girder(s) for truss to truss connections. %.`%,' .••�G E N S ••.'92�i� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 3, 103 lb uplift at ,���� �•. joint 5 and 475 lb uplift at joint 1. N O 39380 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. •� 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. - 10) In the LOAD iCASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ' "Q LOAD CASE(S) Standard O: 4U� 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 �i T• P;•� �� �i •'•. O R X V•• Uniform Loads (plf) �% SS 7 20 O N A� .�` Concentrated Loads (lb) 1�� Vert: j3=-161(F=80, B=80) 14=84(F=42, B=42) 15=4(F=2, B=2) Thomas A. Alban[ PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: MaV 8.2018 I ' ®WARNING I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1.7473 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 requi[ed 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 1 Truss Truss Type Qty Ply Gambina T13978621 J35740 ZHJ11 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:46:56 2018 Page 1 I D:AfVLDpin Wcv4OYey8eXuLCzJ uot-zZa8sO H GiTfFgyX9 W 7 EAKBVkF6N50yitsoU 7zazl qej 5-6-5 6 6 0 10-9-15 155-3 5-0-5 0-11-111 4-4-0 4-7-4 I 5 6 Scale = 1:35.8 3x4 = NAILED 11 4x8 = NAILED 1x4 II NAILED 3x4 = NAILED - 7 NAILED NAILED NAILED Sx5 = NAILED NAILED NAILED -6 -8 6-0-0 0-9- 5 553 1-8-4 05-1% 4 4-4-0 Plate Offsets (X.Y)— 18:0-2-8.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.05 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(CT) -0.06 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WE 0.78 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-6-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2' 11: Zx8 SP No.2 REACTIONS. (lb/size) 8=1197/Mechanical, 11=1251/0-11-12 — Max Horz 11=378(LC 8) Max Uplift 8=684(LC 8). 11=-697(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=216/273, 2-3=-192/258, 34=-1066/566, 5-8=-285/227 BOT CHORD 10-11=745/1119, 9-10=746/1118, 8-9=566/944 WEBS 4-9=0/417, 4-8=1228/739, 3-11 =-1 435/627, 2-11=-440/272 NOTES- I 1) Wind: ASCE 7�10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl,, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has �been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' �►���� 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between1the bottom chord and any other members. ,��f<I ,�� S A, A�B tooj� 5) Refer to girder4s) for truss to truss connections. ��� OoP �,.�� .-*%o E N S *-' �' �• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 684lb uplift at joint 8 and 697 lb uplift at �%% '� �� joint//. 7) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) device(s) be to 250 down No 39380 �• �• or other connection shall provided sufficient support concentrated load(s) lb and 279 lb up at 12-8-12, and 250 lb down and 279 lb up at 12-8-12 on top chord. The design/selection of such connection device(s) is the of "fl responsibility others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �, 441 � LOAD CASE(S) Standard 1) DRoof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 ���`' ,* •,� R .•, � % Uniform Vert: 1i 5=90, 5-6=-30, 7-12=20 Concentrated Loads (lb) Thomas A. Albans PE No.39380 Vert: 1j7=172(F=86, B=86) 18=-336(F=-168, B=168) 19=1 61 (F=-80, B=-80) 20=84(F=42, B=42) 21=4(F=2, B=2) MIek USA, Inc. FL Cert 6634 22=58(F=29, B=29) 23=-128(1`=64, B=64) 6904 Parke East Blvd, Tampa FL 33610 Date: May 8,2018 ©WARNING .,Verify design and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 10/03a015 BEFORE USE. ' paramefers rev, Design valid for, use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design] Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. am For 4 x 2 orientation, locate plates D- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint numberwhere bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal — - Plate -Connected -Wood Truss -Construction: DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 BOTTOM CHORDS 3 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I ❑ bracing should be considered. W O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 8 7 6 5 I 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 0 MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 10/0312015 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSUTPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specked. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words — and -pictures) before use. Reviewing pictures alone - is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. J"Jb Truss Truss Type City Ply Gambino T13976695 J35736 j FL03 Floor Girder 1 1 Job Reference (optional) East coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 zuin Mi i ex industries, inc. Mon May / io:va:zo zutn rage i I D:EOG l lVsE17kgBBfMv5Z2e7zJgZY-D7gXrSmObK70XGGOvwARL6AARAAbpK7p7T4OiRzlgcO 0-1-8 0-4-4 7-1 , 1:3& 1-3-0 „ 2-0-0 1-5-0 , 2-4-8 H°F--� H F--T-�,� ��,� , 2.4-12 „ 2-0-0 „ 1-11� �� Scale=1:45.5 A AA'' MSH426 I 3x3 111 3x6 = N A' �a `St Lucie 1x4 I �oui7�6`a StFILE County (1) Pb 4x6 = 1x4 11 - - - - 3x3 - 1x4 11 3x3 - 1x4 11 4x10 3x6 FP L�/ II 1x4 II 4x6 - 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 I N 29 28 27 26 25 24 •23 22 21 20 19 18 17 4x6 = 3x3 = 3x3 = 1x4 11 3x6 = 3x3 I 4x8 = 3x6 FP = 3x3 = 3x3 = 4x8 = 3x3 II 4x6 11-1 45� 55 4 6S� 10-71 18-1-8 19-1 8 0-1 8 27-3-12 11-12 35-8 1-0-0 1-0-0 4-2-0 7.6.4 1-0-0 1-0-0 7-2-4 Plate Offsets (X.Y)- f1:0-1-8.0-1-81. fl:Edge.0-1-81. f29:Edge.0-1-81 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 0.90 Vert(LL) -0.18 18-19 >999 360 MT20 244/190 TCDL 15.6 Lumber DOL 1.00 BC 0.79 Vert(CT) -0.28 18-19 >722 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.02 17 n/a n/a BCDL 10.0, Code FBC2017/TPI2014 Matrix-S Weight: 168 lb FT = 0%F, 0%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* except end verticals. 17-21: 2x4 SP NoA (flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 1-3-4 except Qt=length) 17=Mechanical, 23=0-8-0. (lb) - Max Uplift All uplift 100 lb or less at joints) except 29=-1000(LC 13) Max Grav All reactions 250 lb or less at joints) except 17=994(LC 5), 23=1889(LC 4), 28=1960(LC 13), 28=1756(LC 1) FORCES. (lb)1- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD , 1-29=0/919, 16-17=-982/0, 1-2=0/463, 2-3=0/449, 3-4=0/449, 4-5=-506/256, 5-6=-506/256, 6-7=-329/409, 7-8=-329/409, 8-10=-665/0, 10-11=-665/0, 11-12=-2016/0, 12-13=-2016/0, 13-14=-2016/0, 14-15=-1187/0, 15-16=-1187/0 BOT CHORD 27-28=449/0, 26-27=-268/313, 25-26=-256/506, 24-25=-256/506, 23-24=-1058/0, 22-23=105810, 20-22=0/1503, 19-20=0/2016, 18-19=0/1791 WEBS 12-20= 313/0, 8-23=1832/0, 1-28=952/0, 8-22=0/1709, 10-22=-285/0, 11-22=-1099/0, 11-20=0/723, 16-18=0/1470, 15-18=-313/0, 14-18=-762/0, 14-19=0/384, 2-28=-818/0, 4 NOTES- 3-27-0/256, 4-27=60310, 4-26=0/332, 8-24=0/909, 6-24=-440/0 ,,,,�OPQv I N• 1) Unbalanced floor live loads have been considered for this design. ,�� , ••�� Ci 2) Plates checked for a plus or minus 0 degree rotation about its center. i 3) Refer to girder(s) for truss to truss connections. No 6 81 82 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1000 lb uplift at joint 29. 5) 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. 6) CAUTION, Do not erect truss backwards. 7) Use USP MS 426 (With 16d nails into Girder B 16d nails into Truss) or equivalent at 1-5-0 from the left end to connect truss(es) to O S 70 OF : �QJ Z. back face of op chord, i ,(� •..�` Q. 8) Fill all nail hones where hanger is in contact with lumber. �� •'• Q R \ Q \ ��� 9) In the LOAD CASE(S) d section, loads applied to the face of the truss are noted as front (F) or back (B). ,����ss �Q N A` ``� % LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Joaquin Velez PE No.68182 Uniform Loads (plf) MTek USA, Inc. FL Cert 6634 Vert: 17-29=20, 1-16=-110 6904 Parke East Blvd. Tampa FL 33610 Concentrated Loads (lb) Date: Vert:2=333(B) May 8,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �w 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 requfied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stofage, 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 hob Truss Truss Type Qty Ply Gambina T13978696 J35736 FL04 Floor 1 1 Jab Reference (optional) cast I .d.' r [Uss, rl. rivi0 , rL JRy90 1-3� 1-M� � 2�-0 1-5-0 � 2� -4� i 3x3 II 3.3 = 1.4 II 3x3 = 1x4 II 4x10 = 1x4 II 1 2 3 4 5 6 7 25 24 23 22 21 20 19 3x6 = 3x3 = 1x4 II 3x6 = 3x6 FP = 4x8 = 3x3 11 LOADING (p: TCLL 4C TCDL 15 BCLL 0 BCDL 10 LUMBER - TOP CHORD BOTCHORD WEBS REACTIONS. FORCES. (I TOP CHORD BOTCHORD WEBS SPACING- 2-0-0 CSI. Plate Grip DOL 1.00 TC 0.63 Lumber DOL 1.00 BC 0.98 Rep Stress ]nor YES WB 0.80 Code FBC2017/TPI2014 Matrix-S B.ZIu s reD 1Z Zuiu MI I eK mOustrles, Inc. Mon May / 16:49:Y6 ZU1U Page 1 ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY-hJOw2omOMdFH8QrCSehguKjQPZSyYnYyM7pxEtzlgcN ,i 2-4-12�i 2-0-0 I, 1i 1� Scale=1:43.1 1x4 II 3x4 = 3x6 FP= 1x4 II 3x3 = 1x4 II 4x6 = 8 9 10 11 12 13 14 d N 18 17 16 15 3x3 = 3x3 = 4x8 = 3x3 II DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.1916-17 >999 360 MT20 244/190 Vert(CT) -0.2916-17 >689 240 Horz(CT) 0.03 15 n/a n/a BRACING- ?x4 SP No.2(flat) TOP CHORD ?x4 SP No.2(flat) ?x4 SP No.3(flat) BOTCHORD (lb/size) 25=428/Mechanical, 15=996/Mechanical, 21=1891/0-8-0 Max Grav 25=509(LC 10), 15=1019(LC 7), 21=1891(LC 1) • Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 14-15=-1005/0, 2-3=-511/0, 3-4=511/0, 4-5=-354/185, 5-6=-354/185, 6-7=-849/0, 7-8=849/0, 8-10=-2121/0, 10-11=-2121/0, 11-12=-2121/0, 12-13=-1219/0, 13-14=1219/0 24-25=0/311, 23-24=0/511, 22-23=0/511, 21-22=-824/0, 19-21=824/0, 18-19=011654, 17-18=0/2121, 16-17=0/1857 10-18=-302/0, 6-21=-1835/0, 2-25=525/0, 2-24=-45/350, 6-22=0/964, 4-22=-526/0, 6-19=0/1685, 7-19=-282/0, 8-19=-1073/0, 8-18=0/715, 14-16=0/1510, 13-16=-316/0, 12-16=-804/0, 12-17=0/444 Weight: 150 lb FT = 0%F, 0%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- i - 1) Unbalanced floor 2) Plates checked live loads have been considered for this design. for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. �� P U I N %Q 4) Recommend Strongbacks 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. io be attached to walls at their outer ends or restrained by other means. , .•..... IV..5' •• �� ��i� 5) CAUTION, Do not erect truss backwards. �, �`••,• No 68182 :-13 ' ST OF O R Q' N�4`: I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Geri 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING - I erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.1 Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing R A " is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storPge, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria,, DSB-89 and BCSI Building Component f1/f R (Tel 6904 Parke East Blvd. Safety Informal ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t Truss Truss Type Qty Ply_ Gambina T13978697 J35736 FL05 Floor 1 1 Job Reference (optional) 1-3-0 1-M ,, 2-0-0 1-5-0 �' 2i—� I 3x3 II 3x3 = 1x4 II 3x3 = 1x4 II 4x8 = 1 2 3 4 5 6 o.c,u s reo rz zu ro rv,n ex aluu5me5, inc. rv,on may t 1o:4e:zi zuits rage i I D:EOGl lVsE17kgBBfMv5Z2e7zJgZY-9WyIGBne7xN8maQPOLCvQXGWvzrUHHk6bnZUmJzigcM 2.4-12 2-M 0-9-8 , 1-11-10 �2-0-0 1-8-2 Scale=1:43.1 1x4 II 3x3 = 1x4 II 3x3 = 3x6 FP = 3x3 = 1x4 II 1x4 II 3x6 = 7 8 9 10 11 12 13 14 15 28 27 26 25 24 23 22 21 20 19 A 18 17 16 3x6 = 3x3 = 1x4 II 3x6 = 3x6 FP = 4x6 = 3x3 = 1x4 II 3x3 = 3x3 = 3x3 3x3 II 3x3 = 23-11-2 2I06-8 3-11_0-8i41_o-81_ 9.0.8 16-6-12 17-1218-6-12 19-7-5 21-8-6 22-8� 23.8$ 25-9-0 ' 2-10-8 1-0-o-ao 4z-0 7-6.4 1-o-0 1-ao 1-as 2 -1-1 1-0.0 1-114 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.19 21-22 >666 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.34 21-22 >370 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) -0.00 24 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 153 lb FT = O%F, 0%E LUMBER- IBRACING- TOP CHORD I2x4 SP No.2(flat) 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 9-15: 2x4 SP No. 1(flat) except end verticals. BOT CHORD '2x4 SP No.2(flat) `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 16-23: 2x4 SP No.1(flat) WEBS '2x4 SP No.3(flat) REACTIONS. All bearings Mechanical except Qt=length) 24=0-8-0, 19=0-1-10. (lb) - Max Grav All reactions 250 lb or less at joint(s) except 28=455(LC 5), 16=477(LC 11), 24=1723(LC 16), 19=793(LC 11) FORCES. (lb)1- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 15-16=490/0, 2-3=-406/125, 3-4=-406/125, 4-5=167/442, 5-6=167/442, 8-10=662/0, 10-11=662/0, 11-12=-313/0, 12-13=436/0, 13-14=436/0, 14-15=-436/0 BOT CHORD 27-28=-10/270, 26-27=125/406, 25-26=125/406, 24-25=1097/0, 22-24=-1097/0, 21-22=0/638, 20-21=0/662, 19-20=0/662, 18-19=0/313, 17-18=0/436 WEBS 11-20=0/281, 14-17=-318/0, 6-24=1681/0, 6-25=0/1037, 4-25=-659/0, 6-22=0/1289, 7-22=258/0, 8-22=-665/0, 12-19=-337/132, 12-18=-41/360, 11-19=-855/0, 15-17=0/618, 2-28=-456/17 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 19. 5) "A" indicates Released bearing: allow for upward movement at joint(s) 19. 6) 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) CAUTION, Do not erect truss backwards. `,,`%IIIIIIIIIl1jpI %PQUIN v4-, GENS���,,�: i No 68182 r �:, ST OF :411 00 OR 11111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING - verify design READ NOTES ON THIS AND INCLUDED parameters and M/TEK REFERENCE PAGE 11111.7473 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 property Incorporate this design into the overall building design j Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and bracing permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 aiob 4Truss Truss Type Oty Ply Gambino T13978698 J35736 FL06 Floor 4 1 Job Reference (optional) was coos• na..' od ry s rub iz Gv ro con r arc rrruUsures, inv. wrun May r 16:49:28 2018 rage 1 ID:EOG1 NsE1?kgBBfMv5Z2e7zJgZY-diVgTToHuFV?Ok?ba3j8zlojUN8cOeUFpR121mzlgcL 2-" 1-5-0 2-0� 1i 8-0 0.0 Scale=1:34.4 4x8 = 1x4 I I 4x4 = 1x4 11 3x3 = 3x3 = 1x4 I1 3x6 FP = 4x4 = 1x4 II 3x6 = 2 3 4 5 6 7 8 9 10 11 21 N 3x3 I 4x10 = 3x8 M18SHS FP = 3x6 = 1x4 11 1x4 11 3x6 = 4xl0 = 3x6 = 9-2-0 10-2-0 20-M 9-2-0 111-2-0 1-0-0 1-0-0 9-0-8 Plate Offsets (X.Y1— fl:Edge.0-1-81, f11:0-3-O.Edgel, 121:0-1-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.22 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.33 14-15 >736 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.07 12 n/a n/a BCDL 10.6. Code FBC2017/TPI2014 Matrix-S Weight: 123 lb FT = O%F, O%E LUMBER- IBRACING- TOP CHORD �x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) *Except* I12-18: 2x4 SP No.1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 20=1326/Mechanical, 12=1319/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=1312/0, 11-12=-1304/0, 1-2=1636/0, 2-3=1636/0, 3-4=-3372/0, 4-5=3372/0, 5-6=3579/0, 6-7=3389/0, 7-9=3389/0, 9-1 0=-1 669/0, 10-11=-1669/0 BOT CHORD 17-19=0/2679, 16-17=0/3579, 15-16=0/3579, 14-15=0/3579, 13-14=0/2701 WEBS 1-19=0/2028, 2-19=-312/0, 3-19=-1315/0, 3-17=0/874, 4-17=283/42, 5-17=644/75, 11-13=0/2015, 10-13=-313/0, 9-13=1302/0, 9-14=0/867, 7-14=-301/12, 6-14=-595/95 Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- I 1) Unbalanced floor live loads have been considered for this design. 2) All plates areIMT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girders) for truss to truss connections. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. PCIU I N V '�.. i No 68182 ST OF Z 400N Ak_ SA** Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARN/NG - 1Verify design and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 10103/2015 BEFORE parameters rev. 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 chard members only. Additional temporary and permanent bracing MiTek' I always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criterla,.DSB-89 and BCSI Building Component safety InformaIklon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 i Job r1 Truss Truss Type Qty Ply Gambina T13978699 J35736 FL07 Floor 6 1 Job Reference (optional) r=aar �.vam „ r,. r,c,w, ra_ ova•ru a.G Iv s r-eo lz zuIo ivii I eK mousUles, Inc. mon may / lo:4v:ztf zU1tf Yage 1 ID:EOG1 NsE1?kgBBfMv5Z2e7zJgZY-diVgTToHuFV?Ok?ba3j8zlokaN9XOfkFpR121mzigcL 2-4-8 L 15- 2-0-0 1 Scale = 1:33.9 4x4 = 1x4 II 4x4 = 1x4 II 3x3 = 3x3 = 1x4 II 3x6 FP = 1x4 II 48 = 14x8 = 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 3x3 II 4x10 = 3x8 M18SHS FP = 3x6 = 1x4 II tx4 11 3x6 = 9-2-0 i 10-2-0 11-2-0 20�-0 9-2-0 1-0-0 1-0-0 9-2-0 13 12 4x10 = 3x3 II 0 d N LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) -0.19 16-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.91 Vert(CT) -0.30 16-17 >805 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 119 lb FT = O%F, 0%E LUMBER- iBRACING- 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` except end verticals. 12-18: 2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 20=1305/Mechanical, 12=1305/Mechanical FORCES. (lb),- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=1291/0, 11-12=-1291/0, 1-2=1608/0, 2-3=1608/0, 3-4=-3293/0, 4-5=3293/0, 5-6=3469/0, 6-7=3293/0, 7-8=3293/0, 8-10=1609/0, 10-11 =-1 609/0 BOT CHORD 17-19=0/2625, 16-17=0/3469, 15-16=0/3469, 14-15=0/3469, 13-14=0/2625 WEBS 1-19=0/1993, 2-19=312/0, 3-19=-128310, 3-17=0/843, 4-17=-287/32, 5-17=597/99, 11-13=0/1993, 10-13=-312/0, 8-13=1282/0, 8-14=0/842, 7-14=287/32, 6-14=-598/99 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates areIMT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girders) for truss to truss connections. 5) Recommend'2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PQU I N No 68182 0 : cc : 3' ST OF '4U Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING. iVerl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. • Design valid fort 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 1 Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeiC" is always requlr�d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Informal Ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 dab ` Truss Truss Type Qty Ply Gambino T13978700 J35736 FL08 Floor 7 1 Job Reference (optional) east toast r rust , rt. rren:e, rL 09a40 , 2.4-8 I o.z-iu s rev 1z zu to Iv9I eK inuustngs, Inc. ivion may r lo:4y:zu zU to rage 7 ID:EOG1NsE17kgBBfMv5Z2e7zJgZY-5u32hppv(Yds7tan6mENVyLtvnVZ18NP252brCzlgcK 2-3 2-0-0p 2-74 .--.=128.9 15 14 13 12 11 10 9 3x3 II 4x8 = 3x3 = 3x3 = 3x8 M18SHS FP = 4x8 = 3x3 I 7.64 , 8-6-4 9-6-0 174-8 7-5-4 1-0-0 1-0-0 7-10.4 Plate Offsets (X.Y)— T1:Edge.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.25 10-12 >831 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.38 10-12 >539 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.04 9 n/a file BCDL 10.0 I Code FBC2017/rP12014 Matrix-S Weight: 99 lb FT = 0%F, 0%E LUMBER- I �2x4 BRACING - TOP CHORD SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) *Except* except end verticals. 