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TRUSS PAPERWORK
I. I VL =M11 r: E:.-.752 .Site Lgfo CUstomE Lot/Blocl Address City. IC Name Ac Name: l Address: h�P ' F 'ro-.� 7 Lumber design-valfies are in accordance with ANSI/TPI 1 section 6.3 These truss, designs rely on lumber values established by others. GROUP ONE CONSTRUCTION Project Name: Subdivision: 5144 CHERRY PALM FIT ST LUCIE MiTek USA, Ir 66904 Parke East Blvd. 5144 CHERRY ' 1�33Ne?.4115 RIT ress and License # of Structural Engineer of Record, If there is one, for the building. License #: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 66 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61'G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date I No. I Seal# Truss Name Date 1 T14532936 1 ATA 7/11/18 118, IT14532953IG1 7/11/18 12 I T14532937 1 ATB 17/11/18 119 J T14532954 1 G2 17/11/18 13 T1 4532938 1 ATC 17/11/18 120 1 T1 4532955 1 G3 17/11/18 14 T1 4532939 1 ATD 17/11/18 121 1 T145329561 G4 J 7/11/18 `T14532940 I ATE 17/11/18 122 1 T145329571 G5 17/11/18 ic.—_ T14532941 1 C 17/11/18 23 1 T14532958 I G6 17/11/18 7 T14532942 D 17/11/18 24 1 T14532959,1 G7 17/11/18 18 1 T14532943 1 D 1 17/11/18 125 1 T14532960 I G8 17/11/18 1 9 ( T14532944 1 D2 17/11/18 126 1 T14532961 I G9 17/11/18 1 110 1 T1 4532945 1 D3 17/11/18 127 1 T14532962 1 GEA 17/11/18 1 11 IT145329461 D4 17/11/18 128 1T14532963 GR7 17/11/18 112 1 T14532947 I D5 17/11/18 129 1 T14532964 I GRA 17/11/18 I 113 1T145329481 D6 17/11/18 130 1T14532965 I G R B 17/11/18 I 114 1 T145329491 D7 1 7111/18 131 1 T14532966 I GRC 1 7/11/18 I 15 1 T14532950 1 E 7/11/18 132 1 T14532967 1 GRD 7/11/18 16 1T14532951 1 E1 17/11/18 133 1T14532968 I GRG 17/11/18 I 117 1 lj 14532952 1 G 17/11/18 134 1 T14532969 I GRH 17/11/18 The trust 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 witti 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 fife reference purpose only, and was not taken into account in the preparation of t6w. ,E :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 irsto the overall building design per ANSI/TPI 1, Chapter 2. % G N S • • qy��i 0 39380 O:• STATE OF �*F••4OR,OQ';�,�� s, /0 N A'111-�����, 11111111 Thomas A. Alban PE No.39380 MrM USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 11,2018 Albani, Thomas 1 of 2 a L' '') • RE: 75207 - 5144 CHERRY PALM/ LAWSON site Information: Customer Info: GROUP ONE CONSTRUCTION Project Name: 5144CHERRY PALM Model: Lot/Block: Subdivision: Address: 5144 CHERRY PALM City: PORT ST LUCIE State: FL No. Seal# I.Truss Name I Date. 35, T14532970 1 G R K 17/11/18 1 �36 T14532971 JGRL 17/11/18 371 T14532972 1 GRM 17/11/18 �38' 1 T1 4532973 1 HV4 17/11/18 130 1 T1 4532974 1 HV8 1 7/11/18 1 140 I T14532975 I J1 17/11/18 1 1 41' I T14532976 I J2 17/11/18 1 42 - I T14532977 I J3 17/11/18 148 I T14532978 I J3T 17/11/18 1 1441, I T14532979 I J5 17/11/18 1 145 I T14532980 I J7 17/11/18 1 1 46, I T14532981 I J7A 17/11/18 1 147 I T14532982 1 JA 17/11/18 A I T14532983 1 JA3 17/11/18 � 140 I T14532984 1 JA5 17/11/18 ,0 I T14532985 1 JA7 17/11/18 151 I T14532986 I JB5 17/11/18 152 1 T14532987 1 K 17/11/18 53 1 T14532988 1 K1 17/11/18 154, 1 T14532989 1 K2 17/11/18 155 1 T14532990 1 K4 17/11/18 156 1 T1 4532991 1 KJ2 17/11/18 57 I T14532992 1 KJ3T 1 7/11/18 ' 1 50 T14532993 1 KJ7 17/11/18 1 1 59 T14532994 1 MV2 17/11/18 1 60, T14532995 MV4 17/11/18 61 T14532996 MV6 17/11/18 62' T14532997 1 MV8 17/11/18 63 1 T14532998 1 MV10 17/11/18 164 I T14532999 I V4 17/11/18 165 1 T14533000 1 V8 17/11/18 166, I T14533001 I V12 17/11/18 2of2 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532936 75207 ATA Attic 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Industries, Inc. Tue Jul 10 14:24:38 2018 Page 1 ID:m22_9iwPI010rOTK3wY?_tyzYi L-OAH7BDrKWMnjUfhVSCpn2acAQ6?xCdLDmcgaGZyzRe7 i 6.0.6 i 10-1-12 13.8-0 17-3-11 17r5-4 _ 21-7.12 i 5-11-8 i 6-0-6 4-1-6 3-6-0 3-7-8 0- -12 4-2-8 4-3-12 ' 4x4 = 23 Scale=1:50.7 I9 11 a 3x10 3x4 - 6x8 MT18HS = 3x4 = 3x10 11 6x8 II 7-0-0 1.4-0 10-1-12 n-sa 25-11-8 1-a0 8-9-12 7-3-8 0.4-0 Plate Offsets (X Y)-- 11-0-1-8 1-0-31 11:0-2-9 0-1-81 (8:0-8-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.19 9-11 >999 360 MT20 244/190 TCDL 17.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.27 9-11 >999 240 MT18HS 244/190 BCLL 10.