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HomeMy WebLinkAbout1707-0182 TRUSS 7-11-17® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECEI1.'7D JUL 117017 .. ,,RE: 74288 -Wright MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Michael DiFrancesco Project Name: Wright Residence Model: Lot/Block: Subdivision: Address: unknown City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7:6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Toad: 37.0 psf Floor Load: N/A psf This package includes. 43 individual, Truss Design Drawings and 0 Additional Drawings. With. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index. sheet conforms to'61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date 1 IT109967601A 4/28/17 118 1 T10996777 1 D2- . 4/28/17 12 1 T10996761 1 Al 1 4/28/17 119 1 T10996778 1 D3 1 4/28/17 13 I T10996762 1 A2 1 4/28/17 120 1 T10996779 I D4 1 4/28/17 14 j T10996763 1 A3 1 4/28/17 121 1 T10996780 1 D5 1 4/28/17 15 1 T10996764 1 A4 1 4/28/17 122 1 T10996781 1 G 1 4/28/17 j 16 1 T10996765 1 A5 1 4/28/17 123 1 T10996782 1 G 1 1 4/28/17 17 I T10996766 I A6 j 4/28/17 124 1 T10996783 1 GRA 1 4/28/17 1 18 1 T109967671 A7 1 4/28/17 125 1 T10996784 1 GRB 1 4/28/17 19 IT10996768 A8 ] 4/28/17, 1.26 1T10996785 1 GRD 1 4/28/17 110 I T109967691 B 1 4/28/17 '127 1 T10996786 1 GRE 4/28/17 Ill I T10996770 I B1 1,4/28/17 128 1 T1 0996787 1 GRG 1 4/28/17 112 1 T1 0996771 1 B2 1 4/28/17 129 1 T1 0996788 1 HV20 1 4/28/17 113 1 T10996772 1 B3 1 4/28/17 130 1 T10996789 1 HV24 1 4/28/17 1 114 1 T10996773 1 B4 1 4/28/17 131 I T10996790 I J 1 1 4/28/17 115 1 T10996774 1 B5 1 4/28/17 132 I T10996791 1 J3.. 1 4/28/17 116 1 T10996775 1 D 1 4/28/17 133 T10996792 J3A 14/28/17J 117 1 T10996776 1 D1 1 4/28/17 134 I T10996793 I J5 1 4/28/17 The truss drawing(s) referenced above have been prepared by MiTek USA-, Inc. under my direct supervision based on the parameters ~provided by Chambers 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 ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.`• Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. In 101"noach 1395 tN cS;Uoozmc �007GzrZ m O oomoz�$ < p 'p Va :0z0mf)$ ° zDnznzS m C 0Zm00;; c 71 m � nNvr0�c�zD_m m Z S r $$XMIN J3- 31;0 R a V8C r n _ f� MCOynm ;A MCC a 0 �— 0 3� N o is M zw z O �ZNzzzz'�,z, i r Cos �0=lox" Io o. %,%1 .�%Np%ONS H. q�6 ���,�� '' \ G E�N S • '92 �� No WOF 9380 � cc z STA� /111111 Thomas A. Alban) PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 28,2017 Albani, Thomas 1 of 2 RE: 74288 -Wright Site Information: Customer Info: Michael DiFrancesco Lot/Block: Address: unknown City: Fort Pierce Project Name: Wright Residence Model: Subdivision: No. I Seal# . I Truss Name I Date 135 IT109967941JU 14/28/17 136 I T10996795 1 KJ5 1 4/28/17 137 1 T10996796 1 MV2 1 4/28/17 1 138 1 T10996797 1 MV4 1 4/28/17 1 139 1 T10996798 1 MV6 1 4/28/17 140 I T10996799 I V4 1 4/28/17 141 I T10996800 I V8 1 4/28/17 142 1 T10996801 1 V12 1 4/28/17 143 1 T10996802 IV 16 1 4/28/17 State: FL 2of2 Job Truss Truss Type Qty Ply Wright Tlosss7so 74288 A HIP 1 1 - Job Reference (optional) P 1 Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Fn Apr 28 09.23.44 2017 age ID:x5JbMDpnSrrSSy4cPglmQZzMZS= aBEVOCfxB1ydPYku51NM0wnidt_0iz9ekA6FVIzMEyT 2-4.0 9-0-0 16-M 23-8-0 0 -2 2-4-0 6.8-0 7-8-0 7-0-0 4x8 = 16 4x6 = 17 Scale = 1:41.8 11 3x6 = 4X8 = r3x6 II 3x4 = 3x6 I 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TOLL 20.0 Plate Grlp DOL 1.25 TO 0.71 Vert(LL) -0:05 7-8 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.14 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.46 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 8-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 11=966/0-8-0, 7=777/0-8-0 Max Horz11=-177(LC 10) Max Upliftl 1 =-614(LC 12), 7— 416(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15� 994/773, 4-15= 908/784, 4-16= 846/831, 5-16=-846/831, 5-17=-876/808, 6-17=-1026/795, 6-7= 710/657 BOT CHORD 10-11= 147/311, 9-10=-547/830, 8-9= 547/830 WEBS 3-11=-847/982, 3-10— 514/732, 6-8=-395/696 PLATES GRIP MT20 244/190 Weight: 121 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-11-3 oc bracing. 1 Row at midpt 4-8 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=4.2psf; BCDL=3.Opsf; h=16ft B=51ft L=60ft; eave=7fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 9-0-0, Exterior(2) 9-0-0 to 16-8-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 11=614, 7=416. ti) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11--7473 rev. 10/012015 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 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 MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 33610 Job Truss Truss Type City Ply Wright T10996761 74288 Al HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Apr 28 09:23:44 2017 Page 1 1 D:x5JbM DpnSrrSSy4cPglmQZzMZS_-aBEVOCfxB 1 yd PYku51 N MOwnm3tynizcekA6FVIzMEyT 2-4-0 6-6-8 11-0-0 14-8-0 19-1-7 23-8-0 0 -2 2-4-0 4-2-8 4-5-8 3-8-0 4-5-7 4-6-9 U8 = 4x4 = Scale = 1:40.7 19 -o� — 3X6 = 3x4 = 3x4 = 3x8 = 6x8 = 1-0-0 1 14-8-0 23-8-0 LOADING (psf) TOLL 20:0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Pfate:Grjp:DOL .1:25 Lumber DOL 1.25 Rep Stresslncr YES Code FBC2014[TP12007 CSI. TC .0.49 BC 0.39 WB 0.50 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) 0,15 :9-10 '>999 .360 Vert(TL) -0.38 9-10 >673 240 Horz(TL) 0.03 9 n/a n/a Wind(LL) 0.03 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 133 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pitrtins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. REACTIONS. (lb/size) 13=967/0-8-0, 9=776/0-8-0 Max Horz 13=-220(LC 10) Max Upliftl3=-615(LC 12), 9=-415(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-286/2, 4-5=-870/759, 5-6=-743/745, 6-18=-827/773, 7-18=-888/758 BOT CHORD 2-13=0/266, 12-13=-609/857, 11-12=-609/857, 10-11= 437/750, 9-10— 647/810 WEBS 3-13=-215/380, 4-13=-922/936, 7-10=-172/308, 7-9= 870/753 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 11-0-0, Exterior(2) 11-0-0 to 14-8-0, Interior(1) 23-1-4 to 23-6-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=615, 9=415. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 1 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabilcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/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 33610 Job Truss Truss Type Qty Ply Wright T10996762 74288 A2 COMMON 1 11 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Fri Apr 28 09:23:45 2017 Page 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= 2KotcYgayL4UOil5fkubY8KzDHKcRMBoygspl kzMEyS 2-4.0 5-2-6 5-3-10 5-3-14 7-6-6 12-10lt2 �-0 18-1-14 23-8-0 -4-0 5-6-2 4x4 = Scale = 1:45.0 12 3x4 = 3x6 = 3x4 = 8 3x4 = 5x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.07 9-11 >999 360 TGDL 7.0 Lumber DOL 1.25 BG 0.29. Vett(f.L) -0.16 8-.9 >999 .240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.04 9-11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 12=966/0-8-0, 8=776/0-8-0 Max Harz 12=-260(LC 10) Max Uplift12=-614(LC 12), 8=-415(1_C 12) Max Grav 1 2=966(LC 1), 8=789(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-933/774, 5-18=-898/838, 6-18=-959/820, 7-8=-210/262 BOT CHORD 11-12— 543/972, 11-20=-318/702, 10-20= 318/702, 9-10= 318/702, 8-9=-598/848 WEBS 3-12=-287/442, 4-12=-957/840, 4-11= 189/266, 5-11=-208/389, 5-9=-272/432, 6-9=-225/330, 6-8=-905/648 PLATES GRIP MT20 244/190 Weight: 128 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-6-0 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=4.2psf; BCDL=3.Opsf; h=16ft; 8=51fh L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 12-10-0, Exterior(2) 12-10-0 to 18-9-10 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=614, 8=415. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE M11-7473 rev, 10/032015 BEFORE USE. ' Design valid for use only with MI1ek8 connectors. This design Is based only upon parameters shown, 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 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeie' Is always reguIred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job russ Truss Type city Ply Wright T10996763 74288 �A3 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL t.dau s Apr 19 2016 Mu ek industries, Inc. rn Apr 28 09z3:46 2017 ragre r I D:x5JbM DpnSrrSSy4cPglmQZzMZS_-W W M FpuggeCLestH DRPg5Ls93hhQApZxBUbMaBzMEyR 21 -0 7-6-6 12-10-0 16-0-0 22-0.0 23-4-0 0 -2 2-4-0 5-2-6 5-3-10 3-2.0 6-0-0 1-4-0 4x4 = Scale = 1:46.3 14 �'� 9 5x6 = 3x4 = 3x6 = 3x8 = 3x4 = 3x6 I I 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TOLL 20A Plate Gt p:DOL 1-25 TC 0.27 Vert(LL) -0:07 11-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.13 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.05 11-13 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 14=954/0-8-0, 9=764/0-4-0 Max Horz 14=230(LC 12) Max Upliftl4— 586(LC 12), 9=-430(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5= 955/716, 5-6= 899/782, 6-7=-774/634, 8-9= 764/599 BOT CHORD 13-14=-727/944, 13-20=-494/676, 12-20=-494/676, 11-12= 494/676 WEBS 3-14=-287/434, 4-14=-947f794, 4-13=-186/277, 5-13=-216/388, 5-11=-269/395, 6-11— 626/608, 7-11=-559/769, 7-10=-608/588, 8-10=-569/720 PLATES GRIP MT20 .244/1.90 Weight: 147 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-7-7 oc bracing: 13-14. 