111-15: 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing: 10-12. REACTIONS. (lb/size) 9=1113/Mechanical, 15=1113/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=1098/0, 8-9=1 103/0,1-2=1346/0, 2-3=1346/0, 34=2539/0, 4-5=2539/0, 5-6=2539/0, 6-7=1350/0, 7-8=1350/0 BOT CHORD 13-14=0/2110, 12-13=0/2539, 10-12=0/2114 WEBS 4-13=-295/0, 5-12=259/0, 1-14=0/1667, 2-14=-315/0, 3-14=964/0, 3-13=01717, 8-10=0/1672, 7-10=303/0, 6-10=-964/0, 6-12=0/691 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates area MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girde'r(s) for truss to truss connections. 5) Recommend 2x6 stro gbacks on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. p,QU 1 N Strongbacks to be attached to walls at their outer ends or restrained by other means. �, ,O ,•� C E N No 68182 � O: ST OF s'9/0 N A ,`�� un1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I.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 ahvaya requl' for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambino T13978701 J35736 FL09 Floor 1 1 Job Reference (optional) test l:oast I rus{s, Ft. merCe, t-L 34114b I 0-1-8 H 13 3x6 = 1 3x6 = Doi 5x5 = 1x4 II 2 3 tj.Z1u s Feb 1Z Z018 Mi I eK InOUstnes, Inc. Mon May 7 16:49:30 ZU18 Page 1 ID:EOG1 NsEl?kgBBfMv5Z2e7zJgZY-a5dQu9pXQsljdl9_hUIc2AugOB?JUiyYHln9NezlgcJ 0�� 1x4 II 5x5 = 4 5 3x6 = 6 Q, 3x3 = 11 10 9 8 7 Scale: 3/4"=1' 3x6 = 1 3x3 II 2-9-0 6-0-0 8-7-8 2-9-0 3-3-D 2-7-8 Plate Offsets (X:Y)— r2:0-1-8.Edge1, r5:0-1-8.Edge1, r9:0-1-8.Edgel, r10:0-1-8.Edael, rl3:0-1-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.6 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.02 10 >999 360 MT20 244/190 TCDL 15.Oi Lumber DOL 1.00 BC 0.31 Vert(CT) -0.03 10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.00 7 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix-S Weight: 63 lb FT = O%F, O%E LUMBER- BRACING - TOP CHORD 2.4 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. ;(Ib/size) 12=533/0-7-4, 7=540/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=512/0, 6-7=519/0, 1-2=562/0, 2-3=577/0, 3-4=577/0, 4-5=577/0, 5-6=555/0 BOT CHORD 10-11=0/562, 9-10=0/577, 8-9=0/555 WEBS 2-11=338/0, 5-8=357/0, 1-11=0/676, 6-8=0/688, 2-10=89/305, 5-9=-67/327 NOTES- I 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. ��111111!!� %%" PQU I N V .•DENS No 68182 ST OF :�1/� 9/ O N A�����, Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING - edfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. i Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storege, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty, Ply Gambina T13978702 J35736 FL10 Floor 6 1 Job Reference (optional) I 2-4-8 4x6 = _ 1 x4 I I 1 2 15 14 3x3 II 4x8 = 7-6-4 o.c ru s rau is cu ro wn i aK muusmes, mc. mon may r Io:4-dmu ZU1tt rage 1 ID: EO G 1 lVsE l?kgBBfMv5Z2e7zJgZY-a5dQu9pXQslj d l9_hUlc2Au4QBtN UbwYHln9NezlgcJ I 23.4 i 2i -0-0 I i 2-3-4 Scale=1:28.4 3x4 = 1x4 II 1x4 II 3x4 = 1x4 II 46 = 3 4 5 6 7 8 13 12 11 10 3x3 = 3x3 = 3x6 FP = 4x8 = 8-6-4 , 9.6-4 17-0-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.21 10-12 >962 360 TCDL 15.0 Lumber DOL 1.00 BC 0.82 Vert(CT) -0.31 10-12 >652 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER- I BRACING- PLATES GRIP MT20 244/190 9 3x3 11 Weight: 98 lb FT = 0%F, 0%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 12x4 SP No.2(flat) *Except* except end verticals. 11-15: 2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 9=1091/Mechanical, 15=1091/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=1078/0, 8-9=1078/0, 1-2=1318/0, 2-3=1318/0, 3-4=2439/0, 4-5=2439/0 5-6=2439/0, 6-7=-1318/0, 7-8=1318/0 BOT CHORD i 13-14=0/2052, 12-13=0/2439, 10-12=0/2052 WEBS 4-13=-276/0, 5-12=275/0, 1-14=0/1633, 2-14=-312/0, 3-14=927/0, 3-13=01666, 8-10=0/1633, 7-10=313/0, 6-10=-927/0, 6-12=0/666 NOTES- I 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommend 12x6 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. , `% Pp.. .�J� ' G. E INS • F� i�i� No 68182 :X= -�3:. S OF �44/ ONAX- Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7477 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.1 Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is for MiTek° always required stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 I ob t Truss Truss Type Qty Ply Gambino T13978703 J35736 FL11 Floor 4 1 Job Reference o tional tea„ �0o„ r • ...... 6.210 s Feb is zu i8 Mi t ex mausmes, inc. Mon May 118:49:3i 2u18 Page 1 ID:EOG1 NsE1?kgBBfMv5Z2e7zJgZY-2HBp6Vg9BAtaFBkAFBGrbNQAGaBpD4nUPXiv5zlgcl 0-1-8 Fi 2.4-8 2-5-8 2-0-0 2-3-4 Scale = 1:24.7 4x6 = 3x6 = tx4 II 3x4 = 1x4 II 3x3 = 1x4 II 4x6 = 1 2 3 4 5 6 7 14 d N 3 G 12 11 10 9 8 3x6 = 46 = 1x4 II 3x3 = 4x8 = 3x3 I 7-5-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lld PLATES GRIP TCLL 40.Q Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.24 9-10 >749 360 MT20 244/190 TCDL 15.0, Lumber DOL 1.00 BC 0.93 Vert(CT) -0.38 9-10 >460 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.02 8 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix-S Weight: 89 lb FT = 0%F, 0%E LUMBER- I BRACING - TOP CHORD �x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing: 11-12. REACTIONS. (lb/size) 13=946/0-7-4, 8=953/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD , 1-13=917/0, 7-8=-947/0, 1-2=1121/0, 2-3=1121/0, 3-4=1820/0, 4-5=1820/0, 5-6=1137/0, 6-7=-1137/0 BOT CHORD 11-12=0/1820, 10-11=0/1820, 9-10=0/1685 WEBS 1-12=0/1352, 2-12=325/0, 3-12=918/0, 7-9=0/1409, 6-9=299/0, 5-9=691/0, 5-10=0/380 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommend x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1od (0.131"X T) nails. Strongbacks o be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. I ,`t11►1tu1111r � %% PQU I N VET No 68182 �:41J = OF Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING - Verily 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 Ind ivldual building component, not " a truss system. use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Is �efore Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing for /l'Tel." always required fabrication, storage, Safety Informatlon stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M V� 6 R 6904 Parke East Blvd. Tampa, FL 36610 I Job 1 Truss Truss Type Qty Ply Gambina T13978704 J35736 FL12 Floor 1 1 Job Reference o tional — —.1 1 I.T, I .. I I—, I � 0-1-8 o.c w s rcu rz zv io rvu r en muusnies, inc. rvion may r io:va:az zulo rage 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-VVnBJrrnyT?QsLJMpuo47bzNG_XFyVJrk3GFRXzlgcH = 1:24.7 3x6 = j 4x8 = 3x6 = 4x4 = 4x6 = 3x3 II 10-11-2 11-11-2 12-11-2 14-11, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.16 11-12 >999 360 MT20 244/190 TCDL 15.6 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.26 11-12 >679 240 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.03 9 n/a n/a BCDL 10.IJ Code FBC2017/TPI2014 Matrix-S Weight: 1.11 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 12x4 SP No.2(flat) except end verticals. WEBS l2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=953/0-7-4, 9=953/Mechanical FORCES. (lb),- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=937/0, 8-9=979/0, 1-2=-1185/0, 2-3=1184/0, 3-4=1976/0, 4-5=-1976/0, 5-6=1182/0, 6-7=-1182/0 7-8=118210 BOT CHORD 12-13=0/1748, 11-12=0/1685, 10-11=011182 WEBS 6-11=011214, 7-10=997/0, 1-13=0/1434, 2-13=308/0, 3-13=-703/0, 3-12=0/284, 4-12=-268/0, 5-12=0/379, 5-11 =-1 366/0, 8-10=0/1648 I NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommendl2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks o be attached otheir outer ends or restrained by other means. 5) CAUTION, Doof erect trussbackwards. 001 N No 68182 P'.. S T O F �41J .: •?A, P ;;� O R O �����• .sS 0 A i���,`,• N rnn Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK 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 ��• I 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 WOW 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 Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 1 Truss Truss Type Qty Ply Gambino T13978705 J35736 FL13GE Floor Supported Gable 1 1 Job Reference (optional) GGM V .1 I IuJJ, rl. "U,—, rL JYDYo ov 3x3 I I 3x6 = 1x4 II 1x4 II 1x4 II 1x4 II 1 2 3 4 5 22 21 20 19 18 3x6 = 1x4 II 1x4 II 1x4 II 1x4 II O.z l u J reu I G N 10 IVI1 I UK InouSllleS, Inc. Mon n1lay IF 10AU:JL Lo 10 rage -I ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-WTIBJrmyT?QsLJMpuo47bzZM_kFyhOrk3GFRXzlgcH 0" Scale = 1:22.1 3x3 II 1x4 II tx4 II 1x4 II 1x4 II 1x4 II US = 6 7 8 9 10 11 17 .16 15 14 13 12 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 3x6 = 13-6-8 0 d N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.01 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 78 lb FT = O%F, 0%E LUMBER- I 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 Lerticals. WEBS `2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 13-6-8. c (lb) - Max Grav All reactions 250 lb or less at joint(s) 22, 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb); Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Gable requires continuous bottom chord bearing. 3) Truss to be frilly sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommendl2x6 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 ♦``IIIIIIIIIII��I ♦♦` i N No 68182 : 3 ' ST OF :•4/Z P,��. .,�1#11 /0 N A` IE�♦♦ Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING - IVerfl y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not• a truss s,:tem.�Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing Welk' always requi ad 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 ob ` Truss Truss Type Qty Ply Gambino T13978706 J35736 FL14 Floor 4 1 Job Reference (optional) cd5l l Vdbl I[U. b, rl. rlerlltl, rL0 V40 0-1-8 Fi 2-4-8 3x8 = 3x6 = 1x4 II 1 2 fl 6.Z I s reD IZ zui6 MI I eK mDusines, Inc. Mon May I i6:4v:33 zuiD rage i ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-_fJZWBsPin7HUVuZNcJJgoWdHOyFh?r _zj0p_zzlgcG 0,1 8 Scale—1.22.1 5x5 = 5x5 = 3x8 = 1x4 II 1x4 II tx4 II 3x6 = 3 4 5 6 7 8 3x6 = 4Xb = 5x5 = 5x5 = 4x6 = 3x6 = 5-94 1 6-9-4 7-9-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.d Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.08 12-13 >999 360 TCDL 15.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.10 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.02 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER- I BRACING- PLATES GRIP MT20 244/190 Weight: 88 lb FT = O%F, 0%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 12x4 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) 14=849/0-7-4, 9=849/0-7-4 FORCES. (lb).- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=828/0, 8-9=828/0, 1-2=1006/0, 2-3=1006/0, 3-4=-1484/0, 4-5=1484/0, 5-6=1484/0, 6-7=1006/0, 7-8=1006/0 BOT CHORD 12-13=0/1438, 11-12=0/1484, 10-11=011438 WEBS 4-12=396/81, 5-11=396/81, 1-13=0/1213, 2-13=-321/0, 3-13=-545/0, 3-12=78/499, 8-10=0/1213, 7-10=321/0, 6-10=545/0, 6-11=-78/499 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates check�d for a plus or minus 0 degree rotation about its center. 3) Recommend I2x6 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. ,.' %%J11111111",11 �% PQU i N V F< •,,� % ��• '(,•ENS No 68182 to ' S OF • ,;� N A, 1�,`�� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING -I 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 MTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. 1 Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building designl 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/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. 1 Tampa, FL 36610 Job Truss Type Qty Ply Gambino Tnss T13978707 J35736 Floor 1 1 Job Reference (optional) i 2-4-8 O.ZIU s reo -IZ ZUI0 ml leH Inausines, Inc. mon may / 1b:49:34 zuitf vage 1 ID:EOG1IVsE1?kgBBfMv5Z2e7zJgZY-SstxkXt1T5F86fSlwJ4YCO2o5oIfQSo8CNIM WPzlgcF OF" 2-0-0 0I—� 1.6-14 p-�Q 1^ �2-8 i 1-2-B 1-1-0 0 1 r, �—1 �� l� l—� �� l-f6 Scale = 1:34.4 6X6 = 6x6 = 3x6 = 3x6 = 3x6 = 1x4 II 1x4 II 1x4 II 1x4 II 4X6 = 3x6 FP = 1x4 II 1x4 II 1x4 II 1x4 II 3X6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 •ice -��—,. •' aei .II Ytttttttttttt tttt-�I_-\�-Y-Y�Yt•.i w�=�' ", II. ,►`A% ,.�w�• ■e�� �.� 1 ? %tea 1 '��-Y�Y 1 �.�. w III 3X3 II 3x8 = 3X6 FP= 6X6 = 6x6 = 4x6 = 3x6 = 3X3 II 1X4 II 1x4 II 3x3 = 3x6 = 1x4 II 13-0-2 14-8-8 14-dP-0 2048-8 13-0-2 18-0 0-1-8 5-10-8 Plate Offsets (X.Y)— 124:0-1-8.Edgel. 125:0-1-8.Edgel. 129:0-1-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL) -0.06 25-27 >999 360 TCDL 15.6 Lumber DOL 1.00 BC 0.54 Vert(CT) -0.10 25-27 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.01 16 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-S LUMBER- I BRACING - PLATES GRIP MT20 244/190 Weight: 135 lb FT = 0%F, 0%E TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 12x4 SP No.2(flat) except end verticals. WEBS I2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-0-0 except Qt=length) 28=0-4-8, 22=0-8-0. (lb) - Max Uplift All uplift 100 lb or less atjoint(s) except 16=139(LC 8). 21=317(1_C 8). 21=173(LC 1) Max Grav All reactions 250 lb or less atjoint(s) 16, 21, 18, 19, 20 except 28=776(LC 3), 22=1440(LC 8). 17=396(LC 8) FORCES. (lb)i- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-28=757/0, 1-2=882/0, 2-3=-882/0, 3-4=1210/0, 4-5=1210/0, 5-6=-1210/0, 6-7=-614/01 7-8=-614/0, 8-10=0/586 BOT CHORD 25-27=0/1213, 24-25=0/1210, 23-24=0/1136, 22-23=586/0 WEBS 5-24=-40810, 8-22=-990/0, 10-21=-149/325, 1-27=0/1093, 2-27=-319/0, 3-27=-417/0, 8-23=0/1245, 7-23=29210, 6-23=-663/0, 6-24=01511, 10-22=-634/0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 16 and 317 lb uplift at joint 21. 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. 5) CAUTION, Do not erect truss backwards. I N i oo No 68182 S OF :�41J nnl Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6.904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING -(Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1e/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always requlSed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component,; Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 1 Job Truss Truss Type Qty Ply [Gambina T13978708 J35736 FL16GE Floor Supported Gable 1 1 Reference (optional) 1—.11,. Imo, 07j48 i 2 o.z iu s reu rz zu ro rvu i ex mausmes, inu. mon may r -r o:4yso zuio rage i ID:E0G1NsE1?kgBBfMv5Z2e7zJgZY-w2QJxttgEON?jot xU1 LnIDb4aCm192kHQ1 Vv2szlgcE = 1:19.2 3x6 = 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) TCDL 15.0 Lumber DOL 1.00 BC 0.02 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) BCDL 10.0 Code FBC2017/TP12014 Matrix-R LUMBER- i BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS i2x4 SP No.3(flat) BOT CHORD OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 11-7-12. (lb) - Max Grav All reactions 250 lb or less atjoint(s) 20, 11, 19, 18, 17, 16, 15, 14, 13, 12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown in (loc) I/defl L/d PLATES GRIP n/a n/a 999 MT20 244/190 n/a n/a 999 0.00 11 n/a n/a Weight: 68 lb FT = 0%F, 0%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend I2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 0 d N 11111111111I PpUIN V �1�i,� G�E N F .� No 68182 0o:. ST OF .:�4U ,.off O R ONA, Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARN/NG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design valid for,, use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design 1 Bracing Indicated is to buckling Individual prevent of truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability to ivi iTek° and prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storpge, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component Safety Informal Ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job 1 Truss Truss Type City Ply Gambino ' T13978709 J35736 FL17 Floor 1 1 Job Reference o tional ----------- ._.._.__,._,,.,,-,,, o.c,u„rum ,ccv,orvu,enmuubu,es,Inc. ,v,oniv,ay I im,4w:0ozuits vagei ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-OE_i9DNl?NsLyc72ks01R81 Ubu_uMYRfhETblzlgcD 1 i1 2-8 1-2-8� 1-2-8 -h8 2-1-0 ; , 2-041 I 1-7-0 24-8 Scale = 1:26.0 I 3x3 II 1x4 II tx4 II 1x4 II 1x4 II 1x4 II 3x3 = 1x4 II 3x6 = 1 2 3 4 54x6 = 6 7 8 9 10 3x3 II 1x4 II 1x4 II 3x3 II 4x4 = 3x3 = 3x6 = 3x3 II 1x4 II 4-6-0 4,7r8 6-10-0 7-10-0 8-10-0 15-8-0 4-6-0 0-1-e 2-2A 1-0-0 1-060 6-10-0 Plate Offsets (X.Y)— 114:0-1-8.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.20 12-13 >679 360 MT20 244/190 TCDL 15.6 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.33 12-13 >400 240 BCLL 0.6 Rep Stress Incr YES WB 0.58 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 94 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3(flat) 2-2-0 oc bracing: 13-14. REACTIONS. All bearings 4-7-8 except (jt=length) 11=Mechanical. (lb) - Max Uplift All uplift 100 lbor less at joints) except 15=-103(LC 16) Max Grav All reactions 250 lb or less atjoint(s) 19, 15, 18, 17 except 11=729(LC 4), 15=433(LC 15), 16=777(LC 16) FORCES. (lb)i- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 10-11=725/0, 5-6=-933/0, 6-7=933/0, 7-8=933/0, 8-9=-833/0, 9-10=-833/0 BOT CHORD 13-14=0/933, 12-13=0/1078 WEBS 6-14=-520/0, 5-15=-593/0, 5-14=0/1210, 10-12=0/1032, 9-12=-299/0, 8-12=-309/0, 8-13=-251/30, 4-16=444/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girders) for truss to truss connections. 4) Provide mechanical truss to bearing ,J 11111111111 ���I�� IN V�� connection (by others) of plate capable of withstanding 103 lb uplift at joint 15. 5) Recommend 2x6 strongbacks, on 10-0-0 fastened ,,�%% PQU l edge, spaced at oc and 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, � ,O ; G•.•N S� 6) CAUTION, Do not erect truss backwards. No 68182 :S OF ' 4J: ,c� P \�% O R + O 411111111 lilt' Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 1010312015 rev. BEFORE USE. Design valid foruseonly 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 Incorporate this design into the ��• properly overall building design.) Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek" fabrication, storpe, delivery erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information availabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job r Truss Truss Type Qty Ply Gambino T13978710 J35736 FL18 Floor 9 1 Job Reference (optional) tasc l oast t russ, r1. rierce, r� a4a90 6.2 1u s reo iz zui6 mn etc mousmes, Inc. mon may 116:49:3f ZU16 Nage 1 I D: EOG 11VsE 1?kq B BfMv5Z2e7zJgZY-tRY4MYvwmOdjz6BKcSN FgegHw? G3dnoauL_07kzl qcC 2r4-8 1-7-0 2-0-0 1 , 1-7-0 Scale = 1:26.0 1x4 II 3x3 = 1x4 II 1x4 II 3x3 = 1x4 II 4x6 = 14x6 = 2 3 4 5 6 7 8 14 13 3x3 II 4x8 = 12 11 3x3 = 3x3 = 6-10-0 7-1. 8 6-10-0 o-00-0 1-0-010-0 1 Plate Offsets (X.Y)— 11:Edge.