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.19 11-19 >999 240 Weight: 158lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* BOT CHORD 8-10: 2x6 SP 240OF 2.0E JOINTS WEBS 2x4 SP No.3 *Except* 3-5: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 8=1055/0-3-8, 1=1162/0-8-0 Max Horz 1=275(LC 11) Structural wood sheathing directly applied or 4-4-14 oc pudlns. Rigid ceiling directly applied or 7-1-1 oc bracing. 1 Brace at Jt(s): 12 Max Uplift 8=-579(LC 12), 1=-648(LC 12) Max Grav 8=1284(LC 19), 1=1398(LC 18) FORCES. �(lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2045/1129, 2-3=-1929/1027, 3-4= 670/447, 4-5� 647/435, 5-6=-1955/1039, 6-8=-1974/1137 BOT CHORD 1 -11 =-886/1923, 9-11=-689/1790, 8-9=-875/1688 WEBS 3-11� 29/395, 5-9= 42/419, 3-12= 1200/688, 5-12= 1196/686 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=26ft; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional).and C-C.Extefior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-8-0, Extedor(2) 13-6-0 to 16-8-0 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) All plates are MT20 plates unless otherwise indicated. 4) This trusss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-12, 5-12 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=579, 1=648. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 76 lb up at 12-0-0, and 142 lb down and 76 lb up at 14-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) Attic room checked for U360 deflection. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,201F ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010342015 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 syst6m. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building d6sfgn. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� Mi prevent is always r qulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lT ek 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSWI► AualOyCtlleda, DSB-89 and SCSI Building Component Safety InI61mo lonavailabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532936 75207 ATA Attic 1 1 Job Reference o tionai Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-8=-54, 1-11=-20, 9-11=-30, 9-13— 20, 3-5= 10 Concentrated Loads (lb) Vert: 22=-75(F) 23= 75(F) o.i Ju s iviar l l eV 10 IVII I BK muubultlb, If 10. I UV UUi 10 1--00 G image a I D:m22_9iwP1010rOTK3wY?_tyzYi L-QAH7BDrKW Mnj UfhVSCpn2acAQ6?xCdLDmCgaGZyzRe7 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE. Design valitl�for use only wllh MilekID connecTors. This design Is based only upon parameters shown, and Is for an individual building component, not Val' a Truss system. building design. Before use, The building designer musT verity The applicability of design parameters and properly Incorporate This design into the overall Bracing Indicated Is io prevent buckling of Individual Truss web and/or chord members only. Additional Temporary and permanent bracing iVioTek° is always required fabrication. for stability and to prevent collapse wish possiblepersonal injury aril property damage. For general guidance regarding the to del(very. erectton antl fxacing of trusses and truss systems, seeANSU1Pli Aua(ByCrBepa, DSB-09 and BCSIBuUding Component 6904 Parke East Blvd. Safety /nfonnoWnavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532937 75207 ATB Attic 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mil ek Industries, Inc. I ue Jul 1 u 14:'L4:39'LU1tl Page 1 ID:m22_9iwPI010rOTK3wY?_tyzY1 L-vMrVPZsyHfva6pGhOvKObn9N5VSCxw6N?sQ7pOyzRe6 i 6-0-6 10-1-12 12-0-0 17-5-4 21-7-12 25-11-8 i 6-0-6 4-1-6 1.10-4 5-5-4 4-2-8 4-3-12 Scale=1:45.3 I 4x5 = 2x3 II 3x5 = 3x4 11 4 19 20 5 21 6 22 7 I 0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.41 BC 0.51 WB 0.87 Matrix -MS DEFL. in Vert(LL) -0.20 Vert(CT) -0.33 Horz(CT) 0.02 Wind(LL) 0.26 (loc) I/defl Ud 9-11 >999 360 9-11 >950 240 8 n/a n/a 11 >999 240 PLATES MT20 MT18HS\ Weight:171 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, BOT CHORD 2x6 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 8-6-4 oc bracing. 