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=4.2psf; BCDL=3.Opsf; h=16ft B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 12-10-0, Exterior(2) 12-10-0 to 23-2-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=586, 9=430. 7� "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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, seeANSI/TPI1 Quality Criteria, DSB-69 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996764 74288 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MTek Industries, Inc. Fn Apr 28 09.23.46 201, Page 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= WWMFpuggeCLestHDRPg5LsgAhgJApoxBUbMaBzMEyR 2-4-0 7-6-6 12-10-0 14-M 20-0-0 23-4-0 2-4-0 5-2-6 5-3-10 1-2-0 6-0-0 Scale = 1:45.2 4x5 11 4x12 = 4x5 = 13 3x4 = - 3x4 = 5x6 = 5x6 = 3x8 = 3x6 I 2-0-0 2r4�0 9-5-15 14-0-0 20-0-0 _ 23-4-0 2-0-0 0-4-0 7-1-15 4-6-1 6-0-0 3-4-0 Plate Offsets (X,Y)-- (11:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL .20A Plate Grip.DOL 1.25 TO 0.26 Vert(LL) -0.05 12-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.12 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.02 9 n/a nla BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 11-12 >999 240 Weight: 151 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 13=954/0-8-0, 9=764/0-4.0 Max Horz 13=230(LC 12) Max Upliftl3= 586(LC 12), 9= 431(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-896/751, 5-6=-778/773, 6-19= 381/424, 7-19= 381/424, 7-8=-457/401, 8-9= 742/646 BOT CHORD 12-13=-733/898, 11-12=-507/655, 10-11=-555/697 WEBS 3-13=-283/435, 4-13=-927/819, 4-12= 197/267, 5-12=-210/323, 5-11=-275/402, 6-11 _ 297/295, 6-10=-473/367, 8-10— 479/617 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 8-6-15 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=4.2psf; BCDL=3.opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 12-10-0, Exterior(2) 12-10-0 to 23-2-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 41 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 13=586, . 9=431. 71 "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M11-7473 rev. 101012015 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!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erectlon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Wright T10s967s5 74288 A5 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL t.b9V s Hpr 1v Zu18 MI I ek inausiries, Inc. Fri Apr Z8 059Z3:4 ZV 1 / A' i ID:x5JbMDpnSrrSSy4cPglmQZzMZS_--jwd1Dhg1JyKCG0STn9x3eZPHe41RvLP4Q8Lv6dzMEyQ 2-4-0 8-0-0 13-8-0 18-0-0 23-4-0 0- -2 2-4-0 5-8-0 5-8-0 4-41 5-4-0 4x8 = 4x5 = 5 19 6 13 c 1v o 8 3x4 = 3x5 II 4x4 = 3x6 = 3x4 = 3x8 = 3x6 II Scale = 1:45.0 2-0-0 2r4�0 8-0-0 13-8-0 18-0-0 � 23-4-0 2-0-0 0-4-0 5-8-0 5-8-0. 4-4-0 5-4-0 Plate Offsets (),Y)-- 15:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip:DOL 1.25 TC 0.47 Vert(LL) -0.03 10-12 >999 360 MT20 244/11090 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.08 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.43 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TPi2007 (Matrix-M) Wind(LL) 0.0310-12 >999 240 Weight: 145lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-4-4 oc bracing: 10-12. REACTIONS. (lb/size) 13=955/0-8-0, 8=763/0-4-0 Max Horz 13=230(LC 12) Max Upliftl3= 586(LC 12), 8=-430(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-17= 969/721, 17-18=-910/722, 4-18=-867/732, 4-5=-724/665, 5-19=-452/564, 6-19=-452/564, 6-7=-568/525, 7-8=-713/682 BOT CHORD 12-13=-196/266, 11-12= 777/936, 10-11=-777/936, 9-10=-483/626 WEBS 3-13=-841/840, 3-12=-686/820, 4-10=-385/363, 5-10=-185/315, 5-9=-345/242, 7-9= 435/560 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=4.2psf; BCDL=3.Opsf; h=16fh B=51fh L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 13-8-0, Exterior(2) 13-8-0 to 1 B-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 41 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=586, 8=430. 71 "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev, IOWM015 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, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996766 74288 A6 COMMON 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL r.oau s Hpr a zu io mi i arc mvusnros, h— yi 28 09:23:4 i cv i , r ye i ID:x5JbMDpnSrrSSy4cPglmQZzMZS=-jwdlDhgUyKCGOSTn9x3eZPD140gvKb4Q8Lv6dzMEyQ 2-4-0 8-8-9 15-10-0 23.4-0 0-6-2 2.4-0 6-4-9 7-1-7 7-6-0 a 0 5x6 = 6.00 12 Scale = 1:51.7 3x4 = 3x5 11 4x4 = 3x6 = 3x8 = 3x6 11 8-8-9 1 15-10-0 , 23-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Pia?eGrip.DOL 7.25 TC 0.76 Vert( -0.06 7-8 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.16 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.04 8-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 11=954/0-8-0, 7=764/0-4-0 Max Horz l l=-263(LC 10) Max Upliftl 1 =-586(LC 12), 7— 431(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-984/632, 4-15= 853/646, 4-16=-635/517, 5-16=-546/541, 5-17= 489/540, 17-18=554/525, 6-18= 631/517, 6-7=-698/651 BOT CHORD 10-11=-220/329, 9-10=-663/964, 8-9=-663/964 WEBS 3-11=-831/849, 3-10=-610/787, 4-8=-523/387, 5-8=-10/261, 6-8=-339/580 m 0 PLATES GRIP MT20 244/190 Weight; 132 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-0-6 oc bracing. 1 Row at midpt 4-8 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=4.2psf; BCDL=3.opsf; h=16ft; B=51ft; L=soft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 15-10-0, Exterior(2) 15-10-0 to 21-9-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=586, 7=431. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MIT&D connectors. This design is based only upon parameters shown, 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' prevent 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, seeANSVTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Wright T10996767 74288 A7 COMMON 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Fri Apr 28 09:23:48 2017 Page 1 ID:x5JbMDpnSrrSSy4cPglmOZzMZS= SvU?EZiSFGS3tA1 fKsSIAmyOkUM3engEfo4Te3zMEyP 2-4-0 8-8-9 15-10-0 23-4-0 0- -2 2-4-0 1 6-4-9 7-1-7 7-6-0 5x6 = G-oo 12 3x4 = 3x5 II 4x4 = 3x6 = 3x8 = 3x6 11 Scale = 1:51.4 Plate Offsets (X,Y)-- (4:0-3-0 0-3-41 16:0-1-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip:DOL 1.25 TC 0.77 Vert{LL) -0.06 7 E >999 360 f,AT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.16 7-8 >999 240 BCLL 0.0 ' Rep Stress incr YES W B 0.49 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.04 8-10 >999 240 Weight: 132lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 11=954/0-8-0, 7=764/0-4-0 Max Horz11=-265(LC 10) Max Upliftl1= 586(LC 12), 7=-431(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-984/632, 4-15=-852/646, 4-16=-634/516, 5-16=-544/540, 5-17= 487/539, 17-18= 553/525, 6-18=-630/517, 6-7= 698/651 BOT CHORD 10-11=-220/330, 9-10=-663/964, 8-9= 663/964 WEBS 3-11=-831/849, 3-10=-611/787, 4-8=-526/391, 5-8=-11/263, 6-8=-335/577 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 9-0-6 oc bracing. 1 Row at midpt 4-8 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=4.2psf; BCDL=3.Opsf; h=16ft; 6=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 15-10-0, Extedor(2) 15-10-0 to 21-9-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=586, 7=431. 6) "Semi -rigid pitchbreaks incfuding-heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MirEK REFERANCE PAGE M11--7473 rev. 10103/2015 BEFORE USE Design valid for use only with MITek8 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT ek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Bulfding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996768 74288 A8 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr re zv ro meek ina—hies, uiu. rig Api co 09:23:4n cv i i raga P I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-w52NSvj4OZawVKcsuazXj_Ue1 uhvNJ 1 NtSgOAVzMEyO 2-4-0 6-6-9 11-0-0 0- -2 2-4-0 4-2-9 4-5-7 3x4 = 7 3x4 = 6 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.11 6-7 >894 360 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.28 6-7 >360 240 BCLL 0.0 Rep Stresslncr YES WB 0.17 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.01 6-7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=511/0-8-0, 6=295/0-4-0 Max Horz 7=295(LC 12) Max Uplift7= 284(LC 12), 6=-239(LC 12) Max Grav7=511(LC 1), 6=369(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-371/16 BOT CHORD 2-7=0/349, 6-7= 366/250 WEBS 3-7=-196/420, 4-6=-296/449 Scale = 1:33.7 PLATES GRIP MT20 244/190 Weight: 59 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 10-10-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=284, 6=239. 5)) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE 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 design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building prevent 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, mANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996769 74288 B HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr i9 20 i6 mu en ind—i ies, in, ri i Apj co oy—Aw cv, , yo , ID:x5JbMDpnSrrSSy4cPglmQZzMZS= w52NSvj4OZawVKcsuazXj_UawujiNloNtSgOAVzMEyO 2-4-0 9-0-0 10-8-0 17-4-0 0- -2 2-4-0 6-8-0 1-8-0 6-8-0 11 4x8 = 4x6 = 16 11 3x6 = 7 3x4 = 3x5 II 4x4 = 4x8 = 3x6 ll 9-0-0 Scale: 3/8°=l' LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 .Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CS]. TC 0.61 BC 0.21 WB 0.25 (Matrix-M) DEFL. in Vert(LL) -0.04 Vert(TL) -0.11 Horz(TL) 0.00 Wind(LL) 0.01 (loc) I/deft Ud 7-8 >999 360 7-8 >999 240 7 n/a n/a 9 >999 240 PLATES GRIP MT20 244/190 Weight: 96lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=735/0-8-0, 7=539/0-4-0 Max Horz 11=-174(LC 10) Max Upliftl 1=-490(LC 12), 7= 287(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-15=-600/461, 4-15=-510/473, 4-5=-464/535, 5-16=-440/477, 6-16=-599/475, 6-7= 475/467 BOT CHORD 10-11 =-1 47/306, 9-1 0=-1 47/306, 8-9_ 275/487 WEBS 3-11=-619/827, 3-9= 251/379, 6-8=-141/376 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=4.2psf; BCDLr3.Opsf; h=16ft; B=51ft L=60ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 9-0-0, Exterior(2) 9-0-0 to 10-8-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 51 * This truss has been designed for a 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 100lb uplift atjoint(s) except Qt=lb) 11=490, 7=287. 71 "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 10/03,2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent 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, mANSI/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 33610 Job Truss Truss Type city Ply Wright T10996770 74288 B1 COMMON 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Fri Apr 28 09:23:50 2017 Page 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= OlcmfFkintin7TB2SHUmFB1j212R61AX66ZZjyzMEyN 2-4-0 9-10.0 17-4-0 0 -2 2-4-0 7-6-0 7-6-0 Scale = 1:34.7 5x6 = 4x8 = 3x6 I I 3x4 = 2-0-0 -4- 9-10-0 17-4-0 2-0-0 -4- 7-0-0 7-6-0 Plate Offsets (X Y)-- (5:0-3-0 0-1-81 LOADING (psf) SPACING- 2-0-0 ' CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.13 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.24 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 CodeFBC2014RP12007 (Matrix-M) Wind(LL) -0.01 7-9 >999 240 Weight: 86lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=734/0-8-0, 6=540/0-4-0 Max Harz 9= 191(LC 10) Max Uplift9=-489(LC 12), 6=-287(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13= 598/423, 13-14= 512/434, 4-14=-502/448, 4-15=-446/455, 15-16= 502/441, 5-16= 590/432, 5-6=-473/465 BOT CHORD 8-9=-188/378, 7-8=-188/378 WEBS 3-9=-625/801, 3-7= 205/398, 5-7=-76/391 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60fh eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 9-10-0, Exterior(2) 9-10-0 to 15-9-10 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=489, 6=287. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll--7473 rev. 10/03/2015 BEFORE USE Design valid for use oNy 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek7 prevent 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T70996771 74288 B2 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Foil Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Apr 28 09:23:50 2017 Page 1 I D:x5JbM DpnSrrSSy4cPglmQZzMZS_-OlcmfFkintin7TB2S HUmFB1 gKloy6eVX66ZZjyzM EyN 2-4-0 6.8-0 11-0-0 16-3-0 21-6-0 0- -2 2-4-0 4-4-0 4-4-0 5-3-0 5-3-0 4x4 = Scale = 1:38.5 3x4 = 3x4 = 17 186 19 123x4 = 3x6 = 8 3x4 = 3x8 = 3x4 = 3x6 11 2-0-0 4- 11-0-0 16-3-0 21-6-0 2-0-0 -4- 8-8-0 5-3-0 5-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.10 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.2511-12 >913 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 9-11 >999 240 Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-4-14 oc bracing: 11-12. REACTIONS. (lb/size) 6=695/0-4-0, 12=887/0-8-0 Max Harz 12=300(LC 12) Max Uplift8=-413(LC 12), 12= 531(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 302/4, 4-5=-734/536, 5-17=-631/551, 17-18=-631/551, 6-18=-631/551, 6-19=-498/432, 7-19= 498/432, 7-8— 646/603 BOT CHORD 2-12=0/280, 11-12= 762/749, 10-11=-432/498, 9-10=-432/498 WEBS 3-12=-228/388, 4-12=-799/736, 4-11 =-1 49/259, 6-9=-440/492, 7-9= 628/723 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft L=60ft eave=7ft; Cat. il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 11-0-0, Extedor(2) 11-0-0 to 19-5-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will . fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=413, 12=531. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 stablltiy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/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 33610 Job Truss Truss Type Qty Ply Wright T10996772 74288 B3 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ovo s Apr r v zoi o Mi r ek mausirres, inc. Fri vz Apr 26 uaa i 20 i rF.U. i I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-tU98tbkKYBgekdmEO???oPa_ViMor4DgLmJ7FOzMEyM 2-4-0 8-6-8 13-0-0 17-3.0 21-6-0 0 -2 2-4-0 6-2-8 4-5.8 4-3-0 4-3-0 4x4 = 3x4 = 18 19 6 Scale = 1:42.9 3x4 11 12x3 6x8 8 11 4x4 = 3x6 = 3x8 = 3x4 = = 2-0-0 2 8-6-8 13-0-0 21-6-0 2-0-0 0-4 6-2-8 4-5-8 8-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.14 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.32 8-9 >722 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 9-11 >999 240 Weight: 132 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 3D end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-4-7 oc bracing: 9-11. REACTIONS. (lb/size) 8=695/0-4-0, 12=887/0-8-0 Max Harz 12=354(LC 12) Max Uplift8=-430(LC 12), 12= 513(LC 12) Max Grav8=761(LC 17), 12=887(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-904/525, 16-17=-843/528, 4-17=-834/539, 4-5= 696/475, 5-18=-591/488, 18-19= 591/488, 6-19=-591/488 BOT CHORD 11-12= 331/263, 10-11=-771/824, 9-10=-771/824, 9-20=-340/369, 20-21=-340/369, 8-21= 340/369 WEBS 3-12=-785/772, 3-11=-448/648, 4-9=-322/387, 6-9=-278/420, 6-8=-670/638 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60fh eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 13-0-0, Exterior(2) 13-0-0 to 21-4-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=430, 12=513. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. rD WARNING- Verily design parameters and READ NOTES ONTNIS AND INCLUDED MITEKREFERANCE 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 brdiding 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, seeANSI/TPII Quallty 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 33610 Job Truss Truss Type Qty Ply T10996773 74288 B4 MONO HIP 1 7 wob"R,eference (optional) Chambers Truss, Fort Pierce, FL r.ovv s Apr i a zv ro rvn i ek muusuies, mv, pi co 0923:v«v„ rays ID:x5JbMDpnSrrSSy4cPglmQZzMZS= LgjW4xlzlUzVMnLRZiWELc6Av5kzaatpZQ2gngzMEyL 2-4-0 8-6-8 15-0-0 21-6-0 - - 02 2-41 6-2-8 6-5-8 6-6-0 4x8 = a nn Fi—o- 6 18 19 3x4 II Scale:1/4"=1' 7 3x4 = 2x3 11 4x4 = 3x6 = 3x4 = 6x8 = 8-6-8 21-6-0 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.04 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.10 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.03 9-11 >999 240 Weight: 130 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 8=695/0-4-0, 12=887/0-8-0 Max Harz 12=409(LC 12) Max Uplift8=-450(LC 12), 12=-493(LC 12) Max Grav8=783(LC 17), 12=893(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-938/479, 16-17=-868/482, 4-17=-828/490, 4-5— 828/492, 5-6=-587/346 BOT CHORD 11-12=-317/257, 10-11=-805/879, 9-10= 805/879, 9-20=-422/498, 8-20= 422/498 WEBS 3-12=-8081732, 3-11=-497/697, 5-9= 466/463, 6-9=-209/475, 6-8— 758/642 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-2-9 oc bracing: 9-11. 1 Row at midpt 7-8, 6-8 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=4.2psf; BCDL=3.Opsf; h=16ft B=51fh L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 15-0-0, Exterior(2) 15-0-0 to 21-4-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb) 8=450, 12=493. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 141I--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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996774 74288 B5 COMMON 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 4x4 1 '" u s Apr l e eVl b mu eK Inauslrres, Inc, ro Apr 28 09:23:52 ee i i rage, ID:x5JbMDpnSrrSSy4cPglmQZzMZS= LgjW4xizlUzVMnLRZiWELc65C5f3aUBpZQ2gngzMEyL 7-7-12 15-0-0 19-6-0 7-7-12 7-4-4 4-6-0 4x6 = 6.00 12 9 6 6x8 = 3x6 = 3x4 = 6x8 = Scale = 1:54.2 9-9-0 ' 9-9-0 Plate Offsets (X,Y)-- (3.0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.61 Vert(LL) -0.37 6-7 >615 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.63 6-7 >369 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 I (Matrix-M) Wind(LL) 0.03 7 >999 240 Weight: 121 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 9=711/0-8-0, 6=711/0-4-0 Max Harz 9=285(LC 12) Max Uplift9— 328(LC 12), 6=-439(LC 12) Max Grav9=767(LC 17), 6=828(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10= 285/324, 2-10=-202/340, 2-3=-880/587, 3-11=-872/590, 4-11=-795/615, 1-9= 298/378 BOT CHORD 8-9=-706/951, 7-8=-706/951, 7-12= 258/340, 12-13= 258/340, 6-13=-258/340 WEBS 2-7= 428/515, 4-7=-465/824, 2-9=-732/369, 4-6=-704/561 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-5 oc bracing. 1 Row at midpt 2-9, 4-6 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-6, Interior(1) 6-1-6 to 15-0-0, Exterior(2) 15-0-0 to 19-4-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=328, 6=439. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 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, net � 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, seeANSI/TPI I 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 33610 Job Truss Truss Type Qty Ply Wright T10996775 74288 D HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M7ek Industries, Inc. Fri Apr 28 09:23:53 2017 Page 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-psHuH Hmb3o5M_xwd7Q 1 Ttgfl6V2YJzOzo4oEJHzMEyK 2-4-0 9-0-0 17-0-0 25-0-0 31-8-0 34-0-0 34- 2 6-8-0 8-0-0 8-0-0 6-8.0 2.4-0 0-0-2 r02 0 Scale = 1:59.0 4x8 = 2x3 II 4x8 = 4 24 525 26 27 6 3x4 = 3x6 II 4x4 = 3x6 = 3x8 = 3x6 = 4x4 = 3x6 II 3x4 = Plate Offsets (Y Y)-- i4:0-5-4 0-2-01 (6:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.08 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.23 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.78 Horz(fL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 13 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-8-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 16=1260/0-8-0, 10=1260/0-8-0 Max Horz 16=-199(LC 10) Max Upliftl6— 772(LC 12), 10= 682(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-23=-1474/1039, 4-23=-1388/1050, 4-24=-1808/1458, 24-25=-1808/1458, 5-25=-1808/1458, 5-26=-1808/1458, 26-27=-1808/1458, 6-27=-1808/1458, 6-28=-1388/1050, 7-28=-1474/1038 BOT CHORD 15-16=-179/332, 14-15=-720/1244, 13-14= 720/1244, 12-13= 696/1238, 11-12=-696/1238 WEBS 3-16=-114611130, 3-15=-769/1166, 4-13= 5051724, 5-13=-497/535, 6-13=5061724, 7-11 =-772/1166, 7-1 0=-1 146/1136 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft eave=7lt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 9-0-0, Exterior(2) 9-0-0 to 33-5-8, Interior(1) 33-5-8 to 34-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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. 61 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=772, 10=682. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING -Verify design parameters and READ NOTES ON THIS. AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not 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 slability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII 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 33610 Job Truss Truss Type city Ply Wright T10996776 74288 D1 HIP 1 1 Job Reference o tional �.namues cuss, rmirrown, �� ...,,.,.,,.r.,---,r-GV,-..............--,...-.Zi'Q1 -W---'--'----.. (nsjz ID:xSJbMDpnSrrSSy4cPglmciZzMZS= H3rGVdnDg6DDb5Uph7ZicilCWMvOE2cic61kxnsjzMEyJ .-6 -0-0 17-0-0 3-0-0 24-00 31-40 3-0342 4a2.4a 22-44-00 2-B 6-0-0 42 m2 0 Scale = 1:59.0 4x8 = 2x3 I I 4x8 = 5 26 27 6 28 29 7 18 17 'v 15 13 12 6x8 —_ 3x6 = 3x8 = 3x4 = 6x8 = 3x4 3x4 = = 3x4 = 3x6 = 11-0-0 34-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.10 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.27 17-18 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.79 Horz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.08 15 >999 240 Weight: 186lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-2-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=1260/0-8-0, 12=1260/0-8-0 Max Horz 18=-243(LC 10) Max Upl1ft18= 772(LC 12), 12=-681(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5= 1387/1109, 5-26=-1441/1258, 26-27= 1441/1258, 6-27= 1441/1258, 6-28=-1441/1258, 28-29= 1441/1258, 7-29=-1441/1258, 7-8= 1386/1110 BOT CHORD 17-18=-804/1226, 16-17=-690/1216, 15-16=-690/1216, 14-15=-653/1192, 13-14=-653/1192, 12-13=-767/1127 WEBS 3-18=-229/385, 4-18= 1389/1220, 5-15=-334/414, 6-15=-371/427, 7-15=-335/413, 8-12=1384/1214, 9-12=-242/397 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Intedor(1) 5-10-11 to 11-0-0, Exterior(2) 11-0-0 to 31-8-0, Interior(1) 31-8-0 to 34-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 31 Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=772, 12=681. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MITek9 connectors. This design Is based only upon parameters shown. 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 anMOW chord members only. Additional temporary and permanent bracing I VI{ W 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, seeANSI/TPII Quality Cdterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plale Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996777 74288 D2 HIP 1 1 I Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr iv zui n mi i ek mausmes, Inc. rn Apr 28 oszoav 201 r ruvul I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-H3rGVdnDg6D Db5Uph7ZiQ 1 CTRvPM2St61 kXnsjzM EyJ 24-0 8-4-9 13-0-0 21-0-0 25-7.7 31-8-0 34-0-0 a 2 z•a-o s-o-10 aaa e o o as-7 s-o-10 2-a-o m 2 0 Scale = 1:59.0 4x8 = 4x6 = 3 27 28 6 18 17 '- 15 -' 14 '" 12 11 3x6 l 4x4 = 3x6 = 3x8 = 4x4 = 3x6 I 3x4 = 3x4 = 3x4 = 3x6 = 8-4.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.24 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WE, 0.64 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 15 >999 240 Weight: 189lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-14 REACTIONS. (lb/size) 18=1260/0-8-0, 11=1260/0-8-0 Max Harz 18= 287(LC 10) Max Uplift18= 772(LC 12), 11=-682(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-25=-1459/1091, 25-26=-1398/1095, 4-26= 1389/1106, 4-5= 1328/1125, 5-27= 1144/1088, 27-28= 1144/1088, 6-28= 1144/1088, 6-7=-1317/1124, 7-29=-1370/1103, 29-30=-137911093, 8-30= 144411089 BOT CHORD 17-1 8=-236/370,16-17=-842/1415, 15-16=-842/1415, 15-31= 655/1267, 14-31=-655/1267, 13-14=-807/1223, 12-13=-807/1223 WEBS 3-18=-1141/1090, 3-17=-889/1 1 B2, 4-15= 229/254, 5-15=-133/367, 6-14=111/325, 7-14= 231/253, 8-12=-896/1180, 8-11 =-1 130/1091 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 13-0-0, Exterior(2) 13-0-0 to 21-0-0, Interior(1) 29-5-4 to 34-0-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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 tit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=772, 11=682. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing 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 6904 Parke East Blvd. fabrlcatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss TrussType Qty Ply Wright T10996778 74288 D3 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 S Apr 19 2016 MireK Industries, Inc. Fri Apr 28 09:23:55 2017 rage 1 1D:x5JbMDpnSrrSSy4cPglmQZzMZS= IFPfiznrbPL4DF3OFg4xyFkcCJIInuZGGOHK09zMEyl i 6-6-B 13-0-0 17-0-0 236-8 29-8-0 32-0-0 32-p-2 6-6-8 6-5-8 4-0.0 6-5-8 6-2-8 2.4-0 0 2 4x8 = 4x4 4x6 = 22 4 Scale = 1:58.5 8g �I Ial 0 3x6 11 4x4 = 3x4 = 3x6 = 4x4 = 3x6 11 3x4 = 3x8 = 6-6-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/T-P12007 CSI. TC 0.62 BC 0.30 W B 0.74 (Matrix-M) DEFL. in (loc) I/defl Ud Vert(LL) -0.05 14-15 >999 360 Vert(TL) -0.16 14-15 >999 240 Horz(TL) 0.04 10 n/a rVa Wind(LL) 0.0714-15 >999 240 PLATES GRIP MT20 244/190 Weight: 189lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-12 oc bracing. WEBS 1 Row at midpt 3-12 REACTIONS. (lb/size) 16=1086/0-8-0, 10=1273/0-8-0 Max Horz 16=309(LC 11) Max Upliftl6= 587(LC 12), 10=-691(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20= 1554/1140, 20-21=-1415/1152, 2-21=-1399/1153, 2-3= 1264/1069, 3-22= 1051/1052, 4-22= 1051/1052, 4-5=-1257/1056, 5-6=-1357/1107, 6-23=-1357/1105, 23-24=-1406/1097, 7-24= 1492/1094, 1-16=-1025/847 BOT CHORD 15-16=-276/400, 14-15=-907/1469, 13-14=-546/1096, 12-13=-546/1096, 11-12=-831/1271 WEBS 2-14=-454/435, 3-14= 210/345, 4-12=-203/314, 5-12=-399/365, 7-11— 984/1254, 7-1 0=- 1148/1079, 1-15=-862/1219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-6, Interior(1) 6-1-6 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 25-5-4 to 32-0-15 zone; cantilever right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=587, 10=691. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010372015 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T1099s779 74288 D4 SPECIAL 7 1 wob4,R'eference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 Mr t ek industries, Inc. Fri Apr 26 09:23:56 2017 rage 1 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-D Rzl wl oTMjTwrOeCoYbAVSHkoj25W KAPU20uwbzMEyH i 7-9-11 , 15-0-0 22-2-5 , _ 29-4-0 32-0-0 32-p-2 7-9-11 7-2-5 7-2-5 7-1-11 2-8-0 0-d-2 5x6 4x5 = 6.00 12 Scale = 1:60.0 12 ,,� 5x6 = 3x4 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.83 BC 0.42 W B 0.78 (Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) -0.14 10-11 >999 360 Vert(TL) -0.38 10-11 >930 240 Horz(TL) 0.21 8 n/a n/a Wlnd(LL) 0.18 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 165lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 'Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-8: 2x6 SP No.2 WEBS 1 Row at midpt 5-9, 1-11 REACTIONS. (lb/size) 12=1071/0-8-0, 8=1289/0-8-0 Max Harz 12=352(LC 11) Max Upliftl2=-579(LC 12), 8=-699(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16= 2357/1501, 2-16=-2219/1517, 2-17= 1880/1201, 3-17=-1784/1225, 3-18=-1784/1179, 4-1 8=-1 878/1155, 4-19=-2106/1347, 5-19=-2196/1331, 1-12= 1079/833 BOT CHORD 11-12=-337/520, 10-11— 1183/2362, 9-10= 1065/1961, 8-9=-184/312 WEBS 2-10=-623/548, 3-10= 697/1254, 4-10=-538/416, 4-9=-211/293, 5-9=-1322/2052, 5-8=-1171/1043, 1-11= 1069/1854 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-6, interior(1) 6-1-6 to 15-0-0, Extedor(2) 15-0-0 to 20-11-10 zone; cantilever right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at Joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=579, 8=699. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek(D connectors. This design is based only upon parameters shown, 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 buss 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, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312- Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996780 74288 D5 SPECIAL 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ovu s Apr iv evi o Mi i ek mousmes, inc. rn Apr ea 09:23.57 2017 - ye I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-heXP7ep571 bnTYDOM F6P2gpuM60DFoBZjimRS2zMEyG 7-9-11 15-0-0 22-2-5 30-0-0 7-9-11 7-2-5 7-2-5 7-9-11 5x6 4x5 = 6.00 12 3.00112 b 10 3x8 = 3x8 = 22-2-5 Scale = 1:58.6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP(2007 CSI. TC 0.84 BC 0.43 W B 0.73 (Matrix-M) DEFL. in Vert(LL) -0.15 Vert(TL) -0.40 Horz(TL) 0.23 Wind(LL) 0.20 (loc) I/defl L/d 7-8 >999 360 7-8 >894 240 6 n/a n/a 7-8 >999 240 PLATES GRIP MT20 244/190 Weight: 158lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing. WEBS 1 Row at midpt 1-9, 5-7 REACTIONS. (lb/size) 10=1099/0-8-0, 6=1099/0-8-0 Max Horz 10— 324(LC 10) Max UpliftlO=-594(LC 12), 6=-594(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11= 2429/1613, 2-11=-2270/1629, 2-12_ 1975/1339, 3-12=-1879/1363, 3-13=-187911363, 4-13=-1975/1339, 4-14=-2260/1629, 5-14=-2429/1613, 1-10= 1097/875, 5-6= 1068/875 BOT CHORD 9-10=-308/498, 8-9=-1362/2391, 7-8=-1362/2178 WEBS 3-8=-827/1346, 4-8=-650/520, 4-7= 152/253, 2-8=-614/520, 2-9_ 152/253, 1-9= 1199/1923, 5-7= 1199/1923 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=4.2psf; BCDL=3.Opsf; h=16ft; 13=51111; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 6-1-6, Interior(1) 6-1-6 to 15-0-0, Exterior(2) 15-0-0 to 20-11-10 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Q Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=594, 6=594. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE 11111--7473 rev. 1010312016 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicabtllty 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, seeANSI/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. Alexagdda, VA 22314. Tampa, FL 33610 Job Truss Qty Ply WrightT10996781 74288 G F,,ussType 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr ,e 201610 ,era mdust"". " r . • a� I D:x5JbMDpnSrrSSy4c PglmQZzMZS_-heXP7ep571 bnTYDOM F6P2gpzL6R3FPAZjimRS2zMEyG lt2-4-0-0 6-8.0 6-0-0 9-" 15-0-0 21-0-0 27-8-0 30-0-0 30 -2 -46-0-0 6.8-0 2 12-4-0 0-0-2 4x8 = 23 2x3 11 4x8 = 24 5 25 26 6 Scale = 1:52.0 0 0 8 9 IT 0 15 14 iz II iu 3x6 11 4x4 = 3x6 = 4x4 = 3x6 11 3x4 = 3x4 = 3x8 = LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 9-0-0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 REACTIONS. (lb/size) 15=1112/0-8-0, 1 0=1 112/0-8-0 Max Horz 15=-199(LC 10) Max Upliftl5=-1188(LC 12), 10=-1097(LC 12) CSI. DEFL. in - (loc) I/deft Ud PLATES GRIP TO 0.52 Vert(LL) 0.1311-12 >999 240 MT20 244/190 BC 0.25 Vert(fL)-0.1211-12 >999 240 W B 0.67 Horz(TL) -0.02 10 n/a n/a (Matrix-M) Weight: 155 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 5-7-4 oc bracing. WEBS iRow atmidpt 3-14,7-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-22= 1223/2059, 4-22=-1135/2071, 4-23=-1318/2449, 23-24= 1318/2449, 5-24=-131812449, 5-25=-1318/2449, 25-26=-1318/2449, 6-26= 1318/2449, 6-27= 1135/2069, 7-27= 1223/2057 BOT CHORD 14-15=-289/226, 13-14=-1642/1013, 12-13=-1642/1013, 11-12= 1607/1013 WEBS 3-15— 991/1565, 3-14=-1443/915, 4-12=-654/452, 5-12= 365/399, 6-12=-654/452, 7-11 =- 1446/915, 7-10= 991/1570 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=4.2psf; BCDL=3.opsf; h=16ft; B=51ft; L=60ft eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 9-0-0, Exterior(2) 9-0-0 to 29-5-8, Interior(1) 29-5-8 to 30-0-15 zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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. a) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 15=1188, 10=1097. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/012015 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 fabricatiom storage, delivery, erection and bracing of trusses and truss systems, scoANSI/TPI I 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 33610 Job Truss Truss Type Qty Ply Wright T10996782 74288 G1 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 a Apr 19 2016 MI I ek Industries, Inc. Fri Apr 26 09:23:b6 2u1 t rage 1 ID:x5JbMDpnSrrSSy4cPglmQZzMZS= 9g5nL_gfuKje4ioawzdeatM8HWIU_GniyMV??UzMEyF 2-4-0 6-6-8 11-0-0 19-0-0 23.4.0 27-8.0 30-0-0 30 -2 0 -2 2-4-0 4-2-8 4-5-8 8-0-0 4-4-0 4-4-0 2-4-0 0 -2 Scale = 1:52.0 4x8 = 4x6 = r 23 24 6 3x4 = 6x8 = 3x4 = 3x6 = 3x8 = 6x8 = 3X4 = -0-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2014/fP12007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 15=1112/0-8-0, 11=1112/0-8-0 Max Horz 15= 243(LC 10) Max Uplift15=-1189(LC 12), 11=-1096(LC 12) CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.57 Vert(LL) 0.2614-15 >999 240 MT20 244/190 BC 0.36 Vert(TL)-0.2414-15 >999 240 WB 0.65 Horz(TL) -0.04 11 n/a n/a (Matrix-M) Weight: 157 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-4-10 oc bracing. WEBS, 1 Row at micipt 5-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-22=-142/368, 4-22= 120/376, 4-5— 1138/2087, 5-23=-979/1965, 23-24=-979/1965, 6-24=-979/1965, 6-7= 1136/2088, 7-25=-125/383, 8-25=-147/375 BOT CHORD 14-15=-1566/930, 14-26= 1589/979, 13-26=-1589/979, 12-13=-1589/979, 11-12=-1535/936 WEBS 3-15= 274/316, 4-15=-1144/1725, 5-14=-540/271, 6-12=-536/272, 7-11= 1137/1721, 8- 11 =-283/329 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=4.2psf; BCDL=3.0psf; h=16ft; B=51ft L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 11-0-0, Exterior(2) 11-0-0 to 19-0-0, Interior(1) 27-8-0 to 30-0-15 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=1189, 11=1096. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE M11-7473 rev. f070312015 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996763 74288 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /.tAU s Apr iv zuiti wu I ex industries, Inc. rn Apr za ga:zs:oa 20 r rage i I D:x5JbM DpnSrrSSy4cPglmQZzMZS_-eOe9YKrMferVisNnUg8t75vLOw6JjmNrAOFYXwzMEyE 2-4-0 7-0-0 12-10-0 18-8-0 23-8-0 0 -2 2-4-0 4-8-0 5-10.0 5-10-0 5.0-0 13 3x4 = 3x6 I 4x8 = 2x3 11 4x8 = 4 17 18 19 5 20 21 22 6 4x4 = 3x6 = 3x8 = 4x4 = Scale = 1:41.0 8 3x6 II 2-0-0 4 7-0-0 12-10-0 18-8-0 23-8-0 2-0-0 0-4- 4.8-0 5-10-0 5-10-0 5-0-0 Plate Offsets (4Y)-- (4:0-5-4 0-2-01 (6.0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.10 9-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.14 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 123lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=1069/0-8-0, 8=873/0-8-0 Max Harz 13=-133(LC 6) Max Upliftl3=-1023(LC 8), 8=-815(LC 8) Max Gravl 3=1 317(LC 36), 8=1196(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1541/1111, 4-17=-2004/1537, 17-18=-2004/1537, 18-19= 2004/1537, 5-19=-2004/1537, 5-20=-2004/1537, 20-21=-2004/1537, 21-22=-2004/1537, 6-22=-2004/1537, 6-7=-163711164, 7-8_ 1152/826 BOT CHORD 12-23=-958/1384, 11-23= 958/1384, 11-24= 958/1384, 10-24= 958/1384, 10-25= 963/1397, 25-26=-963/1397, 9-26=-963/1397 WEBS 3-13= 1263/998, 3-12— 1004/1424, 4-10=-594/819, 5-10=527/529, 6-10=-586/750, 7-9= 919/1341 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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. 61 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=1023, 8=815. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 250 lb up at 7-0-0, 129 lb down and 124 lb up at 9-0-12, 129 lb down and 124 lb up at 11-0-12, 129 lb down and 124 lb up at 12-10-0, 129 lb down and 124 lb up at 14-7-4, and 129 lb down and 124 lb up at 16-7-4, and 239 lb down and 218 lb up at 18-8-0 on top chord, and 215 lb down and 166 lb up at 7-0-0, 64 lb down and 40 lb up at 9-0-12, 64 lb down and 40 lb up at 11-0-12, 64 lb down and 40 lb up at 12-10-0, 64 lb down and 40 lb up at 14-7-4, and 64 lb down and 40 lb up at 16-7-4, and 215 lb down and 166 lb up at 18-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems. seeANSi/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 3M Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright 74288 GRA HIP 1 1 Job Reference(optional),T10996783 Urkambers I fuss, Fort rierae, FL ID:x5JbMDpnSrrSSy4cPglmQZzMZS= eOe9YKrMfer isNnUg8t75vLOw6JjmNrAOFYXWzMEYE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-4=-54, 4-6=-54, 6-7= 54, 8-14=-20 Concentrated Loads (lb) Vert: 4= 57(F) 6=-57(F) 12=86(F) 5=-44(F) 10=-7(F) 9=86(F) 18=-44(F) 19= 44(F) 20=-44(F) 22= 44(F) 23= 7(F) 24=-7(F) 25=-7(F) 26= 7(F) 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buliding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3 1 Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T70996784 74288 GRB HIP 1 1 wobd"R,eference(optional) A. An nA An nn4l Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 M nK Will .— M. I I - ID:x5JbMDpnSrrSSy4cPglmQZ7MZS= 6DCYlgr_QyzMKOyzlOf6flRXQKTPSGj?Pg_53NzMEyD 2 4-0 7-0-0 12-8-0 17-4-0 0- -2 2-4-0 1 4-8-0 5-8-0 4-8-0 Scale= 1:29.6 4x8 = US = 4 15 16 5 3x4 = 11 4x4 = 3x6 = 3x8 = r 2x3 11 3x6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 CSI. TC 0.34 BC 0.20 W B 0.30 (Matrix-M) DEFL. in Vert(LL) -0.05 Vert(TL) -0.08 Horz(TL) 0.01 (loc) I/defl Lid 8-10 >999 240 8-10 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 89lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 11=759/0-8-0, 7=560/0-4-0 Max Horz l l=-130(LC 6) Max Upliftl 1=-760(LC 8), 7=561(LC 8) Max Grav 11 =960(LC 36), 7=821(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1023f731, 4-15=-894/717, 15-16=-894/717, 5-16=-894/717, 5-6=-1016/739, 6-7=-785/574 BOT CHORD 9-10=-591/929, 9-17=-591/929, 17-18=-591/929, 8-18= 591/929 WEBS 3-11— 906/736, 3-10= 643/924, 6-8=-577/869 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will . fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 11=760, 7=561. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 Ito down and 218 lb up at 7-0-0, 129 lb down and 124 lb up at 9-0-12, and 129 lb down and 124 lb up at 10-7-4, and 239 lb down and 218 lb up at 12-8-0 on top chord, and 215 lb down and 166 lb up at 7-0-0, 64 lb down and 40 lb up at 9-0-12, and 64 lb down and 40 lb up at 10-7-4, and 215 lb down and 166 lb up at 12-7-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-4=-54, 4-5= 54, 5-6=-54, 7-12=-20 Concentrated Loads (lb) Vert: 4=-57(F) 5=-57(F) 10=86(F) 8=86(F) 15=-44(F) 16=-44(F) 17=-7(F) 18= 7(F) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MR-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Mffek' Is always required for stabillly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system% seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply Wright T10996785 74288 GIRD HI( 1 1 Job Reference (optional) ID:x5JbMDpnSrrSSy4cPglmQZzMZS= 2bKIAMtEyZD4ZJ6M9pialjXp173xW351t_TC8FzMEyB 2.4.0 13-8-9 20-3-7 27-0-0 37-8.0 34-0-0 34- 2 0- 2 2.4-0 6-8-9 6-6-13 6-&9 4-8.0 2-4-0 0-0-2 Scale= 1:59.0 3x4 = 4x8 = 2x3 I I 4x6 = 4x8 = 6.00 FIT 4 26 27 28 5 29 30 31 32 6 7 33 34 35 8 3x5 3x5 3 9 l� 19 18 36 37 17 38 16 39 40 41 15 42 14 43 3x4 = 3x6 II 5x6 = 3x6 = 4x8 = 3x5 = 3x6 = 1�52 44 13 12 5x6 = 3x6 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.30 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.36 15-16 >979 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 172 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at nlydpt 4-16, 6-15 REACTIONS. (lb/size) 19=1462/0-8-0, 12=1462/0-8-0 Max Horz 19= 156(LC 6) Max Upliftl 9=-1 353(LC 8), 12=-1262(LC 8) Max Grav19=1803(LC 36), 12=1806(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2248/1590, 4-26= 3462/2582, 26-27=-3462/2582, 27-28=-3462/2582, 5-28=-3462/2582, 5-29=-3462/2582, 29-30=-3462/2582, 30-31=-3462/2582, 31-32=-3462/2582, 6-32=-3462/2582, 6-7=-3462/2582, 7-33= 3467/2592, 33-34=-3467/2592, 34-35= 3467/2592, 8-35= 3467/2592, 8-9=-2250/1611 BOT CHORD 18-36= 1285/2030, 36-37= 1285/2030, 17-37=-1285/2030, 17-38=-1285/2030, 16-38=-1285/2030, 16-39=-2397/3485, 39-40= 2397/3485, 40-41 _ 2397/3485, 15-41=-2397/3485, 15-42=-1291/1925, 14-42=-1291/1925, 14-43= 1291/1925, 43-44= 1291/1925, 13-44= 1291/1925 WEBS 3-19= 1772/1336, 3-18=-1489/2098, 4-18=-353/257, 4-16- 1263/1767, 5-16=-545/538, 7-15= 564/536, 8-15= 1252/1769, 8-13=-353/243, 9-13=-1439/2096, 9-12=-1770/1289 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=soft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 011=11b) 19=1353, 12=1262. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss, 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 218 lb up at 7-0-0, 129 lb down and 124 lb up at 9-0-12, 129 lb down and 124 lb up at 11-0-12, 129 lb down and 124 lb up at 13-0-12, 129 lb down and 124 lb up at 15-0-12, 129 lb down and 124 lb up at 17-0-12, 129 lb down and 124 lb up at 18-11-4, 129 lb down and 124 lb up at 20-11-4, 129 lb down and 124 lb up at 22-11-4, and 129 lb down and 124 lb up at 24-11-4, and 239 lb down and 218 lb up at 27-0-0 on top chord, and 215 lb down and 166 lb up at 7-0-0, 64 lb down and 40 lb up at 9-0-12, 64 lb down and 40 lb up at 11-0-12, 64 lb down and 40 Ito up at 13-0-12, 64 lb down and 40 lb up at 15-0-12, 64 lb down and 40 lb up at 17-0-12, 64 lb down and 40 lb up at 18-11-4, 64 lb down and 40 lb up at 20-11-4, 64 lb down and 40 lb up at 22-11-4, and 64 lb down and 40 lb up at 24-11-4, and 215 lb down and 166 lb up at 26-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). UQr1L1r1UUU on page z Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valld 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 buckling of Individual truss web avid/or chord members only. Additional temporary and permanent bracing MiTek' prevent 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T70996785 74288 GRID HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oav s Apr r a w i o V c I D:x5JbMDpnSrrSSy4cPglmQZzMZS= 2bKIAMtEyZD4ZJ6M9pialjXpl 73xw351t_TCBFzMEyB LOAD CASE(S) Standard 1)•Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-4=-54, 4-8=-54, 8-10=-54, 10-11=-14, 20-23= 20 Concentrated Loads (lb) Vert:4=-57(B) 6= 44(B) 8� 57(B)18=86(B) 13=86(B) 26= 44(B) 27=-44(B) 28= 44(B) 29= 44(B) 31= 44(B) 33=-44(B) 34= 44(B) 35=-44(B) 36=-7(B) 37=-7(B) 38= 7(B) 39— 7(B)40=-7(B) 41=-7(B)42=-7(B) 43= 7(B) 44=-7(B) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mli-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 Mi IT ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, socANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996786 74288 GRE MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oav s Apr i a zv io mi i uk uwusuius, iiv. r—pt 20 vv.cv.vc av,. a= I D:x5JbMDpnSrrSSy4cPglmQZzMZS= 2bKIAMtEyZD4ZJ6M9pialjXvS7A8wC?lt_TC8FzMEyB 5-0-0 6-8-0 i 5-" 1 8-0 4x8 = 3x4 11 3x, 3x4 11 5x6 = Scale = 1:25.0 5-0-0 5-0-0 Plate Offsets (X Y)-- f2:0-5-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.04 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.04 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.12 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 44lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=231/0-8-0, 4=212/0-8-0 Max Horz 6=182(LC 8) Max Uplift6=-220(LC 8), 4= 373(LC 8) Max Grav6=231(LC 1), 4=375(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-353/402 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=4.2psf; BCDL=3.Opsf; h=161t; B=51ft; L=60ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 6=220, 4=373. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 218 lb up at 5-0-0 on top chord, and 310 lb down and 156 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 54, 2-3= 54, 4-6= 20 Concentrated Loads (lb) Vert: 2= 57(B) 5=86(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, weANSI/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 33610 Job russ Truss Type Qty Ply Wright T10996787 74288 GRG HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.oav s Apr is zo io mi, dk a Iubui-, - r, 1 np, co vv.c".vY ,. yo , ID:x5JbMDpnSrrSSy4cPglmQZzMZS=_S2b1uUUAToodFkGDk2g8cCMxofOzMbKIyJCBzMEy9 2-4-0 7-0-0 12-4-9 17-7-7 23-0-0 27-8-0 30-0-0 30 -2 0 -2 21 5 4-8-0 5-4-9 5-2-13 5.4-9 4-8-0 9.4.0 0 -2 4x8 = 2x3 II 3x4 = 6.00 12 4 24 25 5 26 27 28 29 30 6 31 32 4x8 = Scale = 1:52.0 17 16 -- -- 15 -- 13 1z 11 3x4 - 3x6 II 4x4 = 3x8 = 4x6 3x4 = 4x4 = 3x6 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.17 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.20 13-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.64 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014lTPI2007 (Matrix-M) Weight: 155lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 17=1263/0-8-0, 11=1263/0-8-0 Max Horz 17=-156(LC 30) Max Upliftl7- 1185(LC 8), l l=-1094(LC 8) Max Grav17=1568(LC 36), 11=1569(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1896/1343, 4-24=-2599/1960, 24-25=-2599/1960, 5-25=-2599/1960, 5-26=-2599/1960, 26-27=-2599/1960, 27-28=-2599/1960, 28-29- 2599/1960, 29-30= 2599/1960, 6-30= 2599/1960, 6-31=-2602/1968, 31-32=-2602/1968, 7-32- 2602/1968, 7-8=-1898/1362 BOT CHORD 16-33- 1090/1715, 33-34=-1090/1715, 15-34=-1090/1715, 15-35=-1774/2624, 14-35=-1774/2624, 14-36=-1774/2624, 36-37- 1774/2624, 13-37=-1774/2624, 13-38=-1067/1612, 38-39= 1067/1612, 12-39= 1067/1612 WEBS 3-17=-1513/1161, 3-16- 1216/1714, 4-16=-293/198, 4-15_ 859/1210, 5-15=-435/435, 6-13= 457/434, 7-13=-863/1212, 7-12- 294/185, 8-12- 1165/1712, 8-11=-151111113 NOTES- 1) Unbalanced roof live loads have been considered for this design. 21 Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16111; B=51ft L=60ft eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 17=1 185, 11 =1 094. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 218 lb up at 7-0-0, 129 lb down and 124 lb up at 9-0-12, 129 lb down and 124 lb up at 11-0-12. 129 lb down and 124 lb up at 13-0-12, 129 lb down and 124 lb up at 15-0-12, 129 lb down and 124 lb up at 16-11-4, 129 lb down and 124 lb up at 18-11-4, and 129 lb down and 124 lb up at 20-11-4, and 239 lb down and 218 lb up at 23-0-0 on top chord, and 215 lb down and 166 lb up at 7-0-0, 64 lb down and 40 lb up at 9-0-12, 64 lb down and 40 lb up at 11-0-12, 64 lb down and 40 lb up at 13-0-12, 64 lb down and 40 lb up at 15-0-12, 64 lb down and 40 lb up at 16-11-4, 64 lb down and 40 lb up at 18-11-4, and 64 lb down and 40 lb up at 20-11-4, and 215 lb down and 166 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3 1 Z Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996787 74288 GRG HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL /A4u s Apr 1 u zv IU ivi ek inauslries, Inc. Fri Apr 26 UU:24:64 26 it Faqu 2 ID:x5JbMDpnSrrSSy4cPglmQZzMZS_-_S2bl uUUAToodFkGDk2g8cCMxofOzMbKlyJC8zMEyg LOAD CASE(S) Standard 1)•Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-14, 2-4=-54, 4-7=-54, 7-9=-54, 9-10=-14, 18-21=-20 Concentrated Loads (lb) Vert: 4=-57(B) 7=57(B) 16=86(B) 12=86(B) 24=-44(B) 25=-44(B) 26=-44(B) 28=-44(B) 30= 44(B) 31=-44(B) 32= 44(B) 33� 7(B) 34=-7(B) 35=-7(B) 36=-7(B) 37= 7(B) 38= 7(B) 39=-7(B) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systerns, seeANSi/TPI I Quality.Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply Wright T10996788 74288 HV20 GABLE t 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr i a 2016 MITek industries, Inc. rn Apr 28 09:24:04 2017 a yr I ID:x5JbMDpnSrrSSy4cPglmQZzMZS= _S2b1 uUUAToodFkGDk2g8c7rxmRO5AbKlyJC8zMEy9 10.0-0 20-0-0 10-0.0 10-0-0 4x5 = 3x4 i a 7 6 3x4 2x3 II 5x6 = 2x3 11 Scale = 1:34.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 72lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb) - Max Harz 1=205(LC 11) Max Uplift All uplift 100lb or less at joint(s) 1, 5 except 7= 101(LC 12), 8=-308(LC 12), 6=-308(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=401(LC 1), 8=498(LC 17). 6=498(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7= 274/186, 2-8= 395/472, 4-6=-395/472 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 6-7-0, Interior(i) 6-7-0 to 10-0-0, Exterior(2) 10-0-0 to 16-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, 5 except Gt=lb) 7=10118=308, 6=308. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE M11-7473 rev. la(=015 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, no 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. Additlonal 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996769 74288 HV24 GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.ovu s Apr i a 2016 Mi t ex industries, Inc. Fri Apr 28 09:24:05 2017 rage i ID:x5JbMDpnSrrSSy4cPglmQZzMZS= SAORpNv6FUbfQngxgxFHMM9PALBm7YLkZxislazMEy8 9-9-8 - 1 4-3-0 Scale = 1:39.2 3x6 = 2x3 11 3x6 = 3x4 i 10 15 9 16 8 3x4 2x3 11 5x6 = 2x3 I1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.15 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) PLATES GRIP MT20 244/190 Weight: 86 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-10-0. (lb) - Max Harz 1= 201(LC 10) Max Uplift All uplift 100lb or less at joint(s) 9 except 1= 106(LC 12), 7=-107(LC 12), 10= 307(LC 12), 8=-306(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=448(LC 17), 10=562(LC 17), 8=563(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11= 272/94, 2-12= 263/289, 3-12=-246/302, 3-4=-177/305, 4-5= 178/306, 5-13=-248/305, 6-13=-264/292, 7-14=-252/83 WEBS 2-10=-400/487, 6-8=-398/487 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60fh eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 6-7-0, Interior(1) 6-7-0 to 9-9-8, Exterior(2) 9-9-8 to 14-0-8, Interior(1) 20-0-2 to 23-2-9 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 41 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 1 =1 06 , 7=107, 10=307, 8=306. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEKR.EFERANCE PAGE MII-7473 rev. NU0312015 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 fabricaflom storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3M Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply Wright T10996790 74288 it MONO TRUSS 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 6 Apr i S Zv i v - 6^ I I " -1.--,--� __ • • • -n- ID:x5JbMDpnSrrSSy4cPglmQZzMZS= SAORpNv6FUbfQngxgxFHMM9NpL6G7YHk7-xislazMEy8 0 -2 3-u -2 3-0u 0 -0 21 3x6 11 6 Scale = 1:12.3 2-8-0 ' 0-4-0 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 6 >999 240 Weight: 11lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4= 107/Mechanical, 5= 132/Mechanical, 6=452/0-8-0 Max Horz6=78(LC 12) Max Uplift4= 107(LC 1), 5=-132(LC 1), 6=-410(LC 12) Max Grav4=87(LC 12), 5=119(LC 12), 6=452(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-230/502 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=107, 5=132, 6=410. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. � Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verlfy 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 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 miss systems. seeANSI/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 33610 Job Truss Truss Type city Pty T10996791 74288 J3 MONO TRUSS 17 1 wobd"Reference (optional) Chambers Truss, Fort Pierce, FL 2x3 11 /.640 s Apr iv 20i6 Mi r eK indusLnes, Inc. Fri Apr co 09.24:06 20 i r rage , I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-wNZpOjwl?oj W 2xP70em WvZhaBIWTs?StnbRQHOzM Ey7 5-0-0 5-0.0 Scale = 1:18.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.26 BC 0.23 WB 0.15 (Matrix-M) DEFL. in Vert(LL) -0.00 Vert(fL) -0.00 HOr-z(TL) -0.00 Wind(LL) -0.00 (loc) I/deft Ud 6 >999 360 5-6 >999 240 4 n/a n/a 5-6 >999 240 PLATES GRIP MT20 244/190 Weight: 21lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=52/Mechanical, 5=-44/Mechanical, 6=350/0-8-0 Max Horz 6=1 32(LC 12) Max Uplift4=-57(LC 12), 5=-44(LC 1), 6=-257(LC 12) Max Grav4=67(LC 17), 5=34(LC 10), 6=350(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-384/161 BOT CHORD 2-6=-113/388 WEBS 3-6=-275/518 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51it; L=60ft eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 6=257. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mtfek® connectors. This design Is based only upon parameters shown, and Is for an Individual balding component, not a truss system. Before use, the building designer must verify the applicablllty 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996792 74286 J3A MONO TRUSS 1 1 Job Reference (optional) Chambers Truss. Fort Pierce, FL 3x 3x4 11 3_0-0 7.640 s Apr 19 2016 mi i ak inaushi—, inc, rni Apr co 09:44:06 201age ID:x5JbMDpnSrrSSy4cPglmQZzMZS= wNZpOjwl?ojW2xP70emWvZhYulY3s17tnbRQHOzMEy7 3x4 = Scale = 1:17.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 2 n/a n/a BCDL 16.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 4 "" 240 Weight: 15lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=73/Mechanical, 4=9910-8-0, 3=26/Mechanical Max Horz 4=74(LC 12) Max Uplift2= 81(LC 12), 4=-4(LC 12), 3=-24(LC 12) Max Grav2=91(LC 17), 4=99(LC 1), 3=51(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51fh L=60ft; eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) 2, 4, 3. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. IaV3/2015 BEFORE USE ' Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, 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 end 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, seeANSI/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 33610 Job Truss Truss Type Qty Ply T10996793 74288 JS MONO TRUSS 32 1 �Joob�"R'eference (optional) Chambers Truss, Fort Pierce, FL 7.640 a Apr 19 2016 MIIex Industries, Inc. Fri Apr 26 09:24:0/ 2017 rage 1 1 D:x5JbMDpnSrrSSy4cPglmQZzMZS_-PZ7BD3xNm5rNf5_JyM I ISnEig8r1 bSY10FBzpTzMEy6 7-0-0 0 2 7-0-0 Scale = 1:22.7 ,.... - 6 3X6 = 2x3 II 2-0-0 b-4- 4.8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.03 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.00 5-6 >999 240 Weight: 301b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=98/Mechanical, 5=26/Mechanical, 6=382/0-8-0 Max Horz6=186(LC 12) Max Uplift4= 108(LC 12), 5=-20(LC 9), 6=-249(LC 12) Max GraV4=124(LC 17), 5=70(LC 10), 6=382(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 305/89 BOT CHORD 2-6=-33/274 WEBS 3-6=-289/552 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-0-0-15 to 5-10-11, Interior(1) 5-10-11 to 6-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Gt=lb) 4=108 , 6=249. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIVREFERANCE PAGE MIF7473 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' prevent 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996794 74286 JU MONO TRUSS 16 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 ev ro mi r ek nrausui—, mc. Ki ^Pi4o w.�".v, av , age ID:x5JbMDpnSrrSSy4c PglmQZzMZS_-PZ7BD3xNm5rNf5_JyM IISnEnW 8scbU61 OFBzpTzMEy6 0- -2 1-0-0 0 -2 1 0-0 Scale = 1:7.1 1 2 3X4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=-0/Mechanical, 4=74/Mechanical Max Horz3=58(LC 1), 4=69(LC 12) Max Uplift4=-76(LC 12) Max Grav4=74(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=4.2psf; BCDL=3.Opsf; h=16fh 13=51it; L=60ft; eave=7ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MileM connectors. This design is based only upon parameters shown, 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Wright T10996795 74288 KJS MONO TRUSS 9 1 Job Reference o tional chambers I runs, Fen HMO, t-L , — a ny, . a _ v .n,. on .,.e. , .. —Y. w _., -. ...y.. . I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-UhZRPy?XP_EHEZVV3p_nvBYCxKwOAFvwW LvzMEy5 3.2-14 6-4-7 9-10-1 0 -3 3-2-14 3-1-10 3-5-9 Scale = 1:23.1 3x4 = 2x3 I I 2-93 ,3-2-14 6-4-7 9-10-1 _ 2-9-3 0-5-14 3-1-10 3-5-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.02 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.02 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.13 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 45lb FT =20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=74/Mechanical, 8=345/0-11-5, 6=-61/Mechanical Max Horz8=186(LC 8) Max Uplift5=-71(LC 8), 8=-589(LC 8), 6=-138(LC 17) Max.Grav5=89(LC 17), 8=726(LC 28), 6=155(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-341/489, 3-12= 380/306, 4-12= 276/221 BOT CHORD 2-14= 428/346, 8-14=-428/346, 8-15=-428/159, 7-15=-428/159 WEBS 3-8=-521/365, 3-7=-280/389, 4-7=-277/90, 4-6= 247/271 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft L=60ft eave=7ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantileverieft exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except Qt=lb) 8=589 , 6=138. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7)'Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 183 lb up at 4-4-0, 152 lb down and 183 lb up at 4-4-0, and 111 lb down and 103 lb up at 7-1-15, and 111 lb down and 103 lb up at 7-1-15 on top chord, and 86 lb down and 104lb up at 1-6-1, 86 lb down and 104 lb up at 1-6-1, 110 lb down and 160 Ib up at 4-4-0, 110 lb down and 160 lb up at 4-4-0, and 30 lb down and 72 lb up at 7-1-15, and 30 lb down and 72 Ito up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 14, 2-5=-54, 6-9= 20 Concentrated Loads (lb) Vert: 12=138(F=69, B=69) 13=49(F=25, B=25) 14=-91(F— 46, B=-46) 15=183(F=92, B=92) 16=79(F=39, B=39) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE Design valid for use only with MITeM connectors. This design is based only upon parameters shown. and Is for an individual building component• not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and braclrKi of trusses and truss systems, seeANSI/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 33610 Job Truss TrussType Qty Ply Wright T10996796 74288 MV2 VALLEY 5 t Job Reference optional) Chambers Truss, Fort Pierce, FL 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Harz 1=38(LC 12) Max Uplifts— 18(LC 12), 2= 41(LC 12) Max Grav1=54(LC 17), 2=46(LC 17), 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-0-0 r.640 s Apr i 9 2016 Ml l ex Industries, Inc. Fri Apr 28 09-zq:uo zV I r rage I ID:x6JbMDpnSrrSSy4cPglmQZzMZS= tlhZRPy?XP_EHEZVV3p_nySYFyKxLAFvwWLvzMEy5 Scale = 1:7.9 DEFL. in (loc) I/defl Ud PLATES GRIP Verf(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=51fh L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 1, 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI/--7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MRekb connectors. This design Is based only upon parameters shown, 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing M!Tek' prevent 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, seeANSI/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 33610 Job Truss Truss Type Qty Pty Wright T10996797 74288 MV4 VALLEY 5 1 Job Reference o tional unamDers I russ, ron rlerce, rL .....__..r.."-.-.....-.. ---- ..__. ..._. .... r ID:x5JbMDpnSrrSSy4cPglmQZzMZS= LxFxelydlj64vOBi3nKDXCJ1gyXU30bKUZg4uLzMEy4 4-0-0 3x4 i 3x4 II 2 3 Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Harz 1=88(LC 12) Max Upliftl=-43(LC 12), 3= 87(LC 12) Max Gmvl=126(LC 17), 3=141(LC 17) 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft L=60ft; eave=7ft Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - V dly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mflek® connectors. This design Is based only upon parameters shown, and Is for an individual buflding component, not � a truss system. Before use, the bullding 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 inns systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Wright T10996798 74288 MV6 VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce. FL I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-LxFxelydlj64vOBi3nKDXCJ4AyZr3NiKUZg4uLzM Ey4 5 4 3x4 2x3 II 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER- 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=61/6-0-0, 4=83/6-0-0, 5=243/6-0-0 Max Harz 1=142(LC 12) Max Uplift4=-60(LC 12), 5= 176(LC 12) Max Gravl=61(LC 1), 4=98(LC 17), 5=287(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 263/104 WEBS 2-5=-221/407 Scale= 1:18.1 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=176. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 0. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312016 BEFORE USF- 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent 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, seeANSI/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 33610 I I r Job Truss Truss Type City Ply Wright T10996799 74288 V4 VALLEY 1 1 Job Reference (optional) GnamDers I runs, ron nerGn, r'L 3x4 i 2 I D:x5JbMDpnSrrSSy4cPglmQZzMZS_-HKNi3R_tgKMo8il4BCMhcdPT2m EnXl5cxt9ByEzMEy2 4-M 2-0-0 3x6 = Scale = 1:7.8 3x4 4-0-0 4-0-0 Plate Offsets (X,Y)-- (2:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 1=102/4-0-0, 3=102/4-0-0 Max Horz 1=-30(LC 10) Max Upiiftl=-55(LC 12), 3= 55(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft B=51ft; L=60ft; eave=7ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 atjoint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1--7473 rev. 10/032015 BEFORE USE ' Design valid for use only with MfTekO connectors. This design Is based only upon parameters shown, 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 bulld(ng 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, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 . a� . Job Truss rus Type Qty Ply Wright T10996800 74288 VB YVALSLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce. FL 3x4 2x3 11 7.640 s Apr ig 20i o Mu ek mousmes, Inc. rn Apr ze 09.2- I I — r r raw, r ID:x5JbMDpnSrrSSy4cPglmQZzMZS= HKNi3R_tgKMo8il4BCMhcdPMwmD7XHzcxtgByEzMEy2 4x4 = 8-G-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz1=-74(LC 10) Max Upliftl=-86(LC 12), 3=-86(LC 12), 4=-98(LC 12) Max Gravl=127(LC 17), 3=137(LC 18), 4=250(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3x4 Scale = 1:15.5 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst; h=16ft; B=51it; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. TNs design Is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, The building designer must vedty 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 MiTe 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, seeANSI/TPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 . A 1 1 Job Truss Truss Type city Ply Wright T10996801 74268 V12 VALLEY 1 1 I Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 MiTek Industries, Inc. Fri Apr 28 09:24:10 2017 Pagel ID:x5JbMDpnSrrSSy4cPglmQZzMZS= pBpKs5zF3OExWYjudUrS3PsFiMukogGTiDPdQozMEy3 6-0.0 12-0-0 i 6-0-0 6-0-0 Scale= 1:21.9 4x4 = 8 7 6 3x4 i 2x3 11 2x3 11 2x3 11 3x4 � LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 TCDL 7.0 Lumber DOL 1.25 BC 0.14 BCLL 0.0 ' Rep Stress Incr YES W B 0.10 BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 12-0-0 12-0-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n1a Weight: 44 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-0-0. (lb) - Max Horz 1=-117(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 6=-190(LC 12), 8=-190(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=31 O(LC 18), 8=31 O(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-229/342, 2-8=-230/342 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=60ft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, 5 except Qt=lb) 6=190, 8=190. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERAUCE PAGE M11-7473 rev, 10/032015 BEFORE USE. Design valid for use only with MllekO connectors. This design Is based only upon parameters shown, 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 oNy. 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply Wright T10996802 74288 V16 VALLEY 1 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Apr 19 2016 tar r ex industries, Inc. Fri Apr za da:za: r 0 zv r r Paget ID:x5JbMDpnSrrSSy4cPglmQZzMZS= p8pKs5zF3OExWYjudUrS3PsELMwOog2TiDPdQozMEy3 8-0-0 16-0-0 8-0-0 8-" 4x4 = Scale = 1:27.6 3x4 '- 6 f 0 3x4 2x3 11 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl - Ud TCLL I Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FB02014fTP(2007 (Matrix) PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-161(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5, 7 except 6=-235(LC 12), 8= 235(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=251(1-0 1), 6=381(LC 18). 8=381(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-293/387, 2-8= 293/387 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=4.2psf; BCDL=3.Opsf; h=16ft; B=51ft; L=soft; eave=7ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 6-7-0, Interior(1) 6-7-0 to 8-0-0, Exterior(2) 8-0-0 to 13-11-10 zone; cantilever left and right exposed ;C-C for members and forces 8r MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, 5, 7 except Qt=lb) 6=235, 8=235. 7;"Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and Is for an Individual building component• not � a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication• storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tempe, FL 33610 Symbols � Numbering System � A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/19, - -I- For 4 x 2 orientation, locate plates 0-1114' from outside edge of truss. This symbol indicates the required direction of slots in connector plates, Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION M Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : 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, Installipg & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 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 MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 t. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.