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 10-11 >999 360 TCDL 15.0 Lumber DOL 1.00 BC 0.81 Vert(CT) -0.22 10-11 >856 240 BCLL 0.6 Rep Stress Incr YES WB 0.70 Horz(CT) 0.03 9 n/a n/a BCDL 10.11 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING- 10 9 4x8 = 3x3 II 0 PLATES GRIP MT20 244/190 Weight: 92 lb FT = 0%F, 0%E TOP CHORD 2x4 SP N0.2(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. I REACTIONS. (lb/size) 14=1002/Mechanical, 9=1002/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=985/0, 8-9=985/0, 1-2=1194/0, 2-3=1194/0, 3-4=-2046/0, 4-5=2046/0, 5-6=-2046/0, 6-7=-1194/0, 7-8=1194/0 BOT CHORD 12-13=0/1811, 11-12=0/2046, 10-11=0/1811 WEBS 4-12=286/0, 5-11=286/0, 1-13=0/1479, 2-13=-322/0, 3-13=779/0, 3-12=0/537, 8-10=0/1479, 7-10=322/0, 6-10=-779/0, 6-11=0/537 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girders) for truss to truss connections. 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. g N ``��►11111111��' 0,PQU 1 N VFW No 68182 S OF 4U: O�. <U .• Intl Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: May 8,2018 AWARNING -I Verlfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 J t Jab t Truss Type Qty Ply Gambina JFL1s9 T13978711 J35736 Floor 9 1 Job Reference (optional) I � I 1 3x6 = o.G ru 5 rvu rG Zu I Will tlx 111uu51ne5, Inc. Ivion may I I0:'1V:JI Zu 10 rage 1 ID:EOG1 NsE1?kgBBfMv5Z2e7zJgZY-tRY4MYvwmDdjz6BKcSNFgegO??PldwpauL_07kzlgcC I 2-M 31x4 II 3x6 = Scale=1:14.0 4 8 7 6 3X3 5 3x3 = 3x3 II 3x3 II 1 6 0 2-2-10 3-0-10 4A-10 4-7� 6-1-4 0�-10 1.6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) -0.02 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.19 Vert(CT) -0.02 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 41 lb FT = O%F, 0%E LUMBER- �2x4 BRACING - TOP CHORD SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 12x4 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) 8=381/Mechanical, 5=38 1 /Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-365/0, 4-5=-365/0, 1-2=-284/0, 2-3=-284/0, 3-4=-284/0 BOT CHORD 6-7=0/284 WEBS 1-7=0/403, 4-6=0/403 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to gird4r(s) for truss to truss connections. 4) Recommend I 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks ito be attached to walls at their outer ends or restrained by other means Illlllllff�� PQIU I N V J0••'GElVS No 68182 0'• STA OF •:40441 1,�5'5+ 0 N A' 1'r-_ Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: May 8,2018 QWARN/NG -I Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system.) Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall pp p/� building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI i F Is always requited 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 ANSIITP111 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 TrussType Qty Ply TF'Lu2sOGE T1397871J35736 �,Gambina Floor Supported Gable 1 1 ob Reference o tional ...'I ... I IIUSJ, rt. rr6lutl, rL 04V40 mzlu s reD lz zuit1 Nil I eK m0ustnes, Inc. Mon May f 115:49:36 ZU76 Valle 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-Ld6SauwYXJlaaGmW99vUNsDbtPnkMPVj6?jafBzlgcB Scale = 1:28.9 3x3 II 3x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 AAA A N 28 27 26 25 24 23 22 21 20 19 18 17 16 15 3x3 II 3x3 11 LOADING (psf) TCLL 40.0 TCDL 15.6 BCLL o.6 BCDL 10.6 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep,Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.08 BC 0.02 WB 0.04 Matrjx-R DEFL. in (loc) I/deft Ud Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 15 n/a n/a PLATES GRIP MT20 244/190 Weight: 93 lb FT = 0%F, O%E i 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. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 17-4-8. (lb) - , Max Grav All reactions 250 lb or less at joints) 28, 15, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18, 17,16 FORCES. (lb)!- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) All plates arel 1x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Recommendl2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks Ito be attached to walls at their outer ends or restrained by other means. I N YE< •,,� PCIU .`� J�ENg�Fc'��.� No 68182 S OF 4U Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 10103/2015 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 building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always requli ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto�age, delivery, erection and bracing of trusses and truss systems, see ANSUTPI11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 A 4 Job Truss Truss Type City Ply Gambino T13978713 J35736 FL21 Floor 3 1 Job Reference (optional) 15 3x3 11 14 5x6 = 4x4 = 2 4x4 = 3 13 12 2x3 11 4x4 = o.c'u s reo iz zu ra Iva r ex muusmes, Inc. mon may f 1o:va:sa zuiu Page 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-ppggnEwAlduRCQLijtQkv3meSpvm5fRtLg 7BdzlgcA 2-0-0 11--0-0 0N8 3x3 = 5 10 3x4 = Scale = 1:21.3 5x6 = 4x4 = 3x6 = 6 7 9 6' 8 Q• 5x6 = 4x6 = 1E-0 4-0 0 1&-2 , 5-0-0 6.6-0 6,7,8 8-10-8 11-4-8 13-0 0 1.8-0 2-0-0 04i-0 1-0-0 1-0-0 0-18 23-0 2-6-0 1-7-8 Plate Offsets (X'.Y1— F1:Edge.0-1-81. f3:0-1-8.Edgel. 18:Edoe.0-1-81, fl2:0-1-8.Edoe1, f16:0-1-8.0-1-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl L/d PLATES GRIP TCLL 100.0; Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.25 10-11 >609 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.93 Vert(CT) -0.30 10-11 >503 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 74 lb FT = O%F, O%E LUMBER- I BRACING - TOP CHORD 2x4 SP 2850F 1.8E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP 2850F 1.8E(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 11-12. REACTIONS. (lb/size) 15=1586/Mechanical, 8=1572/0-8-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=1576/0, 7-8=155310, 1-2=-1317/0, 2-3=3170/0, 34=3519/0, 4-5=351910, 5-6=3112/0, 6-7=138310 BOT CHORD 13-14=0/2472, 12-13=0/3519, 11-12=0/3519, 10-11=0/3552, 9-10=0/2558 WEBS 1 3-12=1121802, 4-11=-390/58, 1-14=0/1862, 2-14=1717/0, 2-13=0/1176, 3-13=1494/0, 7-9=0/1857, 6-9=1746/0, 6-10=0/823, 5-10=654/0, 5-11=394/607 i NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girdelr(s) for truss to truss connections. 4) Recommend!2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. ,1111111111 i %`,,04 •aG E NV �<�� ��i No 68182 OF �/ s O R I O • • �N_� '��,5,/ON A� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNINO - �Veri/y deslgn 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job r Truss Type Qty Ply Gambina TFI'oo, J35736 FL22 9 1 Job Reference (optional) r=aa, woa� nuaa, rr. ncwo, t-L JYJ90 4x4 = 4x4 = 1 4x6 = O.LIu s reu -tz Lu-lo iva I eK Inauslnes, Inc. ivion may / lo:4e:be Lulu rage 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-ppggnEwAlduRCQLijtQkv3mc6pwJ5h_tLfT7Bdzlgr-A 2-0-0 1.6-0 o" Scale=1:18.0 1x4 II 4x4 = 4 5 4x6 = 3x6 = 6 I i i 3x4 = 13 12 11 10 9 8 6• 6• 7 d. 3x3 II -6-0 3x6 = LOADING (psf) TCLL 100.0 TCDL 15.0 BCLL 0.0 BCDL 10.17 1 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2017/iP12014 CSI. TC 0.76 BC 0.89 WB 0.72 Matrix-S DEFL. in Vert(LL) -0.12 Vert(CT) -0.14 HOrz(CT) 0.02 (loc) 11defl L/d 8-9 >999 360 8-9 >897 240 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 63 lb FT = 0%F, 0%E LUMBER- I BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No. 1(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) 13=1336/Mechanical, 7=1322/0-8-0 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=1325/0, 6-7=1311/0, 1-2=1075/0, 2-3=2412/0, 3-4=2532/0, 4-5=253210, 5-6=1120/0 BOT CHORD 11 -1 2=0/2014, 10-11=012532, 9-10=0/2532, 8-9=0/2043 WEBS 3-10=364/360, 4-9=-446/0, 1-12=0/1520, 2-12=1396/0, 2-11=0/780, 3-11=840/120, 6-8=0/1500, 5-8=1372/0, 5-9=0/949 NOTES- 1) Unbalanced Floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Recommend'2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `` ,'� �� ♦♦ 5) CAUTION, Do not erect truss backwards. i No 68182 E OF .:�41J: '♦♦SS�O N AL E00 a����+ Joaquin Velez PE No.68182 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing M iTeiC° I always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Informs Itlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 'Job i Truss Truss Type Qty Ply Gambino T13978715 J35736 � FL23 Floor Girder 1 1 Job Reference teotionall East Coast Truss, FL Pierce, FL 34946 8.210 s Feb 23 2018 MiTek Industries, Inc. Tue May 8 10:17:15 2018 Page 1 ID:E0G1NsEt?kgBBfMv5Z2e7zJgZY-giQ2uCZ9SYmPxH7SR3uglyz?YGvutHUrFjWhz3zlc81 0-11-8� V11 , 1-3-0 1-4.8 2-0-0 , i 1-6-0 0" THA426 2x3 II 1x4 II 3x3 = 1x4 II 1 5x6 = 2 3 4 5 1x4 II 3x3 = Scale=1:18.0 3x6 = 3x6 = NIII -Z:!! 7 15 1 14 13 12 11 10 5 5 = — a.n — a..a — —A — 6• Q• 9 Q• x 3x3 3x3 11 3x6 = 6 0 4-3-0 5.6-0 6f-0 6 7 94-8 11-0-0 1.6-0 2-9-0 1-0-0 1-0-0 0-1 2-9-0 1-7� Plate Offsets (X Y)— [2:0-1-8.Edoe1. 114:0-1-8.Edae1. 116:0-1-8.0-1-81 LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.12 12-13 >999 360 MT20 244/190 TCDL 15.0,, Lumber DOL 1.00 BC 0.93 Vert(CT) -0.17 12-13 >758 240 BCLL 0.011 Rep Stress Incr NO WB 0.85 Horz(CT) 0.02 9 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix-S Weight: 65 lb FT = 0%F, 0%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. (Ib/size) 15=1341/Mechanical, 9=765/0-8-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=1379/0, 9-16=749/0, 8-16=-731/0, 1-2=1140/0, 2-3=1140/0, 3-4=1140/0, 4-5=1622/0, 5-6=1622/0, , 6-7= 1622/0, 7-8=659/0 BOT CHORD 13-14=0/1140, 12-13=0/1505, 11-12=0/1622, 10-11=0/1206 WEBS 6-11=307/0, 1-14=0/1781, 4-13=-534/0, 8-10=0/884, 7-10=813/0, 7-11=0/679, 2-14=-1135/0, 3-13=0/250 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girders) for truss to truss connections. 4) Recommend �x6 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. 5) CAUTION, Do not erect truss backwards. 6) Use Simpson Strong -Tie THA426 (Single Chord Girder) or equivalent at 1-5-12 from the left end to connect truss(es) FL24G (1 ply ,��� V I N 2x4 SP) to front face of top chord. 7) Fill all nail holes where hanger is in contact with lumber. Q.Q �, ,O ••� G E N 3 •• F� ,��i 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Floor;Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 NO 68182 * :• •: Uniform Loads (plf) Vert:19-15=-20, 1-8=110 = : -p ; X Z Concentrated Loads (lb) Vert:` 2=724(F) i ST&OF W - R Nt',;; ONA Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MR-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, safety Informatlon delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job t Truss Truss Type Qty Ply Gambino T13978716 J35736 FL24G Floor Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:40 2018 Page 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-HOEC_axo3w01gawvHaxzSHIuWDOggleOaJCgk3zlqc9 1-9-0 MSH426 Special 1 3x3 II 2 3X3 = 3 3x3 11 Scale = 1:12.8 US = 5 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lld PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) 0.00 5 •••• 360 - MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.37 Vert(CT) -0.06 4-5 >697 240 BCLL 0.q Rep Stress Incr NO WB 0.12 Horz(CT) 0.00 4 n/a n/a BCDL 10.0, Code FBC20171TP12014 Matrix-P Weight: 30 lb FT = O%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 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. i(lb/size) 5=443/Mechanical, 4=834/Mechanical FORCES. (lb) I- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-4=-469/0 BOT CHORD 4-5=0/327 WEBS 2-5=-462/0, 2-4=-462/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) 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) Use USP MSH426 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 1-10-4 from the left end to connect truss(es) to front face of top chord. 5) Fill all nail holes where hanger is in contact with lumber. ,`% J 111111 111"� 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 lb down at 3-10-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ♦♦♦ OPQ ♦E �i LOADCASE(S) Standard 1) Dead + FjoorlLive (balanced): Lumber Increase=1.00, Plate Increase=1.00 NO 68182 r Uniform Loads (plf) Vert: 4-5=20, 1-3=-110 Concentrated Loads (lb) y .9 VerN 3=391(F) 2=-399(F) S O F it] �,� • Al ON��,�♦. A' Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AwARNING - Verity 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 Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.) Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storhge, 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 t I Job 1 Truss Truss Type Qty Ply Gambino � T13978717 J35736 i FL25GE GABLE 2 1 Job Reference (optional) o.z ry 5 reu I N 10 IVIr r UK rrluU5a16S, 111G. Mon May I 10:1RIA t Lino rage] I D: EOG 1 IVsE 1?kq B BfMv5Z2e7zJgZY-ICob CwyQq E89SjV5rH SC?Ur63 cpSZmFApzyEG Wzlgc8 Scale=1:18.1 I I 3x3 I I 1 x4 I I 1 x4 I I 1 x4 I I 1 x4 I I 1 x4 11 1 x4 I I 1 x4 I I 3x3 11 1 2 3 4 5 6 7 8 9 0-11-7 2-3-7 3-7-7 4-11-7 63-7 7-7-7 8-11-7 9-10-14 0-11-7 1-4-0 14-0 1.4-0 1.4-0 1-0-0 1.4-0 0-11-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) TCDL 15.6 Lumber DOL 1.00 BC 0.02 Vert(CT) BCLL 0.6 Rep Stress Incr YES WB 0.03 Horz(CT) BCDL 10.0 Code FBC2017/TPI2014 Matrix-R LUMBER- I BRACING - TOP CHORD 12x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-10-14. (lb) - Max Grav All reactions 250 lb or less at joint(s) 18, 10, 14, 15, 16, 17, 13, 12, 11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown in (loc) l/defl. L/d PLATES GRIP n/a n/a 999 MT20 244/190 file n/a 999 0.00 10 n/a n/a Weight: 50 lb FT = 0%F, 0%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend l2x6 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. 1111111111j1 No 6818 S OF 14J Ak- % Joaquin Velez PE No.68182 Mi fek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©wARN/NG. Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system.) Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �''I'e l." is always requi�ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1� fabrication, sto age, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 and BC51 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 Gambina T13978718 J35736 i G01 Monopitch 7 1 Job Reference (optional) East Coast Truss, Ft Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:42 2018 Page 1 ID:EOG1 NsE1?kgBBfMv5Z2e7zJgZY-DOMzPGz3bYG03t4HO?zRXiOBF04K139J1 dhnoyzlgc7 13-11-1z fi.10.6 3x4 = I 1x4 II 4x4 = 4x4 = 1-3-12 1 - 2 7-1-6 13-11-12 1-3.12 0.4- 5.5-10 6-10-6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.01 Plate Grip DOL 1.25 TC 0.51 TCDL 15.01 Lumber DOL 1.33 BC 0.36 BCLL 0.01 ' Rep Stress Incr YES WB 0.70 BCDL 10.0 Code FBC2017lrP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 7=863/0-8-0, 12=626/Mechanical Max Horz 7=471(LC 8) Max Uplift 7=-256(LC 8), 12=352(LC 8) Max Grav 7=863(LC 1), 12=632(LC 13) FORCES. (lb);- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-814/86, 5-8=170/401, 4-8=170/401 BOT CHORD 6-7=-401/190, 5-6=-386/655 WEBS 3-5=-683/406, 2-6=0/590, 2-7=-781/301, 4-12=-634/353 Scale = 1:41.3 3x4 = 3x4 = 12 DEFL. in (Ioc) I/deft L/d PLATES GRIP Vert(LLj -0.05 5-6 >999 240 MT20 244/190 Vert(CT) -0.09 5-6 >999 180 Horz(CT) -0.06 12 n/a n/a Weight: 85 lb FT = 0% BRACING - TOP CHORD Structural woad sheathing directly applied, except end verticals BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard 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 256 lb uplift at joint 7 and 352 lb uplift at joint 12. 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 00%11111111n111'r IN ENS No 68182 • -13:• S OF �'�• , Q:• rc O R 1 O • �\�, SRO N Ak- �'1111111110 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. lBefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buildingdesignl Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job ` Truss Type Qty Ply GambinoT13978719 THr,,f J35736 G02 ip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:43 2018 Page 1 ID:EOG1IVsE1?kgBBfMv5Z2e7zJgZY-hbvLdc hMrOthleUyiUg4vwMdQQ31XiTGHRLKOzlgc6 6-9-4 7-8-0 13-0-0 3-11-12 6-9-4 10.12 54-0 11-12 3x4 = 4x8 = 3x4 = M d vi 3x4 = 13 m A N 3x4 = 1x4 II 4x4 = 4x4 = Scale=1:40.3 Plate Offsets fX•.Y)— 11:0-1-4,0-0-21.f4:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 15.0i Lumber DOL 1.33 BC 0.33 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) -0.07 13 n/a n/a BCDL 10.0, Code FBC2017ffP12014 Matrix -AS Weight: 84 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 5-6: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=867/0-8-0, 13=622/Mechanical Max Harz 8=453(LC 8) Max Uplift 8=268(LC 8), 13=340(LC 8) FORCES. (lb)I- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-790/91, 6-9=189/426, 5-9=189/426 BOT CHORD 1 7-8=422/248, 6-7=357/616 WEBS 3-6=-661/385, 2-7=0/472, 2-8=-795/351, 5-13=-626/342 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 1 -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 8 and 340 lb uplift at joint 13. 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 belapplied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required ��.� PQU IN V F< •,,� No 68182 *; �* y • C S OF • Q] Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 e WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. �— Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ��• building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek" fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSUTPN Quality Criteria, DSB-89 and BCSI Building Component Safety Inform0on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply FGambinaT13978720 J35736 G03 Half Hip 1 11__, ___ e o tional Ziss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:44 2018 Page 1 ID:EOGtNsE1?kgBBfMv5Z2e7zJgZY-9nTjgy_J79WkJ BDgWQ?vc7TZ2ghrm0lcVwAutgzlgc5 5-9-4 11-0-0 13-11-12 5-94 5-2-12 2-11-12 4x8 = 6x6 II Scale=1:34.7 8 5x5 = 3x4 = 3x4 = 3x4 = 1-3-12 1 7-12 11-0-0 13-11-12 1 3-12 0 4 9-4-4 2-11-12 Plate Offsets (X.Y)— r1:0-1-4.0-0-21.r4:0-5-4 0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.15 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.68 Vert(CT) -0.29 7-8 >496 180 BCLL O.b Rep Stress Incr YES WB 0.43 Horz(CT) 0.03 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 90 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=863/0-8-0, 13=626/Mechanical Max Horz 8=383(LC 8) Max Uplift 8=300(LC 8), 13=-308(LC B) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-293/0, 2-3=-260/1, 3-4=-439/71, 6-9=281/560, 5-9=-281/560 BOT CHORD 7-8=-431/645, 6-7=134/298 WEBS 3-7=-406/336, 4-7=-39/407, 4-6=629/275, 3-8=-665/267, 2-8=-230/262, 5-13=-628/309 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7 10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl , GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss f as 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 girdar(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 Ib'bplift at joint 8 and 308 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. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ``�� 111 u a 1111"lj*� % PQU I N VFW �0G.ENSF����'.'. No 68182 r- 13: ST OF .:�4/ nn� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING -,verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system.1Before 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component Blvd. e 6904 ParkEast safety lnformatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, rk East Job s Truss Type Qty Ply Gambino r(3O �Hall`Hip T13978721 J35736 � 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:44 2018 Page 1 ID: EOG 1 lVsE 1?kg B BfMv5Z2e7zJgZY-9nTjgy_J79 W kJ BDg WQ?vc7TYuglcmO2cVwAutgzlqc5 4-9-4 9-M 13-11-12 4-9-4 4-2-12 4-11-12 4x8 = 3x4 = Scale = 1:30.2 6x6 II 3x4 = 8 3x4 = 3x4 = 3x4 = 1 3 12 1,7-12 9-0-0 13-11-12 1-112 d 4-d 7.4.4 4-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.06 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.12 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.04 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 82 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD -�x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=863/0-8-0, 13=626/Mechanical Max Horz 8=314(LC 8) ,Max Uplift 8=329(LC 8), 13=279(LC 8) FORCES. (lb);- Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown TOP CHORD 3-4=590/169, 6-9=173/434, 5-9=-173/434 BOT CHORD 7-8=402/626, 6-7=212/458 WEBS 4-7=-11/286, 4-6=-555/257, 3-8=771/309, 5-13=-632/282 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 8 and 279 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. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required ``1111IIIII/III Pp;U I N No 68182 : S T O F : �41J`: 0 Al Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid forjuse onlywith 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 MiTek' building design.) Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is ahvays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the iw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r Truss Truss Type City Ply Gambino T73978722 J35736 G05G Half Hip Girder 1 1 Job Reference (optional) Cast L oasi i russ, m. rterce, FL 34940 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:45 2018 Page 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-ez152H?xuTeawLos47X89K?ePE5tVSVIjawRPHzigc4 3-9-4 7-" 10-5-14 13-11-12 3-9-4 3-2-12 35-14 3-5-14 Scale = 1:28.9 Special Special Special 4x8 = Special 1x4 II 5x8 = 4 16 5 17 18 6 3x4 = m 15 d ci 0 0 N 3x4 = 105x5 = 3x4 = NAILED 3x8 = 2x4 II Special NAILED NAILED 112 1,7-12 7-0-0 105-14 13-11-12 13312 5AA 35-14 35-14 Plate Offsets (X.Y1— T1:0-1-4.0-0-21.T4:0-5-4.0-2-01.f6:0-1-8,0-3-01.110:0-2-8.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.04 8-9 >999 240 MT20 244/190 TCDL 15.9 Lumber DOL 1.33 BC 0.37 Vert(CT) -0.05 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) 0.05 15 n/a n/a BCDL 10.9 Code FBC2017rrP12014 Matrix -MS Weight: 83 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, BOT CHORD 2x4 SP No.2 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) 10=123510-8-0, 15=1387/Mechanical iMax Horz 10=244(LC 21) 'Max Uplift 10=-618(LC 8). 15=764(LC 5) FORCES. (lb),- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1334/688, 4-5=-987/547, 5-6=987/547 BOT CHORD j 9-10=-628/956, 8-9=665/1142 WEBS j 3-9=-243/324, 4-9=-80/292, 4-8=-267/168, 5-8=-665/489, 6-8=-724/1303, 3-10=-13521700, 6-15=-1410/777 NOTES- 1) Wind: ASCE -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 `,111111111111, 2) Provide adequate drainage to prevent water ponding. tI� 3) Plates checked for a plus or minus 0 degree rotation about its center. ,�� PQU I N V F�ilr♦ ♦♦ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� ,Q • • G E N ' • �� 4* 5) 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 �� • �� S1 `1 will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. No 68182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 618 lb uplift at joint 10 and 764 lb uplift atjoint 15. 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 device(s) shall be provided sufficient to support concentrated load(s) 201 lb down and 228 Ib up at -10 7-0.0, 215 lb down and 221 lb up at 9-1-1, and 215 lb down and 221 lb up at 11-1-1, and 193 lb down and 219 lb up at 13-1-1 on ••• ST O F top chord, antl 245 lb down and 171 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the ♦ ,�' �` O Pr•�. responsibility lof others. �i♦♦� • . R \ �, 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ♦ s .......... 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ♦♦�♦SRO N A; ,`%%% LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 MiTek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert:- 1-4=90, 4-6=-90, 7-12=20 Date: May 8,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' " Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system.IBefore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building deslgnl Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component Safety Informaition available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 P 1 Job t Truss Truss Type Qty Ply Gambina T13978722 J35736 G05G Half Hip Girder 1 1 Job Reference (optional) —L —M I I It. 11---U o.c u s reu rc cv to rvu i etc uruu5mes, inc. twun may i io:va:vo zuto rage 4 ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY-ez152H?xuTeawLos47XB9K?ePE5tVSVIjawRPHzlgc4 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 9=196(F) 4=-172(F) 16=-172(F) 17=172(F) 18=190(F) 19=-75(F) 20=75(1=) 21=-81(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid fo 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 building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing f iTe�' Is always requlad for stabiliTy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the V I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnetlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job ITruss Truss Type Qty Ply Gambino T13978723 J35736 H01G Hip Girder 1 n L Job Reference o tional Last Coast I fuss, H. Pierce, FL 34945 8.210 s Feb 12 2018 MITek Industries, Inc. Mon May 7 16:49:47 2018 Page 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-aM9sSz1BP4ulAeyFBYZcE157A1o5zRV2BuPYT9zlgc2 1-7-12 5-M 7-7 8 10-11-12 12-7-8 1-7-12 3-4-4 2-7-8 3-4-4 1-7-12 Scale=1:23.5 NAILED NAILED 4x4 = 4x8 = NAILED 1x4 II Special SUH24 SUH24 1x4 II LOADING (psf) TCLL 30.6 TCDL 15.0' BCLL 0.0 BCDL 10.01 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.11 BC 0.26 WB 0.18 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) -0.01 9-10 >999 240 Vert(CT) -0.02 9-10 >999 180 Horz(CT) 0.00 7 n/a n/a PLATES GRIP MT20 2441190 Weight: 125111 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=129210-8-0, 7=1399/0-8-0 'Max Horz 10=93(LC 7) ,Max Uplift 10=-615(LC 8), 7=554(LC 8) FORCES. (lb),- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1266/591, 3-4=1095/573, 4-5=1266/599 BOT CHORD 8-9=-412/1100 WEBS 3-9=-96/291, 4-8=-89/271, 2-10=-977/560, 2-9=-449/1014, 5-7=943/504, 5-8=-441/991 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. , 2) All loads are considered equally applied to all plies, except if noted a front (F) or back (B) face in the LOAD CASE(S) section. Ply to I have been to distribute F B indicated. QUt N P V�����♦♦ pconnections provided onlyloads noted as (f� or unless otherwise 3) Unbalanced roof live loads have been considered for this design. ,,�� , O 4) Wind: ASCE 7-10; Vult=160mph (3-second Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; Cat. ,.•�\ C,•E IN $�.,� ♦�� gust) eave=oft; II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 `�� i 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. No 68182 * ;• •� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide y Z will fit betwee�l the bottom chord and any other members. „ �• ST F ittJ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 lb uplift at joint 10 and 554 lb uplift at joint 7. i�cc ♦�0-.N1. 10) Use USP SUH24 (With 1Od nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 3-9-1 from the left end to 9-9-1 to connect truss(es) to back face of bottom chord. •.O� O Q` •.;��; ♦♦ R • ♦♦♦ ss • • •' �� �� 11) Fill all holes where hanger is in contact with lumber. ♦�"",jr 12) "NAILED"I indicates 3-1 Od (0.148' x3') or 3 12d (0.148' x3.25") toe -nails per NDS guidlines. u• i s % 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 88 lb up at Joaquin Velez PE No.68182 5-0-0, and 78 lb down and 88 lb up at 7-6-12 on bottom chord. The design/selection of such connection device(s) is the MTek USA, Inc. FL Cert 6634 responsibility of others. 6904 Parke East Blvd. Tampa FL 33610 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Date: LUAU LAbr(b) .:aanaara ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M71.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design// Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, safety Informs Itlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r Truss Truss Type Qty Ply Gambino ' T13978723 J35736 H01G Hip Girder 1 2 Job Reference o Gonal Cast uoast I cuss, rL Vlerce, M 34y90 tj.21U s reD 12 2U1t1 MI I eK InausmeS, Inc. Mon may f 16:49:41 LU1t$ Page 2 ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY-aM9sSz1BP4ulAeyFBYZcE157A1o5zRV2BuPYT9zigc2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=90, 3-4=-90, 4-6=-90, 11-14=20 Concentrated Loads (lb) Vert, 3=25(F) 4=-25(F) 9=61(F) 8=276(F=61, B=337) 17=25(1`) 18=337(B) 19=337(B) 20=-2(F) 21=-337(B) ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valitl (o{ use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always requled for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sto age, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inform; tlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambina T13978724 J35736 M9A Roof Special 2 1 Job Reference (optional) Cast Coast I ruts, rt. rterce; FL 34948 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:49 2018 Page 1 I D: EOG 1 IVsE t? kg B BfMv5Z2 e7zJgZY-W kHctf2Sxh80 Py6dJzb4JAAOmrVO RMzLeC ufY2zlgcO 6-8-0 8-8-1 -0 64W 4x8 = 2x4 = Scale: 1/2"=1' 1-0-12 1 7-1 6-8-0 9-0-0 1-3-12 -4- 5-0-4 2.40 Plate Offsets (X.Y)— 13:0-5-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.23 Vert(CT) -0.03 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.6 Cade FBC2017/TPI2014 Matrix -AS Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=376/Mechanical, 7=598/0-8-0 Max Harz 7=233(LC 8) Max Uplift 5=-182(LC 8), 7=-241(LC 8) FORCES. (lb)'- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-313/34 WEBS 2-7=543/388, 3-5=320/167 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCEI7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=41t; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.�, 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� N �� ', will fit between the bottom chord and any other members. 7) Refer to girders) for truss to truss connections. PQU ,�� O F , •' �\ G E•N S� • �i� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) `�� 5=182, 7=24i. No 68182 •� 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) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. :��• S OF % 'ss,O N A E$C� nnrl Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design for MiTek® valid use only with connectors. This design is based only upon parameters shown, 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 designf Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply Gambino T13978725 J35736 M98 Roof Special 2 1 Job Reference o 8onal East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:50 2018 Page 1 ID:EOG11\(5E1?kgBBfMv5Z2e7zJgZY_xr 5?34i?Gt16hgsg6JsOjaaFpuAprVtsdC4Uzlgc? 1-7-12 4-8-0 6-6-0 9-0-0 1-7-12 3-0-4 2-0-0 2-4-0 4x4 11 c gI 2 d c4 Scale=1:23.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.q Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 6-7 >999 240 MT20 244/190 TCDL 15.q Lumber DOL 1.33 BC 0.38 Vert(CT) -0.04 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.03 5 n/a n/a 1 BCDL 10.0i Code FBC2017/TPI2014 Matrix -AS Weight: 46 Ib FT = 0% LUMBER- BRACING - TOP CHORD ?x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Fx4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. ,(Ib/size) 6=277/Mechanical, 8=598/0-8-0, 5=98/Mechanical -Max Horz 8=238(LC 8) ,Max Uplift 6=110(LC 8), 8=-239(LC 8), 5=75(1-13 8) FORCES. (lb), Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-363/64 BOT CHORD 7-8=-153/253 WEBS 4-6=309/174, 2-8=-403/234 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=110, 8=239. 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) Gap between! inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. r,rr��i ,,%.� Pp U I N V F� .lee J0 ' ........ •NS No 68182 3ST OF •41V 00 O N A1- "�.�`. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 i ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 101031201 S BEFORE USE. Design valid for,I 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 bullding design.1 Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requirFd for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storpge, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r Truss Truss Type Qty Ply Gambino T73978726 J35736 M9C Roof Special Girder 2 1 Job Reference (optional) Cast toast 1 Russ, Ft. rlerce, FL 34a48 8.21U s Feb 12 ZU18 MITek Industries, Inc. Mon May 7 16:49:51)2018 Page 1 ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY=xr 5?34i?Gt16hgsg6JsgYIFqkAnOVtsdC4Uzlqc? 2-8-0 2-0-0 4-4-0 1-3-12 2-8-0 4-8-0 9-0-0 LOADING (psf) SPACING- 2-0-0 TCLL 30.6 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.d Code FBC2017/TP12014 CSI. DEFL. in (loc) Udefl L/d TC 0.50 Vert(LL) -0.01 6-7 >999 240 BC 0.26 Vert(CT) -0.03 6-7 >999 180 WB 0.19 Horz(CT) 0.00 6 n/a n/a Matrix -MS LUMBER- ' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=162/Mechanical, 8=446/0-8-0, 5=188/Mechanical Max Horz 8=238(LC 8) Max Uplift 6=61(LC 8), 8=363(LC 8), 5=144(LC 8) Max Grav 6=192(LC 28). 8=552(LC 31), 5=188(LC 1) FORCES. (lb) . Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-171/282, 3-4=432/132 BOT CHORD 6-7=-251/466 WEBS 1 3-7=-16/327, 4-6=491/264, 3-8=403/146 4x4 Scale: 1/2"=1' PLATES GRIP MT20 244/190 Weight: 47 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=3011; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 8=363,5=144. 8) Gap between) inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) "NAILED" indicates 3-10d (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 to support concentrated load(s) 121 lb down and 270 lb up at 2-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD, CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1 1-3=-90, 3-4=-90, 4-5=-90, 6-9=20 Concentrated Loads (lb) Vert:3=49(B)12=128(B) ♦♦♦♦♦OP(�U I N �♦ J .•'�G•EAll g No 68182 i 0: OF :BUJ. s • Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid forj use only with M7ek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss syslem.,efore 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 requi , d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 0 Truss Truss Type Qty Ply Gambina T13978727 J35736 M10 Monopitch 14 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:47 2018 Page 1 ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY-aM9sSzl BP4ulAeyFBYZcEl5381 oozOC2BuPYT9zlgc2 5-5.6 10-2-10 55-6 4-9-4 Scale = 1:17.6 3x6 11 3x8 II b 3x4 = 1.3-12 , 1-11-12 .2-4-4, 55-6 LOADING (psf'' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0' Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 15.01 Lumber DOL 1.33 BC 0.28 Vert(CT) -0.05 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.01 4 n/a n/a BCDL 10.0� Code FBC2017/TPI2014 Matrix -AS Weight: 45 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No:3 REACTIONS. All bearings Mechanical except Qt=length) 1=1-4-0, 6=0-3-8, 3=Mechanical. (lb) - Max Horz 1=178(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) 4, 6 except 1=268(LC 4), 3=-121(LC 4) Max Grav All reactions 250 lb or less atjoint(s) 6, 3 except 4=271(LC 1). 1=593(LC 1) FORCES. (lb) L Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-800/212 BOT CHORD 1-6=-311/740, 5-6=-311/740, 4-5=-311/740 WEBS 2-4=-716/302 NOTES- j 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girddr(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6 except at=lb) 1=268,3=121. 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) Gap between) inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Waming: Ad ditional permanent and stability bracing for truss system (not part of this component design) is always required. 01111111111r �i No 68182 .-33% ' S OF ' 14/.40 0 4,lr_ �'.. '�' -% % Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for, use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building deslgn l 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, storpge, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaltlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply Gambino � T13978728 J35736 M10GE GABLE 1 1 Job Reference (optional) East (;oast I russ, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MITek Industries, Inc. Mon May 7 18:49:48 2018 Page 1 ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY-2YjEgJ1 pAO09noXRIF4mzdHiRBsiwaCQY860czlgc1 10-2-10 10-2-10 2x4 I pcale=1:17.9 1x4 II 6 3.00 12 1x4 II 5 1x4 II 4 U4 11 3 d 1x4 II 2 1 I Li U Li 13 12 11 10 9 8 U4 I = 3x8 II 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 2x4 II Plate Offsets (XiY)— f1:0-3-13.0-0-11.11:0-0-5,1-7-81 LOADING (psQII SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.01 Plate Grip DOL 1.25 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.01 Lumber DOL 1.33 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.01 Rep Stress Incr YES WB 0.06 Horc(CT) -0.00 8 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix-S Weight: 46 lb FT = 0% LUMBER- BRACING - TOP CHORD Fx4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No 3 REACTIONS. All bearings 10-2-10. (lb) - Max Horz 1=182(LC 4) Max Uplift All uplift 100 lb or less atjoint(s) 8, 9, 10, 1, 11, 12 except 13=173(LC 4) Max Grav All reactions 250 lb or less at joint(s) 8, 9, 10, 1, 11, 12 except 13=415(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-13=-321/202 NOTES• 1) Wind: ASCE II; Exp C; Eric']., -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=2ft; Cat. �� N VF� fie" GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 DOL=1.60 2) Truss designed plate grip ,��� PQu for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry % • . E N ' •., Gable End Dgtails as applicable, or consult qualified building designer as per ANSI/TPI 1. �� • �,� `SF •. �� 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requiras continuous bottom chord bearing. NO 68182 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will ur u01-111 uic YU0.UIri cnUru auu auy Uuioi 1-11—lb.. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 9, 10, 1, 11, 12 except at=lb)I13=173. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. :-3 S OF DIV Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid to use only with MTek®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- atruss system.) Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p� T Qi building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing k• is always required for stability and to.prevent collapse with possible personal injury and property damage. For general guidance regarding the IV1� I1, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see gNSI1TPl1 Quality Criteria, DSB-89 and BCSI Building Component i 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 1 Truss Truss Type City, Ply Gambina T13978729 J35736 MV2 Valley 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:52 2018 Page 1 ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY-wJylWh5KEcWbGQgC_59nxpo_c2ZnekVnKA6J8Nzlgbz 2-M 2-0-0 Scale = 1:7.8 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.07 TCDL 15.0 Lumber DOL 1.33 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0� Code FBC2017rrP12014 Matrix-P LUMBER- I TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. I(lb/size) 1=76/2-0-0, 2=62/2-0-0, 3=14/2-0-0 IMax Horz 1=48(LC 8) IMax Uplift 1=15(LC 8), 2=48(LC 8) !Max Grav 1=76(LC 1), 2=62(LC 1). 3=28(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) Vdefl L/d 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: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. / NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at Joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. PCLU I N VFW �ii NO 68182 ST OF 11J• Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 Q WARNING - ed/y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7477 rev. 10/03/2015 BEFORE USE. Design valid fort use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design] Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component ` Safety Informaitlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - 6904 Parke East Blvd. Tampa, FL 36610 n Job t Truss Truss Type Qty Ply FGambinae�T13978730 J35736 MV4 Valley 71 (optional) 2x4 i O.G ru s reu IZ Zu 10 wll r eK Inuusales, Inc. man may / 1a:49:DZ Zulu rage l ID:EOGl WsE1?kgBBfMv5Z2e7zJgZY-wJylWh5KEcWbGQgC_59nxpovl2W4ekVnKA6J8Nzlgbz 4-0.0 4-0-0 2X4 II 2 3 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.6 Lumber DOL 1.33 BC , 0.21 Vert(CT) n/a - n/a 999 BCLL 0.4 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P Weight: 14lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 �2x4 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. .(Ib/size) 1=17814-0-0, 3=17814-0-0 Max Harz 1=112(LC 8) 'Max Uplift 1=36(1_C 8), 3=92(LC 8) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 17-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss hlas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �/►1111 U III IN ��� �O . • E N No 68182 �� x :�' S OF • 4el 01 nn Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING - Verffy 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 Is, system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall building design j 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, storpge, delivery, erection and bracing of trusses and truss systems, see ANSUTPH 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 City Ply Gambina T13978731 J35736 MV6 GABLE 5 1 Job Reference (optional) o.z Iu s rev IL,,u,o Iv,, i ex,nuu5,nes, Inc. on may / 1b:4`J:03 zuitd rage 1 I D:EO G11VsE 1 ?kq BBfMv5Z2e7zJgZY-P WW 7j 15y?weS uZP PYpgOUOL?JSmQ N BlxZgssgpzlgby 6-0-0 6-0-0 2x4 II 2 3 2x4 i 2x4 II Scale = 1:18.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 21 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size). 1=28816-0-0, 3=288/6-0-0 'Max Horz 1=182(LC 8) Max Uplift 1=58(LC 8), 3=149(LC 8) FORCES. (lb),- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) I 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. � N OPQU GE/V No 68182 3 :. S OF �441 AI Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid fort 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 property Incorporate this design Into the overall q building design.) Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p iTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storpge, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 Oty, Ply Gambina T13978732 J35736 MV8 GABLE 3 1 Job Reference (optional) o.G r U 5 reu 14 Lu to IVII I etc IFIUMMMS, Inc. Mon IVtay I 1o:9`J:oJ zu to rage 1 ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY-PWWlj15y?weSuZPPYpg000L3wSs1NAJxZgssgpzlgby 8-0.0 8-0-0 zx4 II 3 2x4 :r- 1 x4 I I 4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0� Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER- IBRACING- TOP CHORD Fx4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 1=132/8-0-0, 4=165/8-0-0, 5=499/8-0-0 ,Max Horz 1=251(LC 8) Max Uplift 4=85(LC 8), 5=258(LC 8) FORCES. (lb);- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-408/312 Scale:1/2"=l' PLATES GRIP MT20 244/190 Weight: 31 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb) 5=258. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. PpUIN i No 68182 Air S OF Off. : �<v O N A ,`% Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©wARNINO - Verify design parameters and READ. NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design) Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabdcation, �torrmst{ge, delivery, erection and bracing of trusses and truss systems, see ANSIITPI7 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 1 Job k Truss Truss Type Qty Ply inoT139787J35736 MV10 GABLE 2[G—a—m—b ob Reference(notional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:51 2018 Page 1 I D: EO G1 I VsE 1?kgBBfMv5Z2e7zJgZY-S70MI L4iTJ OkeG GO QOdYObFe Fe7jvGUe6WNmcwzlgc 10-M 10-0-0 2x4 II 3 2x4 i 5 4 1x4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.81 TCDL 15.0 Lumber DOL 1.33 BC 0.41 BCLL 0.0 Rep Stress Incr YES WB 0.11 BCDL 10.6 Code FBC2017rrP12014 Matrix-S DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 4 n/a n/a LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=240/10-0-0, 4=133110-0-0, 5=643/10-0-0 Max Horz 1=321(LC 8) Max Uplift 4=69(LC 8), 5=332(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-283/144 WEBS 2-5=-509/384 Scale = 1:28.7 Weight: 41 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss ties been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=332. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ��111111111I %%t PQU IN V Ali.. No 68182 ST OF S' 5,� N A111111101,4 , ,�?,`� Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syslem.1 Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r� A iTek° building designi Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requked for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iVl fabrication, sto�age, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qty Ply Gambino T73978734 J35736 RG01 Half Hip Girder 1 q J Job Reference o floral test toast I russ, rL tierce, rL 3494b B.Z I s reD IZ ZU 10 MI I eK Inousrie5, Inc. mon may f lo:4y:o/ ZU to rage I I D:EO G1 IVsE 17kgBBfMv5Z2e7zJgZY-HHmeZO8T399tMBjAn ekyesV]338wJn5W US g4pazl q bu 4-7 3 8-10-14 13 M 18 6 1 141-111 1 28-15 32-10-14 , 1- 0-0 1 T 4 3-11 4-9-10 4-9-10 4-9-10 4-9-10 4-9-10 5-1-2 7x8 = 2x4 II 6.00 12 2x4 II 4x8 = 4x8 = 6x8 = 6x8 = 3x4 II 3 254 26 27 5 6 728 8 29 9 1011 3x4 23 - 22 _ 21 19 18 17 1b 14 1312A 1Ox10 M18SHS = 3x10 II 10x10 = 8x8 = HUS26 3x8 II 10x10 = 8x8 = 3x8 II 8x8 = THD48 3x6 11 HUS26 HUS26 HUS26 10x10 = HUS26 HUS26 HUS26 HUS26 NAILED 7x6 = HUS26 HUS26 HUS26 THD48 HUS26 HUS26 HUS26 NAILED NAILED Special Special THD48 HUS26 THD48 Special THD48 THD48 THD48 NAILED Special Special THD48 THD48 Special THD48 THD48 THD48 417 3 8-10-14 13-8 8 18-6-1 23- 101 28-1 5 32-10-14 37-&0 3 4-7-3 43-11 4 9-10 4 9-10 4 9-10 4-9-10 4 9-10 4-7-2 0.1610 Scale = 1:92.4 Plate Offsets (XIY)— [20-5-11,0-2-0], [3:0-6-0,0-3-8], [8:0-4-0,0-2-41, [9:0-3-4,0-2-01, [14:0-3-4,0-4-0], [15:0-6-0,0-1-8], [17:0-5-0,0-6-4], [18:0-5-12,0-1-8], [19:0-5-0,0-6-0]. jj 121:0-3-8 0-5-121.123:0-3-4.0-5-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.25 17-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(CT) -0.51 17-18 >866 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 1609 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 oc purlins, BOT CHORD 2x8 SP DSS except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-22: 2x4 SP No.3, 2-21,3-19: 2x4 SP No.2 WEBS 1 Row at midpt 11-12, 8-14, 9-13, 2-23 3-21,4-19,5-18,7-17,8-15,9-14: 2x4 SP No.1, 1-23: 2x8 SP DSS REACTIONS. I(lb/size) 12=0/0-6-0, 23=21981/0-8-0, 13=2249610-10-0 IMax Horz 23=301(LC 8) Max Uplift 12=REL, 23=-3264(LC 8) ;Max Grav 23=23150(LC 2), 13=25181 (LC 2) (lb) or less exct when sow. en. -All forces 25022445/817, L At^--2=- I N 1 VF�,��I� TOPCHORD 24/ 01M2-3T 19053/1535, 3-4 4-5e 22445/81h7, 5n7=22777/0, ,♦♦♦♦ PQU ' F� �i 7-8=22777/0, 8-9=8957/0, 11-12=1079/0, 1-23=-517/209 • `�♦ ,� . • G E N •�� SF••' ,rri BOT CHORD 22-23=1712/11776, 21-22=1712/11776, 19-21=1458/16936, 18-19=-329/24457, 17-18=329/24457, 15-17=0/17259, 14-15=0117259, 13-14=0/8957 : ; WEBS 2-22=2199/3628, 2-21=0/10663, 3-21=3907/0, 3-19=0/12880, 4-19=3292/0, : N O 6 818 2 i r •; 5-19=-4735/0, 5-18=561/5262, 5-17=-3913/826, 7-17=2735/0, 8-17=874/12844, B-15=0/3730, 8-14=19328/0, 9-14=0/19669, 9-13=24112/0, 2-23=23971/2787, .�, * ;� 10-13=940/489 NOTPIy ' $T F ' O �U truss to be connected together with 10d (0.131"x3") nails as follows: Top chords c� nnected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. i � T ��i Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. ` OR � � •_` ��, • ��I sS� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. • • •' �` �, O 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 4I N AL �4111111110'* 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. Joaquin Velez PE No.68182 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=38ft; eave=5ft; Cat. MiTek USA, Inc. FL Cert 6634 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 6904 Parke East Blvd. Tampa FL 33610 5) Provide adequate drainage to prevent water ponding. Date: 6) All plates are MT20 plates unless otherwise indicated. May 8,2018 7) Plates checked for a plus or minus 0 degree rotation about its center. ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904Parke East Blvd. Tampa, FL 36610 Job ` Truss Truss Type Ory, Ply Gambino T13978734 J35736 RG01 Half Hip Girder 1 q J Job Reference (optional) Last Goast I runs, Ft. Pierce, I-L 34946 8.210 s Feb 12 Z018 MITek Industries, Inc. Mon May 7 115:49:57 2018 Page 2 ID:EOG1 NsE1?kgBBfMv5Z2e7zJgZY-HHmeZO8T399tMBjMekyesVj338wJn5WUSg4pazlgbu NOTES- 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss Nas 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 23=3264. 11) "A" indicates Released bearing: allow for upward movement at joint(s) 12. 12) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) Use USP HUS26 (Wth 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 28-7-4 to connect truss(es) tojfront face of bottom chord. 14) Use USP THD48 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 5-1-0 oc max. starting at 10-9-12 from the left end to 35-10-12 to connect truss(es) to !back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-1Od (0.148"xW) or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1093 lb down at 22-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 18) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert1-3=-90, 25-26=90,_11-26=-576, 21-23=-20, 12-21=-138(F=-118) Concentrated Loads (lb) Verti 20=-1018(F) 4=1727 17=1018(F) 15=-400(B) 16=400(B) 13=87(F) 30=-1940(F=-1004, B=-936) 31=1940(F=-1004, B=936) 32=-1940(17=1004, B=-936) 34=�1953(F=-1018, B=936) 35=-1018(F) 36=408(13) 37=-408(B) 38=1018(F) 39=-408(B) 41=1018(F) 42=408(13) 43=101 B(F) 44=-408(13) 45=-1018(F) 46408(B) 48=1018(F) 49=408(13) 50=962(F=-1018, B=56) 52=242(F) 53=268(F) 54=400(B) 55=168(F) 57=400(B) 58=217(F) 59=400(B) 60=106(F) 62400(B) Trapezoidal Loads (plf) Vert: 3=145-to-25=576 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=75, 25-26=75, 11-26=495, 22-23=20, 22-33=50, 21-33=20, 20-21=168(17=118), 20-40=138(17=118). 40-47=168(F=-118), 47-51=138(1`=118), 51-56-168(F=118), 14-56=138(F=-118). 14-61=168(17=118), 12-61 =1 38(F=-1 18) Concentrated Loads (lb) Verti 20=952(F) 4=-1492 17=-1017(F) 15=-904(B) 16=904(B) 13=87(F) 30=-1842(F=-927, B=-915) 31=-1844(F=-916, B=-928) 32=1808(1`=886, B=-922) 34=11912(F=-952, 13=960) 35=935(17) 36=-922(B) 37=-922(B) 38=963(17) 39=-922(6) 41=919(F) 42=-922(B) 43=972(F) 44=922(B) 45=908(F) 46=922(B) 48=-999(F) 49=922(13) 50=1095(F=-998, B=96) 52=-203(F) 53=-226(F) 54=904(13) 55=-140(F) 57=-904(B) 58=-190(F) 59=-904(B) 60=-84(F) 62=-904(B) Trapezoidal Loads (plf) Verti 3=-123-to-25=-495 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Verti 1-3=30, 25-26=30, 11-26=251, 21-23=-40, 12-21=158(F=-118) Concentrated Loads (lb) Vert: 20=620(F) 4=785 17=620(1`) 13=87(F) 30=-1180(17=612, 13=568) 31=-1180(F=612, B=-568) 32=1180(F=-612, 13=568) 34=11 88(1`=620, 13=568) 35=620(F) 38=620(F) 41=620(F) 43=620(F) 45=620(F) 48=620(F) 50=620(F) 52=94(F) 53=117(F) 55=54(F) 56=73(F) 60=12(F) Trapezoidal Loads (plf) Vert( 3=55-to-25=-251 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert 1-3=14, 25-26=57, 26-27=164, 27-29=183, 11-29=-193, 21-23=-12, 12-21=-130(F=-118) Horz: 1-3=-32 Concentrated Loads (lb) Verti 20=576(F) 4=-785 17=459(F) 13=100(F) 30=943(F=464, B=479) 31=970(F=491, B=479) 32=1 001 (F=522, B=479) 34=1051(F=563, B=488) 35=576(F) 38=576(F) 41=542(F) 43=524(F) 45=503(F) 48=477(F) 50=477(F) 52=209(F) 53=243(F) 55=208(F) 58=309(F) 60=270(F) Trapezoidal Loads (plf) Vert: 3=32-to-25=164 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=27, 25-26=38, 26-28=183, 11-28=164, 21-23=12, 12-21=130(F=-118) Horz: 1-3=-45 Concentrated Loads (lb) Vert] 20=576(F) 4=-785 17=459(F) 13=100(F) 30=943(F=464, B=479) 31=970(F=491, B=479) 32=1 001 (F=522, B=479) 34=1051(F=563, B=488) 35=576(F) 38=576(F) 41=542(F) 43=524(F) 45=503(F) 48=477(F) 50=477(F) 52=209(F) 53=243(F) 55=208(F) 58=309(F) 60=270(F) Trapezoidal Loads (plf) Vert; 3=13-to-25=-183 6) Dead + 0.6 MVVFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Verti 1-3=-49, 25-26=-32, 11-26=-253, 21-23=-20, 12-21=-138(F=-118) Horz: 1-3=19 Concentratedi Loads (lb) Verti 20=584(F) 4=-785 17=467(F) 13=108(F) 30=959(F=472, B=487) 31=986(F=499, B=487) 32=1 01 7(F=530, B=487) 34=1067(F=571, B=496) 35=584(F) 38=584(F) 41=550(F) 43=532(F) 45=511(F) 48=485(F) 50=485(F) 52=217(F) 53=251(F) 55=2 1 6(F) 58=317(F) 60=278(F) Trapezoidal Loads (plf) Vert: 3=57-to-25=-253 I ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not• a truss system] Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building designs Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always requl{ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job r Truss Truss Type City Ply Gambina T13978734 J35736 RG01 Half Hip Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:57 2018 Page 3 I D:EOG 11VsE 17kgB BfMv5Z2e7zJgZY-HHmeZO8T399tMBjAnekyesVj338wJn5WUSg4pazlgbu LOAD CASE(S) Standard 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=8, 25-26=32, 11-26=253, 21-23=20, 12-21=138(F=118) Horz: 1-3=-22 Concentrated Loads (lb) Vert; 20=584(F) 4=-785 17=467(F) 13=108(F) 30=959(F=472, B=487) 31=986(F=499, B=487) 32=1 01 7(F=530, B=487) 34=1067(F=571, B=496) 35=584(F) 38=584(F) 41 =550(F) 43=532(F) 45=51 1 (F) 48=485(F) 50=485(F) 52=217(F) 53=251 (F) 55=216(F) 58=317(F) 60=278 (F) Trapezoidal Loads (plf) Vert: 3=57-to-25=-253 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=51, 25-26=51, 11-26=169, 21-23=12, 12-21=130(F=118) Harz: 1-3=-69 Concentrated Loads (lb) Vert20=576(F)4=-78517=459(F)13=100(F)30=943(F=464,B=479)31=970(F=491,13=479)32=1001(F=522,B=479)34=1051(F=563,B=488)35=576(F) 38=576(F) 41=542(F) 43=524(F) 45=503(F) 48=477(F) 50=477(F) 52=209(F) 53=243(F) 55=208(F) 58=309(F) 60=270(F) Trapezoidal Loads (plf) Vert 3=26-to-25=169 9) Dead + 0.6 IV WFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loa s (plf) Vert1-3=25, 25-26=25, 11-26=-195, 21-23=12, 12-21=130(F=-118) Hari: 1-3=43 Concentrated Loads (lb) Vert!20=576(F)4=-785 17=459(F)13=100(F)30=943(F=464,B=479)31=970(F=491,B=479)32=1001(F=522,B=479)34=1051(F=563,13=488)35=576(F) 38=576(F) 41=542(F) 43=524(F) 45=503(F) 48=477(F) 50=477(F) 52=209(F) 53=243(F) 55=208(F) 58=309(F) 60=270(F) Trapezoidal Loads (plf) Vert: 3=0-to-25=195 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=32, 25-26=32, 11-26=253, 21-23=-20, 12-21=138(F=-118) Hors: 1-3=2 Concentrated Loads (lb) Vert: 20=584(F) 4=785 17=467(F) 13=108(F) 30=959(F=472, B=487) 31=986(F=499, B=487) 32=1017(F=530, B=487) 34=1067(F=571, B=496) 35=584(F) 38=584(F)41=550(F)43=532(F)45=511(F)48=485(F)50=485(F)52=217(F)53=251(F)55=216(F)58=317(F)60=278(F) Trapezoidal lLoads (plf) Vert: 3=-57-to-25=-253 11) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=32, 25-26=32, 11-26=253, 21-23=-20, 12-21=-138(F=-118) Horz: 1-3=2 Concentrated Loads (lb) Vert: 20=584(F) 4=-785 17=467(F) 13=108(F) 30=959(F=472, B=487) 31=986(F=499, B=487) 32=1017(F=530, B=487) 34=1067(F=571, B=496) 35=584(F) 38=584(F)41=550(F)43=532(F)45=511(F)48=485(F)50=485(F)52=217(F)53=251(F)55=216(F)58=317(F)60=278(F) TrapezoidallLoads (plf) Vert: 3=57-to-25=-253 12) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 25-26=-30, 11-26=-251, 22-23=-20, 22-33=-60, 21-33=20, 20-21=178(F=-118). 20-40=138(F=118). 40-47=178(F=118), 47-51=-138(F=-118), 51-56=178(F=-118). 14-56=-138(F=-118), 14-61=178(F=-118), 12-61=138(F=118) Concentrated Loads (lb) Vert:20=-553(F)4=-785 17=-639(F) 15=-1 071 (B) 16=-1 071 (B) 13=87(F) 30=-1 090(F=530, B=-560)31=-1093(1`=514, B= 1579) 32=-1044(F=475, B=-569) 34=-1173(F=-552, B=-621) 35=530(F) 36=1093(B) 37=-1093(B) 38=568(1`) 39 1093(B) 41=-509(F) 42=1093(B) 43=580(F) 44=-1093(B) 45=495(F) 46=1093(B) 48=-615(F) 49=1093(B) 50 810(F=614, B=196) 52=86(F) 53=-101(F) 54=1071(13) 55=54(1`) 57=-1071(8) 58=-84(F) 59=-1071(B) 60=16(F) 627-1071(B) Trapezoidal! Loads (plf) Vert: 3=55-to-25=-251 13) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=89, 25-26=76, 11-26=496, 22-23=-20, 22-33=50, 21-33=20, 20-21=168(1`=-118), 20-40=138(F=118). 40-47=168(F=118).47-51=138(F=-118). 