1 3-12: 2x6 SP No.2 WEBS 1 Row at midpt 6-8 It WEDGE JOINTS 1 Brace at Jt(s): 13 Left: 2x4 SP No.3 (lb/size) 8=1050/0-3-8, 1=1156/0-8-0 ,REACTIONS. Max Horz 1=369(LC 12) i Max Uplift 8=-620(LC 12), 1= 600(LC 12) Max Grav 8=1343(LC 18), 1=1463(LC 18) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2137/1047, 2-3= 1898/870, 3-4=-1531/784, 4-5=-1440/766, 5-6=-1622/893 BOT CHORD 1-11=-1252/1912, 9-11= 927/1670, 8-9= 526/857 WEBS 2-11= 293/393, 3-11=0/309, 9-12— 362/434, 5-12= 363/440, 6-9=-637/1329, 6-8= 1492/917, 3-13— 270/157 NOTES- l 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=26ft; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MINFRS (directional) and C-C Extefior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-0-0, Extedor(2) 12-0-0 to 16-2-15 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 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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 = 10.Opsf. 6) Ceiling deed load (5.0 psf) on member(s). 3-13, 12-13 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 9-11 8) Provide m6chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=620, 1=600. 9) Hanger(s)lor other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 76 lb up at 12-0-0, and 142 lb down and 76 lb up at 14-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) Attic room checked for U360 deflection. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 A WARNING'- Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid Ifor use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not at russ 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 �p MOW prevent Is always requlred 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, seeANSWil Quality Ciffodd, DSSa9 and SCSI SuM v Component 6904 Parke East Blvd. Safety /ntorma/fonovallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 6144 CHERRY PALM/ LAWSON T14532937 75207 ATS Attic 1 1 Job Reference (optional) Chambers I r4ss, Inc., tort werce, I-L LOAD CASE(S) Standard �) Dead + Ro' f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 1-11=-20, 9-11= 30, 8-9=-20, 3-12=-10 Concentrated Loads (lb) Vert: 4=-75(F) 19=-75(F) 0. IOV 3Mal II-10-11 CIS I I I-- I",..— 1—vu L. It.....,wL, ,..y.. ID:m22_9iwP1010rOTK3wY?_tyzY1 L-vMrVPZsyHfva6pGhOvKObn9N5VSCxw6N?sQ7pOyzRe6 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0.3/2015 BEFORE USE Design valid for use only with MITeIcJ connectors. This design is based only upon parameters shown, and is for an Individual building component not �' a truss sysTerp. Before use, The building designer mustverity The applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated Is To pre buckling of IndNidual truss web and/or chord members only. Additional temporary and permanent bracing {�/� r e, Itllt leBc' is always required for stability and to prevent collapse with possible personal Injury aril property damage. For general guidance regarding the fabrication, storage, deiNery, erecflon and bracing of trusses and truss systems, seeANSUIPl1 Guallty C1B®11h, OSB-09 and BCSI BuGd(r1g Component 6904 Parke East Blvd, Sp(®ly(n/pD►jatlblravoiloble from Truss Plarte Instftute, 218 N. Lee StreeT. SuiTe 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON � ,>t . T14532938 75207 ATC Attic 1 1, Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek industries, Inc. I ue Jul 10 14:24:40 2018 Page 1 I D:m22_9iwPI010rOTK3wY?_tyzYl L-NYPucvsa2zl RjzruZdrF7?iTUvhygRgW EW 9hLSyzRe5 6-0-6 10-0-0 10 1 12 17-5-4 21-1-12 25-11-8 6-0-6 3-11-10 0- -12 7-3-8 4-2-8 4.3-12 5x8 MT18HS = 3x w — 7x8 it 7-0-0 17 Scale=1:44.4 5x6 = 3x5 = 3x4 11 18 19 4 20 5 21 6 1-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.o i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.75 BC 0.99 WB 0.59 Matrix -MS DEFL. in Vert(LL) -0.20 Vert(CT) -0.28 Horz(CT) 0.04 Wind(LL) 0.14 (loc) I/defl Ud 8-10 >999 360 8-10 >999 240 7 n/a n/a 8 >999 240 PLATES MT20 MT18HS Weight: 158lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied ors-11-0 oc bracing. WEDGE WEBS 1 Row atmidpt 5-7 Left: 2x4 SP No.3 (lb/size) 7=1050/0-3-8, 1=1156/0-8-0 11 Max Harz 1=308(LC 12) .REACTIONS. Max Uplift 7= 606(LC 12), 1=-614(LC 12) Max Grav 7=1261(LC 18), 1=1435(LC 18) FORCES. (Ib) - Max- Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2134/1143, 2-3=-1983/1007, 3-4=-1710/908, 4-5=-1799/996 BOT CHORD 1-10= 1255/1866, 8-10= 1002/1805, 7-8=-579/940 WEBS 2-1 0=-1 40/313, 10-11=-2/382, 3-11=0/367, 8-12=-529/534, 4-12=-492/556, 5-8=-645/1329, 5-7= 1451/893 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1611; B=45ft; L=26ft; eave=4ft Cat. 11; Exp C; Encl., GCpj=0-18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Exterior(2) 10-0-0 to 14-2-15 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling deIpd load (5.0 psf) on member(s). 