51-56=168(1`=118), 14-56=-138(F=-118), 14-61=-168(1`=118), 12-61=138(1`=118) HoL 1-3=14 Concentrated Loads (lb) Vert: 20=373(F) 4=-1492 17=285(F) 13=144(F) 30=594(F=289, B=305) 31=615(F=310, 6=305) 32=638(F=333, B=305) 34�674(F=363,13=312)35=373(F)38=373(F)41=347(F)43=334(F)45=317(F)48=298(F)50=298(F)52=152(F)53=175(F) 55 j156(F) 58=229(F) 60=208(F) Trapezoidal lLoads (plf) Vert: 3=1244o-25=496 14) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, 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 Informal Ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambina T13978734 J35736 RG01 Half Hip Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:57 2018 Page 4 I D:EOG1NsE1?kgBBfMv5Z2e7zJgZY-HHmeZO8T399tMBjAnekyesVj338wJn5WUSg4pazlgbu LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=59, 25-26=76, 11-26= 496, 22-23=-20, 22-33=-50, 21-33=20, 20-21=-168(F=-118), 20-40=-138(F=-118), 40-47=168(F=-118), 47-51=-138(F=-118), 5156=168(F=118), 14-56=-138(F=-118), 14-61=168(F=118), 12-61=-138(F=-118) H01 : 1-3=-16 Concentrated Loads (lb) Veit: 20=373(F) 4=-1492 17=285(F) 13=144(F) 30=594(F=289, B=305) 31=615(F=310, B=305) 32=638(F=333, B=305) 34=674(F=363, B=312) 35=373(F) 38L373(F)41=347(F)43=334(F)45=317(F)48=298(F)50=298(F)52=152(F)53=175(F)55=156(F)58=229(F)60=208(F) Trapezoidalf) , Loads (plf)Vert: Vert: 3=124-110-25=496 15) Dead + 0.76 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=76, 25-26=76, 11-26=-496, 22-23=-20, 22-33=50, 21-33=20, 20-21=168(1`=-118), 20-40=138(F=118), 40-47=-168(F=-118), 47-51=138(F=118), 51256=168(F=118), 14-56=138(F=-118), 14-61=168(F=118), 12-61=-138(F=-118) Holz: 1-3=1 Concentrated Loads (lb) Vert: 20=373(F) 4=-1492 17=285(F) 13=144(F) 30=594(F=289, B=305) 31=615(F=310, B=305) 32=638(F=333, B=305) 34=674(F=363, B=312) 35=373(F) 38373(F)41=347(F)43=334(F)45=317(F)48=298(F)50=298(F)52=152(F)53=175(F)55=156(F)58=229(F)60=208(F) Trapezoldali Loads (plf) Vert: 3=-124-to-25=-496 16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=76, 25-26=46, 11-26=496, 22-23=-20, 22-33=-50, 21-33=20, 20-21=16B(F=-118), 20-40=138(F=118), 40-47=168(F=-118), 47-51=138(F=118), 51 56=168(F=-118), 14-56=-138(F=-118), 14-61=168(F=118), 12-61=-1W(F=-118) Holz: 1-3=1 Concentrated Loads (lb) Vert: 20=373(F) 4=1492 17=285(F) 13=144(F) 30=594(F=289, B=305) 31 =615(F=31 0, B=305) 32=638(F=333, B=305) 34=674(F=363, B=312) 35=373(F) 38=373(F) 41 =347(F) 43=334(F) 45=31 7(F) 48=298(F) 50=298(F) 52=1 52(F) 53=1 75(F) 55=1 56(F) 58=229(F) 60=208(F) Trapezoidal Loads (plf) Vert: 3=124-to-25=496 17) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (pif) Vert, 1-3=-90, 25-26=90, 11-26=576, 21-23=-20, 12-21=138(F=-118) Concentrated Loads (lb) Vert: 20=1018(F) 4=-1727 17=1018(F) 15=-400(B) 16=-400(B) 13=87(F) 30=-1940(F=1004, B=-936) 31=1940(F=-1004, B=936) 32=-1940(F=1004, B=-936) 34i-1953(F=-1018, B=-936) 35=-1018(F) 36=-408(B) 37=-408(B) 38=1018(F) 39=-408(B)41=-1018(F)42=-408(B)43=1018(F)44=-408(B)45=-1018(F) 46=-408(B) 48=1018(F) 49=-408(B) 50=962(F=-1018, B=56) 52=-242(F) 53=-268(F) 54=-400(B) 55=168(F) 57=-400(B) 58=-217(F) 59=400(B) 60=106(F) Trapezoidal lLoads (plf) Vert: 3=145-to-25=576 18) 2nd Dead +!Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=30, 25-26=90, 11-26=576, 21-23=-20, 12-21=138(F=-118) Concentrated Loads (lb) Vert: 20=1018(F) 4=1727 17=1018(F) 15=-400(13) 16=.400(B) 13=87(F) 30=-1940(1`=1004, B=-936) 31=1940(F=-1004, B=936) 32=1940(1`=1004, B=-936) 34=1953(F=1018, B=936) 35=1018(F) 36=408(B) 37=408(B) 38=1018(F) 39=-408(B) 41=1018(F) 42=408(B) 43=1018(F) 44=-408(B) 45=1018(F) 46=-408(B) 48=1018(F) 49=408(B) 50=962(F=-1018, B=56) 52=242(F) 53=268(1`) 54=-400(B) 55=168(F) 57=-400(B) 58=217(F) 59=400(1]1) 60=106(F) Trapezoidall Loads (plf) Vert: 3=1454o-25=-576 19) 3rd Dead + 0.76 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=75, 25-26=75, 11-26=-495, 22-23=-20, 22-33=50, 21-33=20, 20-21=168(F=-118), 20-40=138(F=-118). 40-47=168(F=118), 47-51=-138(F=-118), 51-56=168(F=-118), 14-56=-138(F=-118), 14-61=-168(1`=118), 12-61=138(F=118) Concentrated Loads (lb) Vert: 20=952(F) 4=1492 17=-1017(F) 15=904(B) 16=904(B) 13=87(F) 30=1842(F=927, B=915) 31=-1844(F=916, B=928) 32=-1808(F=886, B=922) 34=1912(F=952, B=960) 35=935(F) 36=922(B) 37=-922(B) 38=963(F) 39=922(B) 41=919(F) 42=922(B) 43=972(F) 44=922(B) 45=908(F) 46=922(13) 48=999(F) 49=922(B) 50=1095(1`=998, B=-96) 52=203(F) 53=226(F) 54=904(121) 55=140(F) 57=904(B) 58=190(F) 59=904(B) 60=84(F) 62=-904(B) Trapezoidal lLoads (plf) Vert: 3=123-to-25=-495 20) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-30, 25-26=-75, 11-26=495, 22-23=-20, 22-33=50, 21-33=20, 20-21=-168(F=-118), 20-40=-138(F=118), 40-47=-168(F=-118),47-51=-138(F=-118),51-56=-168(F=-118), 14-56=-138(F=-118),14-61=-168(F=118), 12-g1=-138(F=-118) Concentrated Loads (lb) Vert: 20=-952(F) 4=1492 17=-1017(F) 15=904(B) 16=-904(6) 13=87(F) 30=-1842(F=-927, B=915) 31=-1844(F=-916, B=928) 32=-1808(1`=886, B=-922) 34=-1912(1`=952, B=960) 35=935(F) 36=922(B) 37=922(B) 38=963(F) 39=922(B) 41 919(F) 42=922(B) 43=972(F) 44=922(B) 45=-908(F) 46=922(13) 48=-999(F) 49=-922(B) 50=1095(1`=998, B=-96) 52=203(F) 53=226(F) 54=904(1]1) 55=-140(F) 57=904(B) 58=190(F) 59=-904(B) 60=84(17) 62=-904(B) Trapezoidal Loads (plf) Vert: 3=1234o-25=495 AWARNING - IVerify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7477 rev. 1010312015 BEFORE USE. Design valid foruse only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Informa!tlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke Fast Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Gambino T13978734 J35736 RG01 Half Hip Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 21) Reversal: Dread + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:57 2018 Page 5 ID:EOG1 NsE17kgBBfMv5Z2e7zJgZY-HHmeZO8T399tMBjAnekyesVj338wJn5WUSg4pazlgbu Uniform Loads (plf) Veit: 1-3=-90, 25-26=90, 11-26=576, 21-23=-20, 12-21=-138(F=-118) Concentrated Loads (lb) Veit: 20=-452(F) 4=-1727 17=-452(F) 15=-400(B) 16=-400(B) 13=160(F) 30=-860(F=-445, B=-414) 31=-860(F=445, B=-414) 32=-860(F=-445, B=-414) 34=-866(17=452, B=-414) 35=-452(F) 36=-408(B) 37=408(B) 38=452(F) 39=408(B) 41=-452(F) 42=408(B) 43=452(F) 44=-408(13) 45=452(F) 46=-408(B) 48 452(F) 49=-408(B) 50=396(F=452, B=56) 52=-86(F) 53=101(F) 54=400(B) 55=-54(F) 57=400(B) 58=73(17) 59=-400(B) 60=-16(F) 62= 400(B) Trapezoidal Loads (plf) Veit: 3=1454o-25=576 22) Reversal: Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=75, 25-26=75, 11-26=495, 22-23=-20, 22-33=50, 21-33=20, 20-21=168(1`=-118), 20-40=138(F=118), 40-47=168(F=-118), 47-51=138(F=-118), 51-56=168(F=118), 14-56=138(F=-118), 14-61=168(F=118), 12-61=-138(F=-118) Concentrated Loads (lb) Vert: 20=-452(F) 4=1492 17=-452(F) 15=-400(B) 16=-400(B) 13=142(F) 30=860(1`=-445, B=-414) 31=860(F=445, B=-414) 32=860(17=445, B=-414) 34 866(F=452, B=-414) 35=452(F) 36=-408(B) 37=408(B) 38=-452(F) 39=408(13) 41=452(F) 42=408(B) 43=452(F) 44=-408(B) 45=-452(F) 46=408(B) 48�52(F) 49=408(B) 50=285(F=452, B=166) 52=86(F) 53=-101(F) 54=-400(B) 55=-54(F) 57=400(B) 58=-73(F) 59=-400(B) 60=16(F) 62=-400(B) Vert: 3=123-to-25=-495 23) Reversal: Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=30, 25-26=30, 11-26=-251, 22-23=-20, 22-33=-60, 21-33=20, 20-21=178(17=-118). 20-40=-138(F=-118), 40-47=-178(F=-118), 47-51=138(1`=-118). 51 56=-178(17=118). 14-56=138(F=-118), 14-61=178(F=118), 12-61=-138(F=-118) Concentrated Loads (lb) Vert: 20=452(F) 4=785 17=452(F) 15=400(B) 16=400(B) 13=87(F) 30=-860(F=445, B=414) 31=-860(F=445, B=414) 32=-860(17=-445, B=-414) 34=866(F=452, B=-414) 35=452(F) 36=-408(B) 37=408(B) 38=-452(F) 39=-408(B) 41=452(F) 42=408(B) 43=452(17) 44=-408(B) 45=-452(F) 46=408(B) 48=452(F) 49=408(1]1) 50=297(1`=452, B=154) 52=86(F) 53=-101(F) 54=-400(B) 55=-54(F) 57=400(B) 58=-73(F) 59=-400(B) 60=16(F) 62=-400(B) Trapezoidal' Loads (plf) Vert: 3=554G-25=-251 24) Reversal: 1 at Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Ve : 1-3=-90, 25-26=90, 11-26=576, 21-23=-20, 12-21=-138(F=-118) Concentrated Loads IN I: 20=452(F) 4=1727 17=-452(F) 15=-400(B) 16=-400(6) 13=160(F) 30=860(F=445, B=-414) 31=860(F=-445, B=-414) 32=860(1`=-445, B=-414) -866(F=452, B=-414) 35=452(F) 36=-408(B) 37=-408(B) 38=452(F) 39=-408(B) 41=-452(F) 42=408(B) 43=-452(F) 44=408(B) 45=-452(F) 46=408(B) -452(F) 49=408(B) 50=396(F=-452, B=56) 52=-86(F) 53=-101(F) 54=400(B) 55=54(F) 57=-400(B) 58=73(F) 59=-400(B) 60=-16(F) 62=400(B) Loads (plf) I: 3=-145-to-25=576 25) Reversal: 2r1d Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=30, 25-26=90, 11-26=-576, 21-23=-20, 12-21=138(17=-118) Concentrated Loads (lb) Vert: 20= 452(F) 4=1727 17=-452(F) 15=-400(B) 16=-400(B) 13=160(F) 30=860(F=-445, B=-414) 31=860(F=445, B=-414) 32=860(F=445, B=-414) 34=-866(1`=-452, B=-414) 35=452(F) 36=-408(B) 37=408(13) 38=-452(F) 39=408(B) 41=452(F) 42=408(B) 43=452(F) 44=408(B) 45=452(F) 46=408(B) 48 =� 452(F) 49=-408(B) 50=396(1`=452, B=56) 52=-86(F) 53=101(F) 54=400(B) 55=54(F) 57=-400(B) 58=73(F) 59=-400(B) 60=-16(F) 62=400(B) Vert: 3=145-to-25=576 26) Reversal: 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Ve : 1-3=-75, 25-26=75, 11-26=-495, 22-23=-20, 22-33=-50, 21-33=-20, 20-21=168(F=-118), 20-40=138(F=-118), 40-47=-168(F=-118). 47-51=138(F=-118), 51-56=-168(F=118), 14-56=-138(F=-118). 14-61=-168(F=-118), 12-61=138(F=118) Concentrated Loads (lb) Vert: 20=-452(F) 4=-1492 17=-452(F) 15=-400(13) 16=-400(B) 13=142(F) 30=860(F=445, B=-414) 31=860(F=445, B=-414) 32=-860(F=-445, B=-414) 34=-866(F=-452, 121=414) 35=452(F) 36=408(B) 37=408(B) 38=-452(F) 39=-408(B) 41=452(F) 42=408(B) 43=452(F) 44=408(B) 45= 452(F) 46=408(131) 48=452(1`) 49=408(131) 50=285(F=452, B=166) 52=86(F) 53=101(17) 54=-400(B) 55=54(17) 57=-400(B) 58=73(F) 59=400(B) 60=16(17) 62=400(B) Trapezoidall Loads (plf) Vert: 3=1234o-25=495 27) Reversal: 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage + 0.75 Attic Floor: Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=30, 25-26=75, 11-26=495, 22-23=-20, 22-33=50, 21-33=20, 20-21=168(F=-118), 20-40=138(1`=118), 40.47=168(F=118), 47-51=138(F=-118), 51-56=468(F=118), 14-56=-138(F=-118), 14-61=168(F=-118), 12-61=138(F=-118) Concentrated Loads (lb) Vert: 20=-452(F) 4=-1492 17=-452(F) 15=-400(B) 16=-400(B) 13=142(F) 30=-860(F=-445, B=-414) 31=-860(F=-445, B=-414) 32=-860(F=-445, B=-414) 34=866(F=452, B=-414) 35=-452(F) 36=-408(B) 37=-408(B) 38=452(17) 39=-408(B) 41 452(F) 42=-408(B) 43=452(F) 44=408(B) 45=452(F) 46=-408(B) 48=452(F) 49=-408(B) 50=285(17=452, B=166) 52 86(F) 53=101(F) 54 400(B) 55=-54(F) 57= 400(B) 58=73(F) 59= 400(B) 60=16(F) 62= 400(B) TrapezoidailLoads (plf) Vert: 3=123-to-25=495 28) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 i AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. ^ Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambina T13978734 J35736 RG01 Half Hip Girder 1 q J Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:57 2018 Page 6 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-HHmeZO8T399tMBjAnekyesVj338wJn5WUSg4pazlgbu LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=14, 25-26=57, 26-27=-164, 27-29=183, 11-29=193, 21-23=-12, 12-21=-130(F=-118) Horz: 1-3=-32 Concentrated Loads (lb) Vert: 20=646(F) 4=785 17=556(F) 13=-46(F) 30=-1 01 2(F=-552, B=-460) 31=-1031(F=-572, B=-460) 32=1056(F=-597, B=-460) 34=-1096(F=-633, B=463) 35 646(F) 38=646(1`) 41=621(F) 43=-605(F) 45=-587(F) 48=-569(F) 50=569(F) 52=238(F) 53=230(1`) 55=-231(F) 58=-158(F) 60=-86(F) Trapezoidalf) ) Loads (pl Vert: 3=32-to-25=-164 29) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=27, 25-26=38, 26-28=183, 11-28=-164, 21-23=-12, 12-21=130(F=-118) Horz: 1-3=-45 Concentrated Loads (Ib) Vert: 20=646(1`) 4=785 17=-556(F) 13= 46(F) 30=1012(1`=552, B=-460) 31=1031(1`=-572, B=-460) 32=1056(F=597, B=-460) 34=-1096(1`=633, 131=463) 35=646(F) 38=646(F) 41=621(F) 43=605(F) 45=587(1`) 48=-569(F) 50=569(F) 52=238(1`) 53=-230(F) 55=-231(F) 58=-158(F) 60=-86(F) Trapezoidal) Loads (plf) Vert: 3=13-to-25=-183 30) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=49125-26=32, 11-26=253, 21-23=-20, 12-21=-138(F=-118) Horz: 1-3=19 Concentrated Loads (lb) Vert: 20=-638(F) 4=785 17=548(F) 13=38(F) 30=996(F=544, B=-452) 31=-1015(F=564, B=-452) 32=-1040(F=-589, B=-452) 34=1080(1`=-625, B=455) 35 � 638(F) 38=638(F) 41=613(F) 43=597(F) 45=579(F) 48=561(F) 50=561(F) 52=230(1`) 53=-222(F) 55=-223(F) 58=-150(F) 60=-78(F) TrapezoidallLoads (plf) Vert: 3=57-to-25=-253 31) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=8, 25-26=32, 11-26=253, 21-23=20, 12-21=138(F=118) Horz: 1-3=-22 Concentrated Loads (lb) Vert: 20=638(1`) 4=785 I7= 548(F) 13=38(1`) 30=-996(F=-544, 131=452) 31=1015(1`=-564, B=-452) 32=1040(1`=-589, B=-452) 34=1080(F=-625, B=-455) 35 638(F) 38=638(F) 41=613(1`) 43=597(1`) 45=-579(F) 48=-561(F) 50=561(F) 52=230(1`) 53=222(F) 55=-223(F) 58=-150(F) 60=-78(F) Trapezoidall Loads (plf) Vert, 3=-57-to-25=-253 32) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=51, 25-26=51, 11-26=169, 21-23=-12, 12-21=130(1`=118) Horz: 1-3=69 Concentrated Loads (lb) Vert: 20=646(F) 4=785 17=556(1`) 13=-46(1`) 30=-1012(F=552, B=-460) 31=1031(F=-572, B=-460) 32=1056(1`=597, B=-460) 34=-1096(F=-633, B=463) 35=646(1`) 38=646(1`) 41=621(F) 43=605(1`) 45=587(F) 48=569(1`) 50=569(F) 52=238(1`) 53=230(1`) 55=-231(F) 58=-158(F) 60=-86(F) Trapezoidall Loads (plf) Vert: 3=26-tG-25=-169 33) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=25, 25-26=25, 11-26=195, 21-23=12, 12-21=130(F=118) Horz: 1-3=43 Concentrated Loads (lb) Vert: 20= 646(F) 4=-785 17=-556(F) 13=46(F) 30=-1012(F=552, B=-460) 31=1031(F=-572, B=-460) 32=1056(1`=597, B=1460) 34=-1096(F=633, B=-463) 35=-646(F) 38=-646(F) 41=-621(F) 43=-605(F) 45=-587(F) 48=-569(F) 50=-569(F) 521 238(F) 53=-230(F) 55=-231(F) 58=158(F) 60=-86(F) Trapezoidall Loads (plf) Vert: 3=0-to-25=-195 34) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=32, 25-26=32, 11-26=253, 21-23=-20, 12-21=138(F=118) Horz: 1-3=2 Concentrated Loads (lb) Vert: 20=638(F) 4=785 17=548(F) 13=38(F) 30=996(F=544, B=452) 31=1015(1`=564, B=-452) 32=1040(F=-589, B=;452) 34=-1080(1`=625, B=-455) 35=-638(F) 38=-638(F) 41=-613(F) 43=-597(F) 45=-579(F) 48=561(F) 50=561(F) 52=-230(F) 53=222(F) 55=223(F) 58=150(F) 60=78(F) Trapezoidal lLoads (plf) Vert: 3=57-to-25=-253 35) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-3=-32, 25-26=-32, 11-26=-253, 21-23=-20,12-21=-138(F=-1 18) Horz: 1-3=2 Concentrated Loads (lb) Vert: 20=638(F) 4=-785 17=-548(F) 13=38(F) 30=-996(F=-544, B= 452) 31=1015(F=-564, B=-452) 32=1040(F=-589, B=1452) 34=-1080(F=625, B=-455) 35=-638(F) 38=-638(F) 41=-613(F) 43=-597(F) 45=-579(F) 48=561(F) 50=561(F) 52 !-230(F) 53=222(F) 55=223(F) 58=150(F) 60=78(F) Trapezoidal Loads (plf) Vert: 3=57-to-25=253 I ©WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/07/1015 BEFORE USE. Design valid ford 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 deslgnl Bracing indicated is to prevent buckling of individual truss web and or chord members only. Additional temporary and permanent bracing MiTek" is always requlr d for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambino T13978734 J35736 RG01 Half Hip Girder 1 q J Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:57 2018 Page 7 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-HHmeZO8T399tMB)AnekyesVj338wJn5WUSg4pazlgbu LOAD CASE(S) Standard 36) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-3=89, 25-26=-76, 11-26=-496, 22-23=-20, 22-33=50, 21-33=-20, 20-21=168(F=-118). 20-40=138(F=118), 40-47=-168(F=-118). 47-51=-138(1`=118), 51156=-168(F=-118), 14-56=-138(F=-118),14-61=-168(F=118),12-61=-138(F=-118) Horz: 1-3=14 Concentrated Loads (Ib) - Vek: 20=964(F) 4=1492 17=-948(F) 13=-13(F) 30=1699(F=-881, B=-818) 31=1713(F=886, B=827) 32=-1693(1`=877, B=816) 34=1811(1`=957, B=-854) 35L 947(F) 38=975(F) 41=918(F) 43=945(F) 45=882(F) 48=943(F) 50=942(F) 52=282(F) 53=286(F) 55=-245(F) 58=-217(F) 60=-113(F) Trapezoidal Loads (plf) Vert: 3=124-to-25=496 37) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-3=59, 25-26=76, 11-26=-496, 22-23=20, 22-33=50, 21-33=20, 20-21=168(F=-118), 20-40=138(1`=118), 40-47=-168(F=-118), 47-51=138(F=118), 51 1,56-168(F=118), 14-56=138(F=-118), 14-61=168(F=118), 12-61=-138(F=-118) Horz: 1-3=-16 Concentrated Loads (lb) Vert: 20=964(F) 4=1492 17=-948(F) 13=-13(F) 30=1699(F=-881, B=818) 31=1713(F=886, B=827) 32=-1693(1`=877, 6=816) 34=1811(F=957, B=-854) 35' 947(F) 38=975(F) 41=918(F) 43=945(F) 45=-882(F) 48=-943(F) 50=942(F) 52=-282(F) 53=-286(F) 55=-245(F) 58=-217(F) 60=-113(F) Trapezoidal Loads.(plf) Veit: 3=124-to-25=496 38) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Veit: 1-3=76, 25-26=76, 11-26=496, 22-23=-20, 22=33=50, 21-33=20, 20-21=168(F=-118), 20-40=138(F=118), 40-47=-168(F=-118), 47-51=138(17=118), 51156=168(F=118), 14-56=138(F=-118), 14-61=168(F=118), 12-61=-138(F=-118) Horz:1-3=1 Concentrated Loads (lb) Vert: 20=964(F) 4=1492 17=-948(F) 13=-13(F) 30=1699(F=-881, B=818) 31=1713(F=886, B=827) 32=-1693(1`=877, 8=816) 34=1811(1`=957, B=-854) 35=947(F) 38=975(F) 41=918(F) 43=945(F) 45=882(F) 48=943(F) 50=942(F) 52=282(F) 53=286(F) 55=-245(F) 58=-217(F) 60=-113(F) Trapezoidal Loads (plf) Vert: 3=124-to-25=496 39) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=76, 25-26=76, 11-26=-496, 22-23=-20, 22-33=50, 21-33=20, 20-21=168(1==-118), 20-40=138(F=118), 40-47=168(F=-118), 47-51=-138(F=-118), 51156=168(F=118). 14-56=-138(F=-118), 14-61=-168(F=118), 12-61=-138(F=-118) Ho�z: 1-3=1 Concentrated Loads (lb) Veit: 20=964(F) 4=1492 17=-948(F) 13=-13(F) 30=-1699(F=-881, B=818) 31=-1713(F=-886, B=-827) 32=-1693(F=-877, B=-816) 34=-1811(F=957, B=854) 35L-947(F) 38=-975(F) 41=91B(F) 43=-945(F) 45=-882(F) 48=943(F) 50=-942(F) 52=-282(F) 53=286(F) 55=-245(F) 58=-217(F) 60=-113(F) Trapezoidal Loads (plf) Vert: 3=124-to-25=496 ©WARNING - II Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M I.7473 rev. 1010312015 BEFORE USE. ' Design valid fo 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 requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stofage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job t Truss Truss Type Qty Ply Gambino T13978735 J35736 RG02 Flat Girder 1 q Job Reference (optional) toast t oasi I russ, m. merce, rL 34940 6.21u s r•eo 12 2u16 ml i etc Inausmes, inc. noon may / 16:49:09 2u15 rage 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-DgtO_4AjbmPbcUtYu3nQjHblltksnhApxmJBuTzlgbs i 1-2, i 4-3-9 8-5-5 12-7-2 16-8-14 20-10-11 25-D-1 28-1-'�2 29d-0 1-2-4 5 4-1-13 4-1-13 4-1-13 41-13 4-1-13 3-1:F"2 4x8 = 3x4 = 46 = 4x10 = 3x8 = 2x4 I 5x6 = 1 2 3 4 5 e 7 Scale = 1:49.6 Sx10 = 3x8 = 4x10 = 4x6 = 8 9 1n 11 22 A 21 2728 Zu 2930 19 31 3233 34 " 17 3536 37 10 3839 4041 10 4243 4445 14 4647 13 12 A 3x6 11 Special 6x8 Special 4x10 = Special 6x10 M18SHS = 7x6 = Special 7x8 = Special Special 5x10 = HUS26 3x6 II 7x6 Special Special Special Special 8x8 = Special Special Special Special Special Special Special 7x6 Special Special Special Special Special Special Special HUS26 Special I 1-2-4 294-0 439 8b5 12-7-2 168-14 20-10-11 25017 28-1-12 2 315 41-13 41-13 41-13 4-1-13 41-13 3-150-64 084 0-8-0 Plate Offsets (X;Y)— [2:0-2-8,0-1-8], [3:0-3-8,0-2-0], [4:0-3-8,0-1-81, [8:0-3-8,0-1-8], [9:0-3-8,0-2-0], [10:0-3-8,0-2-8], [13:0-3-0,0-5-4], [14:0-3-8,0-2-8], [15:0-3-4,0-4-12], [16:0-3-0.0-5-01 118:0-2-8.0-5-121.T19:0-3-8.0-2-01.120:0-3-8.0-3-01,f21:0-3-0.0-5-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl Ud PLATES GRIP TCLL 30.01 Plate Grip DOL 1.25 TC 0.71 Veit(LL) -0.44 16-18 >743 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.33 BC 0.90 Vert(CT) -0.63 16-18 >514 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.08 12 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MS Weight: 711 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP SS TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, BOT CHORD 2x8 SP DSS except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-22,11-12: 2x6 SP No.2, 3-19,4-18,7-18,8-16,9-15: 2x4 SP No.1 10-14,2-20: 2x4 SP 285OF 1.8E REACTIONS., All bearings 0-8-0. (lb) - 'Max Uplift All uplift 100 lb or less at joint(s) except 21=-3480(LC 4), 13=3461(LC 5) ,Max Grav All reactions 250 lb or less at joint(s) except 22=2225(LC 4), 12=2174(LC 5), 21=10345(LC 12), 13=10718(LC 12) I FORCES. (lb)'- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown: TOP CHORD 1-22=-1883/1, 1-2=842/0, 2-3=-12245/462, 3-4=-23263/1711, 4-5=28799/2202, 5-7=-28799/2202, 7-8=-29221/2221, 8-9=-23931/1709, 9-1 0=-1 2851/468, 10-11=-850/0, 11-12=-1893/0 BOT CHORD 21-22=0/266, 20-21=-0/842, 19-20=462/12245, 18-19=-1711/23263, 16-18=-2221/29221, 15-16=-1709/23931, 14-15=468/12851, 13-14=01850, 12-13=0/275 WEBS 3-20=6463/929, 3-19=1439/12692, 4-19=-3232/559, 4-18=726/6378, 5-18=-346/271, 7-18=-486/199, 7-16=-330/253, 8-16=-748/6094, 8-15=3108/566, 9-15=-1430/12763, 9-14=6496/926, 10-14=1280/15099, 2-21=-8357/1157, 1-21=-7/1539, 2-20=-1286114347, 10-13=8808/1148, 11-13=0/1536 NOTES- 1) 3-ply truss to be connected together with 1Od (0.131"xY) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chord's 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 (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=291ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates areIMT20 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 all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3480 lb uplift at joint 21 and 3461 lb uplift at joint 13. 10) "A" indicates Released bearing: allow for upward movement at joint(s) 22, 12. ,%011111111/'Fit' %* PQU 1 N VFW i�i i G•E N No 68182 : � :• S T O F : 41J Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Mav A2018 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil- 747J rev. 10/03/2015 BEFORE USE. Design valid foguse 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 l 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, storpge, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informs Itlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qty Ply Gambina T13978735 J35736 RG02 Flat Girder 1 3 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:49:59 2018 Page 2 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-DgtO_4AjbmPbcUtYu3nQjHb1ltksnhApxmJBuTzlgbs NOTES- 11) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 1-10-0 oc max. starting at 26-0-12 from the left end to 27-10-12 to connect truss(es) tolback face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) n/a 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 91 lb up at 2-0-12, 1321 lb down at 2-5-12, 251 lb down and 41 lb up at 4-0-12, 1316 lb down at 4-5-12, 251 lb down and 91 lb up at 6-0-12, 1316 lb down at 6-5-12, 251 lb down and 91 lb up at 8-0-12, 1316 lb down at 8-&12, 2511 lb down and 91 lb up at 10-0-12, 1316 lb down at 10-5-12, 251 lb down and 91 lb up at 12-0-12, 1316 lb down at 12-5-12, 251 lb down and 91 lb up at 14-0-12, 13,16 lb down at 14-5-12, 251 lb down and 91 lb up at 16-0-12, 1316 lb down at 16-5-12, 251 lb down and 91 lb up at 18-0-12, 1316 lb down at 18-5-12, 251 lb down and 91 lb up at 20-0-12, 1316 lb down at 20-5-12, 251 lb down and 91 lb up at 22-0-12, 1566 lb down at 22-5-12, 251 lb down and 91 lb up at 24-0-12, and 1566 lb down at 24-5-12, and 1566 lb down at 26-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. I LOAD CASE(Sy Standard 1) Dead + Roofl Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-90, 12-22=-20 Concentrated Loads (lb) Vert: 20=499(F=247, B=-251) 19=247(F) 18=247(F) 16=247(F) 13=251(B) 27=251(B) 28=469(1`) 29=251(13) 30=247(F) 31=251(B) 32=251(6) 33=247(1`) 34=1251(B) 35=251(B) 36=247(F) 37=251(B) 38=251(B) 39=247(F) 40=251(B) 41=247(F) 42=251(B) 43=297(F) 44=251(B) 45=297(F) 46=251(B) 47= W(F) AWARNING.,Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1e/0312915 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 deslgn Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek^ is always requi ed 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 Ply7Job mbina T13978736 J35736 V4 Valley 1 Reference Io tional �o�• ..•.ate• ...... o.[ iv s reu rz cu i o rvn r e" rfluusmes, Inc. ivion may r 1 D:z)U:uu zui d rage 1 I D: EOG I I VsE 1?kq B BfMv5Z2e7zJgZY-hsRmBQB LM4XS DeSISnlfGV7 MaGGf W M UzAQ2kQvzl qbr 2-0-0 4-0-0 2-0-0 2-M 2 2x4 f- 3x4 = 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD I2x4 SP No.3 BOT CHORD !2x4 SP No.3 REACTIONS. : (Ib/size) 1=152/4-0-0, 3=152/4-0-0 Max Horz 1=-26(LC 6) Max Uplift 1=55(LC 8), 3=55(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.7 PLATES GRIP MT20 2441190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE I7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 55 lb uplift at joint 1 and 55 lb uplift at joint 3. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. .11,111111//lll PCkU I N VFW I�i�i �0 ' C, E N,'-. No 68182 'fl : ; X S TE OF • 41/: Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING -I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform4tlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r Truss Qty, Ply Gambino TrussType T13978737 J35736 V8 1 1 Job Reference (optional) cam waa. nu ri. ric, w, r� avayv o.z iu s reD "Iz zulb MI I eK mausmes, Inc. mon may 11b:bU:uu zuid Page 1 I D:EO G1 IVsE 17kq BBfMv5Z2e7zJgZY-hsRmB QBLM4XS DeSI Sn IfGV7GMG F5 WMjzAQ2kQvzl qbr 4-0-0 8-0-0 4-0-0 4-0-0 44 = 2 Scale = 1:14.7 4 2x4 ! 1x4 II 2x4 8-0.0 8-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.20 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 FBC2017/TPI2014 Matrix-P Weight: 25 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 I2x4 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS SP No.3 REACTIONS. (lb/size) 1=192/8-0-0, 3=192/8-0-0, 4=360/8-0-0 Max Horz 1=63(LC 6) Max Uplift 1=91(LC 8), 3=91(LC 8), 4=-85(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 24=-276/136 NOTES- 1) Unbalanced goof live loads have been considered for this design. 2) Wind: ASCE I7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 jive 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. 41111111111 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 1, 91 lb uplift at joint 3 and 85 lb uplift at joint 4. ,���, PQU N , 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,0 '.. E N S'• � .. No 68182 �:• ST OF •:�4/ O R , O% •,�S'S�� N A %% nn� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING -I Verfry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system.lBefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building designi Is always required Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Gambino T13978738 J35736 ZCJ1 Jack -Open 32 1 Job Reference (optional) test l:oast I cuss, rL Pierce, rL 44V4t5 1-0-0 2x4 = d.Z1U s reD 12 Zulu MI IeK Inaustnes, Inc. Mon May / 16:bU:U1 ZUId Page 1 ID:EOG1IVsE17kgBBfMv5Z2e7zJgZY-A278OmBz6NfJro1 xOUpuoigXXgc5Fpk6P4olyLzigbq PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 1-0-0 1-0-0 Scale =1:7.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.6 Lumber DOL 1.33 BC 0.15 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 11 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 3 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 2=0/Mechanical, 3=109/Mechanical Max Horz 2=101(LC 1), 3=-101(LC 1) Max Uplift 3=83(1_C 8) Max Grav 3=109(LC 1) FORCES. (lb),- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE,7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss I Ias 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 83 lb uplift at joint 3. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ``'� � PQv I N �� •• G E N S �.�� No 68182 ST OF :�4t/� %. M- nn,n Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/IJ473 rev. 1010312015 BEFORE USE. Design valid fof use only with MRek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not • a truss system. i Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe �• Is always requited 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 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 russ Type Qty Ply Gambino IT T13978739 J35736 ZCJ3 Jack -Open 24 1 Job Reference (optional) 3-M o.c w s reu Ic cv to wu I ert rnuusmes, Inc. tvion may 1 10:0U:U1 ZU10 rage 1 I D:EO G 1 IVsE17kgBBfMv5Z2e7zJgZY-A278OmBz6NfJro 1 xOUpuoigVbgbj Fp66P4olyLzlgbq Scale: 1 "=1' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.24 BC 0.24 WB 0.04 Matrix -MP DEFL. in (loc) Well Ud Vert(LL) 0.00 4-5 >999 240 Vert(CT) 0.00 4-5 >999 180 Horz(CT) -0.01 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% LUMBER CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=0/Mechanical, 4=44/Mechanical, 5=367/0-8-0 Max Horz 5=102(LC 8) Max Uplift 3=30(LC 5), 4=44(LC 1), 5=-191(LC 8) Max Grav 3=24(LC 6), 4=24(LC 8), 5=367(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCEI7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checl�ed 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 f as 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. 5) Refer to girder(s) for truss to truss connections. 6) vide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3, 44 lb uplift at joint/4 lb S I N V,,,,,, anduplift at joint 7) Warning: Additional bracing PQU permanent and stability for truss system (not part of this component design) is always required.,o �\ G'E N 3F� i No 68182 �3:. ST OF :��/ P �\�,,�� O R ,,O Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 AWARNING IVedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based ony upon parameters shown, and Is for an Individual building component, not a truss systeml 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 fs always requl(ed for stability to MiTek° and prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI'Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. 1 Tampa, FL 36610 Job r i Truss Truss Type Qty, Ply Gambino T13978740 J35736 ZCJS Jack -Open 17 1 Job Reference o tional Last GOast I mss, Ft. Pierce, hL 34946 I I I I � ' d 1 5-0-0 U.Z1U s t-eD 1Z ZUIB MI IeK Intlustnes, InC. Mon May / 1ti:bU:UZ ZU1ti Pagel ID: EOG I IVsE 1 ?kgBBfMv5Z2e7zJgZY-e FZXc6Cbth nATyb7ZCK7LwDef4yo_ExGekXrUozlq by Scale = 1:17.9 142-12 1-7-12 5-0-0 1-3-12 0�-0 3-4-4 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP. TCLL 30.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.6 Lumber DOL 1.33 BC 0.18 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.07 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 3=115/Mechanical, 4=2 1 /Mechanical, 5=407/0-8-0 Max Horz 5=172(LC 8) Max Uplift 3=-102(LC B), 5=-172(LC 8) Max Grav 3=124(LC 13), 4=50(LC 3), 5=407(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-333/225 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss h9s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. ���� I N I /F�,tj�� 6) Provide mec apical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3 and 172 lb uplift at 5. ,���, PQU O �` joint 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top 1/2" �� , ••�� G•E N S��•� chord and gypsum sheetrock be applied directly to the bottom chord. ��� R •'.�, 8) Warning: Adtlitional permanent and stability bracing for truss system (not part of this component design) is always required. No 68182 ��:• S O •:�4U P c.`�• •0 R kF N A - 0", 45 O Joaquin Velez PE No.68182 j MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. " Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, andis for an individual building component, not a truss system 4 Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desigr). Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Informhtion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. 1 Tampa, FL 36610 Job a Truss Truss Type ' City Ply Gambina T13978741 J35736 ZCJ5G Jack -Open 1 1 Job Reference optional) East Coast Trusts, Ft. Pierce, FL 34946 3x4 = 3x6 11 4-6-11 4-6-11 4-6-11 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:50:03 2018 Page 1 ID:EOG1lVsE17kgBBfMv5Z2e7zJgZY-6R7vpRDEe7vl46AK7vrMu7llzUDAjiEPsOH01 Ezlgbo Scale = 1:17.1 Plate Offsets (X Y1— 11:0-0-0 0-1-31 11:0-1-6 0-4-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.05 3-6 >999 240 MT20 244/190 TCDL 15.6 Lumber DOL 1.33 BC 0.49 Vert(CT) -0.06 3-6 >870 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 1 o.0 Code FBC2017frP12014 Matrix -AS Weight: 15 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=175/Mechanical, 3=72/Mechanical, 1=247/1-6-7 Max Horz 1=156(LC 8) Max Uplift 2=-128(LC 8), 3=-9(LC 8), 1=-41(LC 8) Max Grav 2=175(LC 1), 3=86(LC 3), 1=247(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE II; Exp C; Er 2) Plates checl 3) This truss hi 4)' This truss will fit betwe 5) Refer to girt 6) Provide met and 41 Ito up 7) This truss di sheetrock bi 8) Warning: Ac 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. :I., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ed for a plus or minus 0 degree rotation about its center. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as 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 m the bottom chord and any other members. :r(s) for truss to truss connections. ianical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 2, 9 lb uplift at joint 3 ift at joint 1. sign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum applied directly to the bottom chord. iitional permanent and stability bracing for truss system (not part of this component design) is always required. ,1111111111/l�,,, �,`PQU I N VFW OG• J . ENS• •� �. No 68182 i - ST rOF .' 44/� RONA\- -.0 ����I111111i11 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater May 8,2018 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building desigp. 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 fabrication, storage, for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, see ANSIfTPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonlation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r i Truss Type Qty Ply Gambina T13978742 J35736 FZCJ5S Jack -Open 2 1 Job Reference o tional tasr coast i russ, rr. rieMe, rL.34a4o 2x4 4 2x4 11 3-8-4 o.c ivs rnu is cu ro rvu ren uiuuauiaa,nic. ivivilivicy 1 rayc i ID:EOG1IVsE 1?kgBBfMv5Z2e7zJgZY-6R7vpRDEe?v146AK7vrMu7louUFkjiEPsOH01 Ezlgbo Scale = 1:17.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.02 3-4 >999 240 MT20 244/190 TCDL 15.6 Lumber DOL 1.33 BC 0.33 Vert(CT) -0.02 3-4 >999 180 BCLL 0.6 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MR Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, BOT CHORD !2x4 SP No.3 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=187/0-8-0, 2=138/Mechanical, 3=49/Mechanical Max Harz 4=118(LC 8) Max Uplift 4=9(LC 8), 2=114(LC 8), 3=-11(LC 8) Max Grav 4=187(LC 1), 2=139(LC 13), 3=67(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE II7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; En6l., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checkgd 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 hiss 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 9 lb uplift at joint 4, 114 lb uplift at joint 2 and 11 lb uplift at joint 3. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. i ,,`��111111/III�I PpU I N �0_ .%G E N S No 68182 0: ST OF .:�11J it ,r' .t` Q' *.*I ON A , Ilnitl Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always requited 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. ` 1 Tampa, FL 36610 Job 1 Truss Truss Type City Ply Gambino T73978743 J35736 ZEJ5 Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Man May 7 16:50:05 2018 Page 1 ID:EOG1 NsE1?kgBBfMv5Z2e7zJgZY-2pFfE7FUAc91KPKiFKugzYg8vHzVBbgiKimV56zlqbm 2 N Scale=1:17.0 1x4 II 13-12 1-7-12, 5-M 1-12 0-0-0 3-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15A Lumber DOL 1.33 BC 0.18 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD - Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 3=115/Mechanical, 4=21/Mechanical, 5=407/0-8-0 Max Horz 5=172(LC 8) Max Uplift 3=102(LC 8). 5=-172(LC 8) Max Grav 3=124(LC 13), 4=50(LC 3), 5=407(LC 1) FORCES. (lb)I- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-333/225 NOTES- 1) Wind: ASCE 17-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; En?L, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. `,' ��� 5) Refer to girder(s) for truss to truss connections. �tI� IN VET 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 3 and 172 Ib uplift at PGO joint 5. ���` ♦�� , • • G E M F� •� `s••.• 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. NO 68182 :-�3 S F 1JJ� AX- E `% Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 Q WARNING -I Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not • 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 WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t I Truss Truss Type Qty Ply Gambina T13978744 J35736 ZEJ7 Jack -Open 23 1 Job Reference (optional) test toast I cuss, i t-t. merce, t-L 34846 ts.Z'IU s t-en l z zu its MI I eK maustnes, Inc. ivion May / 7 b:=uo zu w rage 'I I D:EOGl lVsE1?kgBBfMv5Z2e7zJgZY-WOo1 STF6xwHcxZvuol P3VmNGUhGav2FrZMv2dZzlgbl 45-2 7-0-0 4-5-225-14 0 6 5 3x4 = M d m Scale = 1:22.9 i 1-3-12 1-11-12 13-12 0-8-0 7-0-0 5-0-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.q Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.38 Vert(CT) -0.05 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horc(CT) -0.06 4 n1a n/a BCDL 1o.d Code FBC2017rrP12014 Matrix -AS Weight: 28 lb FT=O% LUMBER- BRACING - TOP CHORD �2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS I2x4 SP No.3 REACTIONS. (lb/size) 4=174/Mechanical, 5=55/Mechanical, 6=534/1-4-0 Max Horz 6=241(LC 8) Max Uplift 4=158(LC 8), 6=-211(LC 8) Max Grav 4=190(LC 13), 5=85(LC 3), 6=534(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-6=-399/372 NOTES- 1) Wind: ASCE l -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. J 1 � 11111 � r1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 4 and 211 lb uplift at PQU N VFW joint 6. 7) This truss design requires that a minimum 7/16" structural wood sheathing be applied directly to the top chord and 1/2" ,��� , .