11-12 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 8-10 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=606, 1=1614. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)142 lb down and 76 lb up at 12-0-0, and 142 lb down and 76 lb up at 14-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) Attic room checked for U360 deflection. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6 LOAD CASES) Standard Thomas A. Albani PE No.39380 MTeft USA, Inc. FL Cert 6034 6004 Parke East Blvd. Tampa FL 33610 Date: II th/ 11 901A A& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED Mn EK REFERANCE 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, notm a truss syste. 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 MiTeic prevent Is always recjulred 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, seeANS&7PI1 AualByCtSetllo, DSB-89 and SCSI Bu6dIng Component 6904 Parke East Blvd. Safety frVotinaHonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON e r? T14532938 75207 ATC Attic 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 1-10= 20, 8-10=-30, 7-8= 20, 11-12=-10 Concentrated Loads (lb) Vert: 17=-75(F) 18=-75(F) 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:24:40 2018 Page 2 ID:m22_9iwPl0lorOTK3wY?_tyzY1 L-NYPucvsa2zl RjzruZdrF7?iTUvhygRgWEW9hLSyzRe5 A WARNING Design validlfor - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMIF7473 rev. 1010312015 BEFORE USE. use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not ter. �' a truss system. building design. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW is always required fabrication, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSYMII Qua/HyCdfodd, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Softly /nfoni otionavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON � I T14532939 75207 ATD Attic 1 . 1 I Job Reference o tional cnamoers i russ, inc., rorr rierce, M LOADING TCLL E TCDL BCLL BCDL 1 LUMBER - TOP CHOR BOT CHOR WEBS WEDGE Left: 2x4 SP _SLIDER FORCES. TOP CHO • BOT CHO WEBS 6-0-6 ID:m22_9iwPl0l0rOTK3wY?_tyzYi L-rizGgEtCpH91L7P47KMUgCEgiJOZP_2gSAvEtuyzRe4 0-1-12 12.0-0 15-4-0 17-3-8 17 -0 21-7-12 25-11-8 4-1-6 1-10-0 3-4-0 1.11-8 0- -12 4-2-8 4-3-12 Scale=1:45.3 4x4 = 4x4 = 4 24 5 Sx6 3x4 3 6 6,00 12 23 14 25 2x3 3x6 II 3x6 II 2x3 2 7 ryY 26 4x5 8 22 9 i 10 12 11 10 I i 3x4 = 5x8 MT18HS = 3x4 = 3x10 11 6x8 11 r 7-0-0 i 0-01 4- 10-1-12 17-5-4 25-11-8 40 0-4 8-9-12 7-3-8 8-6-4 fX Y)-- 11:0-1-8 1-0-3j 11:0-2-9 0-1-8j 19:0-8-4 0-0-21 >f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP .0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.19 10-12 >999 360 MT20 244/190 .0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.27 10-12 >999 240 MT18HS 244/190 .0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.04 9 n/a n/a .0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.16 12-21 >999 240 Weight: 157lb FT=20% BRACING- 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. 2x6 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-6-8 oc bracing. 9-11: 2x6 SP 240OF 2.0E JOINTS 1 Brace at Jt(s): 13, 14 2x4 SP No.3 `Except` 3-6: 2x6 SP No.2 Right 2x6 SP No.2 2-6-0 (lb/size) 9=1055/0-3-8, 1=1162/0-8-0 Max Horz 1=241(LC 11) Max Uplift 9=-579(LC 12), 1=-648(LC 12) Max Grav 9=1292(LC 19), 1=1405(LC 18) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2= 2067/1210, 2-3=-1916/1110, 3-4= 868/635, 4-5= 731/572, 5-6=-845/616, 6-7=-1939/1127, 7-9=-2000/1217 1-12=-1001/1917, 10-12=-768/1773, 9-10=-941/1710 2-12= 197/281, 3-12=-42/398, 3-13=-998/581, 13-14=-970/575, 6-14=-991/586, 6-10= 61/425 NOTES- 1) UnbalanceId roof live loads have been considered for this design. 2) Wind: ASC1E 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=26ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 12-0-0, Exterior(2) 12-0-0 to 15-4-0, Interior(1) 19-6-15 to 25-11-8 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit been the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 3-13, 13-14, 6-14 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 9=579, 1=648. 10) Hanger(s� or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 76 lb up at 12-0-0, and 142 lb down and 76 lb up at 14-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 111 Attic room checked for U360 deflection. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 A WARNING r Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE 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 appiicabillty, 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 {iNjTW 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, seeANS&V11 QualltyCdtedd, DS&89 and SCSI Building Component 6904 Parke East Blvd. Sofety fmonnaHowvatlobie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON e rx T14532939 75207 ATD Attic 1 1 Job Reference (optional) �,namuers i russ, mc., rorr rrerce, rL o. iov. 1-1 ay= ID:m22_9iwPI010rOTK3wY?_tyzY1 L-rlzGgEtCpH91L7P47KMUgCEgiJOZP_2gSAvEtuyzRe4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-5=-54, 5-9=-54, 1-12=-20, 10-12=-30, 10-15= 20, 3-6-1 0 Concentrated Loads (lb) Vert: 4=-75(F) 24=-75(F) a i WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE Design valldjfor use only with MiTek® connectors. This deslgn Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parametersand 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 MiTek7 Is always requlred 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, seeANS&7PII Qua/ByCdletla, DSB-89 and BCSI BuildIng Component Safety warn ottonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON ,t T14532940 75207 ATE Attic 1 1 Job Reference o tional unamoers I russ, Inc., 1-on Fierce, t-L 6.00 12 2x3 2 20 1 0 5x8 MT18HS = iiE 3 O.l .7V S IVlar l I GV 18 IVII I tlK InUUJUItlJ, InU. 1 Utl ow I V IY.-- GV I O Faye 1 ID:m22_9iwPI010rOTK3wY?_tyzYi L-JxXelaugaaH9zH_Gh2tjCQnoujN68KmphgeoPKyzRe3 17-5-4 7.3-8 17 0 21-7-12 2511-8 4-2-8 4-3-12 0-1-4 Scale=1:43.8 6x8 = 21 22 23 24 4 2x3 i 5 25 4x5 v 6 7 10 10 9 8 29 3x10 L 3x4 = 5x8 MT18HS = 3x4 = 3x10 11 6.8 11 7-0-0 I 1-0-0 1 4- 10-0-0 10-1 12 17-5-4 25-11-8 7-0-0 -0- 8-8-0 0-1-12 7-3-8 8-6-4 Plate Offsets I(XY)-- 11:0-1-81-0-31 f1:0-2-90-1-81 (3:0-5-00-2-01 f4:0-5-30-2-11(4:0-0-00-1-121,j7:0-8-4,0-0-21,111:0-0-0,0-1-121,l12:0-0-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.19 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.27 8-10 >999 240 MT18HS 244/190 BCLL 6.o Rep Stress Incr NO WB 0.68 Horz(CT) 0.04 7 n/a n/a BCDL 16.o Code FBC2017/rP12014 Matrix -MS Wind(LL) -0.15 10-19 >999 240 Weight: 148lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc puffins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-5-4 oc bracing. 7-9: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x6 SP No.2 2-6-0 REACTIONS. (Ib/size) 7=1055/0-3-8, 1=1162/0-8-0 Max Harz 1=198(LC11) Max Uplift 7=-579(LC 12), 1= 648(LC 12) Max Grav 7=1295(LC 19), 1=1409(LC 18) FORCES. (IN - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2055/1249, 2-3=-1912/1140, 3-4=-158011009, 4-5=-1953/1150, 5-7=-1998/1232 BOT CHORD 1-10= 1031/1871, 8-10= 803/1794, 7-8=-990/1699 WEBS 1 2-10= 153/284, 10-11=-14/374, 3-11=0/338, 8-12— 42/425, 4-12=-50/474, 5-8=-148/264 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16fh B=45ft; L=26ft; eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 10-0-0, Exterior(2) 10-0-0 to 21-9-9, Interior(1) 21-9-9 to 25-11-8 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 11-12 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 8-10 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=579, 1=648. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 76 lb up at 12-0-0, and 142 lb down and 76 lb up at 14-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) Attic room checked for U360 deflection. 1?) In the LOp D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 WARNING I Verily 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 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, sooAt1151/11211 Quality CtBetla, DSB-69 and BCS18uild/ng Component 6904 Parke East Blvd. Safety lnfonnatlonavatlabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON r rr T14532940 75207 ATE Attic r 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Rolf Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Yert: 1-3=-54, 3-4=-54, 4-7=-54, 1-10= 20, 8-10=-30, 8-13= 20, 11-12=-10 Concentrated Loads (Ib) V4.rt: 21=-75(F) 23=-75(F) 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:24:42 2018 Page 2 ID:m22_9iwPI010rOTK3wY?