•�� G E IN SF• :� �� of gypsum `�� sheetrock be applied directly to the bottom chord. 8) Warning: Adeel itional permanent and stability bracing for truss system (not part of this component design) is always required. No 68182 lo � : S c 4u * P;�,�. O R k 0% NM- i E0 nn� Joaquin Velez PE No.68182 MTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I May 8,2018 ®WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid to[ 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 requl�ed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M iTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 6904 Parke East Blvd. Tampa, FL 36610 Jab r Truss Truss Type City Ply Gambino T13978745 J35736 ZEJ7G Jack -Open 4 1 Job Reference(optionaill East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:50:07 2018 Page 1 ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY=CMQfpGkiDPTZjU5Miw12zwO95TKtWD?n?FcA?zlgbk 6-6-11 r 6-6-11 4x6 = Scale = 1:21.9 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.19 3-6 >417 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.93, Vert(CT) -0.24 3-6 >323 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 1 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 22 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD ;2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=262/Mechanical, 3=95/Mechanical, 1=357/Mechanical Max Horz 1=226(LC 8) 'Max Uplift 2=190(LC 8), 3=-4(LC 8), 1=-63(LC 8) Max Grav 2=262(LC 1), 3=121(LC 3), 1=357(LC 1) FORCES. (lb); Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE ,/-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 2, 4 lb uplift at joint 3 and 63 lb uplift at joint 1. 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,�{{IIIIIIIII�I PQU I N F No 68182 O: S OF . 4/ It I nnl Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING -(Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev, 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��- a truss system. lBefore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building desIgnJ Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing R A'Tel�" M is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V� 1 Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt quality Criteria, DSB-89 and BCSI Building Component Safety Informdtlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job 1 Truss Truss Type Qty Ply Gambina T13978746 J35736 ZEJ7S Jack -Open 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2x4 3x4 = 6� -- 8.210 s Feb 12 2018 MTek Industries, Inc. Mon May 7 16:50:07 2018 Page 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-_CMQfpGkiDPTZjU5MIwl2zwLc5X7tWD?n?FcA?zlqbk Scale=1:23.0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.6 BCDL 10.6 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.91 BC 0.68 WB 0.00 Matrix -AS DEFL. in Vert(LL) 0.10 Vert(CT) -0.10 Horz(CT) -0.08 (loc) Vdefl Ud 3-4 >659 240 3-4 >619 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 �2x4 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS I2x6 SP No.2 REACTIONS. (Ib/size) 4=297/0-8-0, 2=223/Mechanical, 3=74/Mechanical Max Horz 4=187(LC 8) Max Uplift 4=32(LC 8), 2=176(LC 8), 3=6(LC 8) Max Grav 4=297(LC 1), 2=223(LC 13), 3=103(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD , 1-4=-263/102 NOTES- 1) Wind: ASCE I -10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 4, 176 lb uplift at joint 2 and 6 Ib uplift at joint 3. 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ����, Pal} I N � , ill I V F���i�� `��O . • G E N No 68182 S OF i��Ss,O N A ; nn� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 QWARNING .IVerify 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 MTeW wnnectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system] Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design! Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing' MiTek" I always requited for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job r Truss Truss Type Qty Ply Gambino T13978747 J35736 ZEJ21 Jack -Open 1 1 Job Reference (optional) Cast Boast i russ, rt. rierce, rL 39e90 2-10-0 1x4 II 5 o.L iv S rev rL Lv 10 Ivil I en I1 l1 2 LS, rlly. ,V,urr May r Iv:OU.VY Lu,O rag. , ID:EOG1 NsE1?kgBBfMv5Z2e7zJgZY-adhH 1 nEsPl1 uiGlWhdMbQLI?vucMS9tY52OyZgzlgbn Scale=1:11.7 1-11-12 1-11-12 2-10-0 0-10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.24 Vert(CT) 0.00 4-5 >999 180 BCLL 0Ai Rep Stress Incr YES B W0.04 Horz(CT) -0.01 3 n/a n/a BCDL 10.01 Code FBC2017ITP12014 Matrix -MP Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD i2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or2-10-0 oc purlins. BOT CHORD :2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=15/Mechanical, 4=56/Mechanical, 5=375/0-8-0 ,Max Horz 5=96(LC 8) Max Uplift 3=26(LC 5), 4=56(LC 1), 5=-199(LC 8) -Max Grav 3=19(LC 6), 4=29(LC 8), 5=375(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) and ide lb uplift tat joint Section (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3, 56 lb uplift at joint 4 ,`".0 PQV 1 N 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,� •.;'(.�'E N S .• F� �i�� "_ No 68182 �O: OF0. nn� Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING-�Vedry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MFWD connectors. This 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 I Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPN 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 City Ply Gambina T13978748 J35736 ZEJ28 Jack -Open 3 1 Job Reference (optional) Last coast I ruSS, t•L Pierce, rL 34y4b il 2-8-0 1x4 II 5 a.Z w s reo i z zvto Nu i eK muusmes, inc. mon may r i o:ou:uo zu i o rage , ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY-2pFfE7FUAc91KPKiFKugzYcV jHyXBc6iKimV56zlgbm Scale=1:11.3 1-11-12 1-11-12 OAS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.d Lumber DOL 1.33 BC 0.24 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 10 lb FT = O% LUMBER• BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 12x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 12x4 SP No.3 REACTIONS. i(lb/size) 3=-32/Mechanical, 4=71/Mechanical, 5=389/0-8-0 Max Horz 5=90(LC 8) Max Uplift 3=33(1_C 14), 4=-71(LC 1). 5=211(LC 8) Max Grav 3=13(LC 6), 4=37(LC 8), 5=389(LC 1) FORCES. (lb),- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 17-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss hA 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) Providemec(by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3, 71 lb uplift at joint 4 Joint ��11111� 11 111 PQU I N V��'iff Section and lb uplift act 7) WantAdditional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,�� F�ing: �� ,O .•�'E Al S •• , No 68182 ST OF R'li "fill n1 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ©WARNING-�Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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,l Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 36610 Job K Truss Truss Type Qty Ply Gambina T73978749 J35736 ZHJ5 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Trus , Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:50:10 2018 Page 1 ID:E0G11VsE1?kgBBfMv5Z2e7zJgZY-Pn2YHdd?8o1 QBDg1tT?gcYOvlfossbRTzTGmKzlgbh 4.6-1 2-6-1 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0, Plate Grip DOL 1.25 TC 0.27 TCDL 15.Oi Lumber DOL 1.33 BC 0.24 BCLL 0.0 Rep Stress Incr NO WB 0.09 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP 3x4 11 Scale = 1:18.1 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.02 6-7 >999 240 MT20 2441190 Vert(CT) 0.03 6-7 >999 180 Horz(CT) -0.00 4 n/a n/a Weight: 34 lb FT = O% LUMBER- IBRACING- TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 "Except' BOT CHORD -7: 2x6 SP N0.2 REACTIONS. (lb/size) 4=90/Mechanical, 6=-20/Mechanical, 7=656/0-11-5 Max Horz 7=166(LC 24) Max Uplift 4=61(1_C 8), 6=58(LC 8), 7=-470(LC 8) Max Grav 4=90(LC 1), 6=62(LC 22), 7=656(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-278/465, 2-3=208/436 BOT CHORD 1-7=-387/277 WEBS 3-7=-435/266, 2-7=281/182 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE �7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to gird6r(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 4, 58 lb uplift at joint 6 and 470 lb uplift at joint 7. 7) Gap betweerI Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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=1.33, Plate Increase=1.25 Uniform Loa s (plf) Vert 1-4=-90, 5-8=-20 Concentrate Loads (Ib) Vert{ 3=96(F=48, B=48) 11 =-1 61 (F=-80, B=-80) 12=86(F=43, B=43) I N AFL •,,� No 68182 =_ .` r f ST OF 4. O N A0- %% ���I11111111��` Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. " Design valid fo use on ty 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 vedy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job X Truss Truss Type Qty, Ply Gambino T73978750 J35736 ZHJ7 Diagonal Hip Girder 10 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:50:11 2018 Page 1 ID:EOG1 NsE1?kgBBfMv5Z2e7zJgZY-tzcwVAJFmSwu2Knsbb_ECp4B_i_4bHoaid DpJmzlgbg 5-1-9 5L11-1 9-10-1 r 5-1-9 0-9-7 3-11-0 I NAILED 3x6 — NAILED NAILED LOADING (psf)SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.31 TCDL 15.0 Lumber DOL 1.33 BC 0.30 BCLL 0.0 Rep Stress Incr NO WB 0.22 BCDL 10.0 Code FBC20171TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` 2-7: 2x6 SP No.2 REACTIONS. I(lb/size) 4=147/Mechanical, 6=148/Mechanical, 7=73810-11-5 Max Horz 7=235(LC 8) Max Uplift 4=103(LC 8), 6=-119(LC 8), 7=531(LC 8) Max Grav 4=147(LC 17), 6=218(LC 28), 7=738(LC 1) FORCES. (lb)'- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-265/437, 2-3=-214/421 BOT CHORD 1-7=-362/271, 6-7=265/267 WEBS 3-6=-280/305, 3-7=-633/329, 2-7=-279/271 3x4 II DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.06 6-7 >999 240 MT20 244/190 Vert(CT) -0.08 6-7 >999 180 Horz(CT) -0.00 4 n/a n/a Scale = 1:23.5 Weight: 48 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=Ioumph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss hIps 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 103 lb uplift at joint 4, 119 lb uplift at joint 6 and 531 lb uplift at joint 7. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert:l 1-4=90, 5-8=-20 Concentrated Loads (lb) Vert:! 11=96(F=48, B=48) 13=-161(F=80, B=80) 14=86(F=43, B=43) 15=4(F=2, B=2) `,,11111111/11I�I PQU i N VFW, FW �f No 68182 S OF �//j/11111111�` Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904 Park; East Blvd. Tampa FL 33610 Date: ®WARNING -(Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-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.1 Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building designI Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job t i Truss Truss Type Qty Ply Gambino T13978751 J35736 ZHJ21 Diagonal Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:50:08 2018 Page 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-SOwos9HMTXXKBt3HwSRXbBSdIVwkOzz80f 9iRzlgbj 3-11-5 3-11-5 2x4 II 5 Scale=1:11.5 1-9-14 1-9-14 2-3-9 05-11 3-115 1-7-12 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 15.d Lumber DOL 1.33 BC 0.47 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) -0.04 3 n/a n/a BCDL 10.d Code FBC2017/TPI2014 Matrix -MP Weight: 14 lb FT = 0% LUMBER- �2x4 BRACING - TOP CHORD SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SP No.2 REACTIONS. (Ib/size) 3=62/Mechanical, 4=123/Mechanical, 5=773/0-11-5 Max Horz 5=95(LC 8) Max Uplift 3=62(1_C 1), 4=123(LC 1), 5=-472(1_C 8) Max Grav 3=47(LC 6), 4=88(LC 8), 5=773(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-408/259 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=451t; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 11 ve load 5) This ve loads. uss has been designed for rent with any other 6)' This rtruss has been designed for aa li e load of 20: psf on .0 psf bottom chord l the bottom chord rin all areas where alt rectangle 3-6-0 tall by 2-0-0 wide 'tt 0 ,%% PQU I N will fit between the bottom chord and any other members. � ,� ' G.N E St<`�•.� 7) Refer to girder(s) for truss to truss connections.�N.� 8) Provide mechanical connection (by others) of truss to,bearing plate capable of withstanding 62 lb uplift at joint 3,123 Ib uplift at joint uplift ""' i No 68182 4 and 472 lb at joint 5. 9) "NAILED" indicates 3-10d (0.148"xY) or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. * ; •; 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES Standard 1) Dead + "JLjve (balanced): Lumber Increase=1.33, Plate Increase=1.25 �O' S F ♦ Al Uniform Loads ,(�' ,,�l�S ploVert; 1(3 90, 4-6=-20 �0 R \ O•�G,��` Concentrated Verti 9oads 61(IF) 80, B= 80) ���0NAX Eto Joaquin Velez PE No.68182 MITek USA, Inc. FL Gen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ®WARNING =,Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid fof use only with MTek9 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. Addiflonal temporary and permanent bracing MiTek" Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sto age, delivery, erection and bracing of trusses and truss systems, see ANSVTPII QualityCriteria, DSB-89 and BCSI Building Component g P 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Job 1 ss Truss Type Qty Ply Gambino � T73978752 J35736 �T`u ZHJ28 Diagonal Hip Girder 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:50:09 2018 Page 1 ID:EOG1NsE1?kgBBfMv5Z2e7zJgZY-xbUA4V1 ErfAoIeTUAym70?o7vG37QCHFJkjEuzlgbi 3.8-8 3-8-8 Scale=1:11.1 2x4 II LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.46- Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 15.6 Lumber DOL 1.33 BC 0.46 Vert(CT) 0.01 4-5 >999 180 BCLL 0.6 Rep Stress Incr NO WB 0.03 Horz(CT) -0.04 3 n/a n/a BCDL 10.6 Code FBC20171TP12014 Matrix -MP Weight: 13 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 REACTIONS. (lb/size) 3=-94/Mechanical, 4=151/Mechanical, 5=807/0-11-5 Max Horz 5=90(LC 8) Max Uplift 3=94(LC 1), 4=-151(LC 1), 5=500(LC 8) Max Grav 3=51(LC 4). 4=105(LC 8), 5=807(LC 1) i FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 1 2-5=-417/264 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=30ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss I)as 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 94 lb uplift at joint 3, 151 lb uplift at joint 4 and 500 Ibluplift at joint 5. 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Concentrated Loads (lb) Vert: 9=-161(F=80, B=-80) -.,,,`�IIIIIIIIIIII,I 0PpUIN VFW ii J.......... No 68182 ST OF :4] 4 f1V r �isSlONAO'-0% 11111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 8,2018 ® WARNING 1 Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not " at ss system'. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building desigri. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ��/� iTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. 1 Tampa, FL 36610 Job J Truss Truss Type Qty Ply Gambino T73978753 J35736 ZMG7 Monopitch Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2 d LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.6 Lumber DOL 1.33 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. 2x4 SP No.2 2x6 SP No.2 2x4 SP No.3 8.210 s Feb 12 2018 MiTek Industries, Inc. Mon May 7 16:50:11 2018 Page 1 ID:EOG 1 IVsE 1 ?kg BBfMv5Z2e7zJgZY-tzcwVAJ FmSwu2Knsbb_ECp4C_i s2bH4aid DpJ mzl qbg 4-3-2 2-8-14 6x6 = -3-12 lr7-17 7-0-0 (lb/size) 5=1290/Mechanical, 6=1688/0-8-0 Max Horz 6=240(LC 8) Max Uplift 5=-344(LC 8), 6=403(LC 8) 2x4 11 4x6 = CSI. DEFL. in (loc) I/deft Ud TC 0.25 Vert(LL) -0.05 5-6 >999 240 BC 0.81 Vert(CT) -0.09 5-6 >663 180 WB 0.20 Horz(CT) 0.00 5 n/a n/a Matrix -MP FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-1773/353, 2-3=-1544/311 BOT CHORD 1-6=-271/1381, 5-6=-209/512 Scale = 1:22.6 PLATES GRIP MT20 244/190 Weight: 85 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 3-5=-642/262, 3-6=-336/1118, 2-6=-215/496 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. 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 v' N ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ♦♦♦♦♦ ,♦ P • ' •. F� �i� 3) Wind: ASC6 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60� `�� ,� •. C•E�N • S�`••.• ��� 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. (� O 68182 • •; 6) `This truss lias 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. 7) Refer to girder(s) for truss to truss connections.rc 8) Provide meet anical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 5 and 403 lb uplift at VC• Cf✓ joint 6 9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 3-0-12 from the left end to 5-0-12 to connect truss(es) to back face of bottom chord. .S T F �,�' •.<`� O `��; OR y 10) Fill all nail boles where hanger is in contact with lumber. 11) Warring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ��j� ss • • • • •' �� I 0 LOAD CASES) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 MiTek USA, Inc. FL Cart 6634 Uniform Loads (plf) Ver[: 1-4=-90, 1-5=-20 ' 6904 Parke East Bivd, Tampa FL 33610 Dale: May 8,2018 ,&WARNING C Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010212015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desigh. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t 1 Truss Truss Type Qry Ply Gambina T13978753 J35736 ZMG7 Monopitch Girder 1 � i Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34945 ti.zlU s FeD iz 2u1 t1 m1 I eK maustneS, Inc. mon may / ib:ou:i i zu Its rage z ID:EOG11VsE1?kgBBfMv5Z2e7zJgZY-tzcwVAJFmSwu2Knsbb_ECp4C_is2bH4aidDpJmzlgbg LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=1112(B) 10=1112(B) Q WARNING -Noddy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-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. i Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building designs Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 7 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 Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 a c, Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 16 For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal -- ----Plate-Connected-Wood Truss Construction.- DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 Tr1P r`.HfIRIIR � C1-2 C2-3 WEBS tN4OO ~C7-8 C6- BOTTOM CHORDS 8 7 6 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I p bracing should be considered. iY O 3. Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building ~ designer, erection supervisor, property owner and all other interested parties. 5 I 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 1a MiTek� MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSlrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIfrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words — -.and-pictures) before use. Reviewing pictures alone - is not sufficient. 20. Design assumes manufacture in accordance with ANSIfrPI 1 Quality Criteria. r