_tyzYi L-JxXelaugaaH9zH_Gh2tjCQnoujN68KmphgeoPKyzRe3 WARN/NG'- Design valid Verify design parameren and READ NOTES ON TH1S AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an individual building component not Nil' a tmss systl .Before use, the building designer must verily 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 �a r��' is always required for stability and To prevent collapse with possible personal InJury and property damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems, seeANSU1PlI QualifyCdteda, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safetyfn/onnaHonovNlable from truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532941 75207 C Half Hip 1 1 Job Reference (optional) 0 L;hambers ,I 1 rage I ynyzRe2 le = 1:34.7 11 3xB III 3x8 = — — 2x3 11 6x8 = LOADING (I TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS SLIDER 9-0-0 31) SPACING- 2-0-0 .0 Plate Grip DOL 1.25 .0 Lumber DOL 1.25 .0 Rep Stress Incr YES .0 Code FBC20171rP12014 2x4 SP M 30 2x4 SP M 30 2x4 SP No.3 Left 2x6 SP No.2 2-6-0 (lb/size) 1=739/Mechanical, 7=739/0-3-8 Max Horz 1=277(LC 12) Max Uplift 1=-430(LC 12), 7=-508(LC 12) Max Grav 1=739(LC 17), 7=739(LC 1) CSI. DEFL. in (loc) I/deft Ud TC 0.25 Vert(LL) -0.0910-13 >999 360 BC 0.35 Vert(CT) -0.1810-13 >999 240 WB 0.86 Horz(CT) 0.02 7 n/a n/a Matrix -MS Wind(LL) 0.04 10 >999 240 BRACING- 5-6-12 PLATES GRIP MT20 244/190 Weight: 117 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-5-5 oc bracing. FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1044/841, 3-4=-882/707, 4-5=-750/713 BOT CHORD 1-10= 980/941, 8-10=-560/620, 7-8=-560/620 WEBS 3-10� 249/333, 5-7=-833/753 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15 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 lost bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to gi*r(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=430, 7=,508. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ,& WARNINGS Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 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 �a T Itll01ek 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, seeANSUWII Gua/dy CIBed a, DSB-69 and BCSI BuIldfng Component 6904 Parke East Blvd. Safety /nfolrnaflon3vailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON rr T14532942 75207 D Roof Special 1 1 Job Reference o tional L,namoers truss, mc., rorr rierce, r-L I 6.00 12 2x3 3 25 5x6 i 24 2 / 1 0 LOADING (p'sf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER- o.iovaiviai i�cv io rcuicn u�uumiico, ins. Luc ..�, �c ��.�-..-.T �..,.. ID:m22_9iwPI010rOTK3wY?_tyzYi L-FKeOSGv55CXtcaBfoTwBHrs97W 6zcBk6987uUDyzRe1 0-0-0 16-10-8 i 23-9-0 27-9-0 28-e-9 0;E0 r 6-10-8 6-10-8 4-0-0 1%-11- Scale=1:60.7 4x4 = 4x6 = 7 8 4x8 = 2x3 11 6x8 = 30 211 31 4 5 5x6 26 27 28 9 M a n N V 17 16 15 14 13 12 11 10 3x4 = 3x6 = 3x4 = 2x3 11 3x4 = 3x6 11 5x8 MT18HS = 5x6 = 10-0-0 16-10-8 23-9-0 z7-9-0 28-1-, 34-10-8 5-8-0 6-10-8&10-8 4-0-0 11-0 62-8 8 Edge], 14:0-5-4 0-2-01 f8:0-3-4 0-2-01 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.60 15-17 >691 360 MT20 244/190 Lumber DOL 1.25 BC 0.73 Vert(CT) -1.02 15-17 >410 240 MT18HS 244/190 Rep Stress Incr YES WB 0.85 Horz(CT) 0.06 10 n/a n/a Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.87 15-17 >481 240 Weight:201 lb FT=20% BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc puriins, BOT CHORD 2x4 SP M 31 'Except' except end verticals. 14-16: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-12 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=1336/0-8-0, 10=1234/0-3-8 Max Horz 1=244(LC 12) Max Uplift 1= 833(LC 12), 10=-798(LC 12) Max Grav 1=1400(LC 17), 10=1234(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-3=-1942/1544, 3-4— 1867/1510, 4-5=-2055/1699, 5-6= 2055/1699, 6-7=-1092/1000, 7-8=-914/961, 8-9=-1097/958, 9-1 0=-1 188/1094 BOT CHORD 1 -1 7=-1 477/1769, 15-17=-1391/1777, 13-15=-1632/2139, 12-13=-1626/2123, 11-12= 721/959 WEBS 4-17= 59/279, 4-15=-319/615, 5-15=-299/389, 6-13=-219/573, 6-12=-1851/1443, 7-12= 549/611, 8-11=-44/263, 9-11=-824/1122 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft B=45ft; L=35ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-14, Interior(1) 3-5-14 to 10-0-0, Exterior(2) 10-0-0 to 13-5-141 Intedor(1) 23-9-0 to 27-9-0, Extehor(2) 28-8-0 to 32-1-14 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) All plates are MT20 plates unless otherwise indicated. 5) This truss Chas 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) except Qt=lb) 1=833, 10=798. Thomas A- Alban! PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 WARNING!- Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid lfor use only with MlTelc� connectors. fits design B based only upon parameters shown, and Is for an individual building component, not a Truss sysiegr. Before use, the bWldimg designer must verity the applicability of design parameters and properly Incorporate This design into the overall building deslgn. Bracing Indicated is to buckling of Indtv"_I truss web and/or chord members only. Additional temporary and permanent bracing �piT e' prevent is always recjuk for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the AY1� I�Ie" 6904 Parke East Blvd. tat", anon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII GualQyCdfetM, DSB-09 and SCSI BuQdlllg Component Tampa, FL 336/0 Safety (ntor>tlofdo/gvailoble from Truss Piaie inslrtute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532943 75207 D1 Roof Special 1 1 Job Reference (optional) Chambers 1-4-0 1.3:5PA 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 FBC2017/fP12014 CSI. TC 0.57 BC 0.49 WB 0.88 Matrix -MS DEFL. in (loc) I/dell Ud Vert(LL) -0.19 9-10 >999 360 Vert(CT) -0.37 9-10 >999 240 Horz(CT) 0.06 9 n/a n/a Wind(LL) 0.18 13-14 >999 240 PLATES GRIP MT20 244/190 Weight:211 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, BOT CHORD 2x4 SP M 31 `Except" except end verticals. 11-13: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-10, 7-9 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=1336/0-8-0, 9=1234/0-3-8 Max Horz 1=244(LC 12) Max Uplift 1=-833(LC 12), 9=-798(LC 12) j Max Grav 1=1420(LC 17), 9=1287(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-3— 1961/1460, 3-4=-1830/1436, 4-5= 1801/1556, 5-6=-1801/1556, 6-7=1671/1436, 8-9=-240/326 BOT CHORD 1-1 4=-1 424/1820, 13-14=-1424/1820, 12-13=-1255/1702, 10-12= 1075/1511, 9-10= 703/968 WEBS 4-13=-83/317, 4-12=-256/400, 5-12— 423/499, 6-12=-450/537, 6-10=-1254/1174, 7-1 0=-1 187/1700, 7-9— 1392/999 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=4511; L=35ft; eave=oft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-14, Interior(1) 3-5-14 to 12-0-0, Exterior(2) 12-0-0 to 15-5-141 Interior(1) 25-9-0 to 34-8-12 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 Ihas 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) 1=833, 9=798. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 WARNING - Verify deslgn parameters and READ NOTES ON TH1S AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. and Design validlfor use only wlih MITek® Thls design is based only upon parameters shown, and Is for an Individual building component not 1, a truss system. Before use, the building designer must verity the applicability of deslgn parameters and properly incorporate this design Into The overall building deslgn. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing ��'P�k' prevent k always required for stability and to prevent collapse with possitNe personal in)ury and property damage. for general guidance regarding the fabrication Storage, delivery, erection and bracing of trusses and truss systems. seeANS//)p/f QualifyCiffeda, DS6�9 and SCSI Bulld/rtg Component 6904 Parke East Blvd. Saf®ty fn/onnatloreavailable from Truss Plate Institute. 218 N. Lee street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON T14532944 75207 D2 Hip 1 1 Job Reference (optional) unambers I r�,ss, Inc., -on Fierce, rL �1-4.0�5-10-8�7-3-44.0�5-10-8�7-3-4 1-4i0 4-6-8 1-4-12 3x4 0. IOU MW 11 CU 16 Mir UN III —Li IIYD, 11— 1uu uU11v vayo, I D:m22_9iwPI010rOTK3wY?_tyzY1 L-gvKX41yzO7wR32tEUbTuvTUhbk9kpYCYr6MY5YyzRe- 21-4-0 28-8.0 34-10-8 7-4-0 7-4-0 6-27-4-0 7-4-0 _a 4xB 5 2x3 11 2x3 11 4x8 23 24 6 25 7 = 6.00 12 4 22 3x4 3 21 2 17 16 15 14 13 26 12 11 29 10 2x3 11 3x4 = 3z6 = 2x3 11 3x6 = 3x6 = 3x4 = 26 Scale=1:59.6 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.70 Vert(LL) -0.14 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.27 12-13 >999 240 BCLL 0.o Rep Stress Incr YES WB 0.80 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 i Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.15 12-13 >999 240 Weight: 203lb 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-2-4 oc bracing. REACTIONS. (lb/size) 9=1074/0-3-8, 17=920/0-8-0, 15=576/0-3-8 Max Horz 17=244(LC 12) Max Uplift 9= 665(LC 12), 17— 550(LC 12), 15= 475(LC 12) Max Grav 9=1156(LC 18), 17=927(LC 17), 15=715(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-969/453, 2-3= 1169/746, 3-4=-1185/770, 4-5=-1192/942, 5-6— 1243/1109, 6-7=-1243/1109, 7-8=-995/777, 8-9=-1107/907 BOT CHORD 1-17=-484/970, 16-17=-721/1112, 15-16=-721/1112, 13-15=-624/1048, 12-13=-622/1051, 10-12= 555/805 WEBS 5-12=-325/373, 6-12=-471/542, 7-12= 418/627, 7-10— 343/392, 8-10=-629/931, 4-15= 404/477, 2-17= 560/618 • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=35ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-14, Interior(1) 3-5-14 to 14-0-0, Exterior(2) 14-0-0 to 33-7-3, Interior(1) 33-7-3 to 34-8-12 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=665, 17p550, 15=475. Thomas A. Alban! PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design validf for use only with MITek® connectors. This design 6 based only upon parameters shown, and Is for an Individual building component, not � or truss systerTr. building design. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required fabrication, for stability and to prevent collapse with posslNe personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSVlpll AualBy ClBeda, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safaty Inibmiallor available from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532945 75207 D3 HIP 1 1 Job Reference (optional) cnamoers I russ, Inc., roil rierce, rL m 1 0 5 Sx6 - 23 2 / ID:m22_9iwPl0lorOTK3wY?_tyzY1 L-85uvlezb9Q21hCSQ11_7Sh1 uwBXAYyRi3m56c_yzRd; 10-5-0 16-0-0 i 21-4-0 26-8-0 i 30-7-8 34-10-8 2-1-12 5.7-0 5-4-0 5-4-0 3-11-8 4-3-0 4xB = 2x3 11 4x8 = 6.00 12 5 25 626 27 7 3x4 i 3x6 i 24 4 3 30 16 15 14 31 13 12 32 11 2x3 11 3x6 = 3x4 = 3x8 = 3x6 3x4 = Scale=1:60.9 3x4 8 28 29 3x4 11 9 m q m N V 33 34 10 6x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.35 16-21 >359 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.23 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) -0.04 10 n/a n/a BCDL 1Q.0 Code FBC2017fTP12014 Matrix -MS Weight: 223lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=746/0-8-0, 16=811/0-8-0, 10=101310-3-8 Max Horz 1= 276(LC 10) Max Uplift 1=-1020(LC 12), 16= 302(LC 12), 10=-769(LC 12) Max Grav 1=747(LC 21), 16=91 O(LC 18), 10=1023(LC 2) FORCES. (b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-768/1469, 4-5=-933/1289, 5-6=-884/1247, 6-7=-884/1247, 7-8=-888/1049 BOT CHORD 1-1 6=-1 299/655, 14-16=-1299/655, 13-14=-898/840, 11-13=-688/773, 10-11=-606/576 WEBS 4-16— 838/134, 4-14=0/635, 5-14= 267/71, 5-13=-65/420, 6-13=-333/407, 7-13=-453/334, 8-11 =-1 82/388, 8-10_ 1002/1082 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional), and C-C Exterior(2) 0-0-0 to 3-5-14, Interior(1) 3-5-14 to 16-0-0, Exterior(2) 16-0-0 to 31-7-3, iInterior(1) 31-7-3 to 34-8-12 zone; cantilever left and right exposed ; porch 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 trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide rrtiechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=1020, 1,6=302, 10=769. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 111I1-7473 rev. 10/0312015 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 �►p g Ctllil lek Is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANS W11 Quality CrCeflq DS8-89 and BCS1 Buffd/ng Component 6904 Parke East Blvd. Safety Infon,naBonavailable from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 5144 CHERRY PA LAWSON .' T14532946 75207 D4 HIP 1 1 Job Reference (optional) . GnamDers truss, Inc., r-oR coerce, rL 0. IOU b IVIQI I I Cv 10 IYII I — I[ luubtl ICJ, II Iv. I Ur vuI I v IY.c•f.uv cv I v �ayC I ID:m22_9iwPI010rOTK3wY?_iyzY1 L-4TOfjJ_rh210wVbp9j 1 bX66F?xEz0y7_X4aDhtyzRdx I 6-0-5 I 10-5-0 12-2-3 18-0-0 24-8-0 29-7-8 34-10-8 6-0-5 4-0-71 1-9-3 5-9-13 6-8-0 4-11-8 5-3-0 Scale=1:67.2 4x10 = 6.00 12 4x6 = 5 22 23 24 6 N V 3x4 = 3x6 = 3x4 — 3x6 = 3x8 — 3x4 = 3x6 11 3x5 = 6x8 11 1-4-0 1.0-0 10-5-0 18-0-0 24.8-0 29-7-8 34.10-8 1-0-0 9-1-0 7-7-0 6-8-0 4-11-8 5.3-0 0-4-0 Plate Offsets l (X Y)-- I1:0-0-8 0-10-131 11:0-0-12 Edqel 14:0-3-0 Edgel (5:0-7-0 0-2-01 LOADING (of) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.34 15-19 >366 240 MT20 2441190 TCDL �.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.19 15-19 >655 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.02 9 n/a n/a BCDL 10.o Code FBC2017fTP12014 Matrix -MS Weight: 217lb FT = 20% I LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. I WEDGE I WEBS 1 Row at micipt 5-13, 5-11, 6-11 Left: 2x6 SP No.2 REACTIONSI (lb/size) 1=430/0-8-0, 15=1245/0-8-0, 9=895/0-3-8 Max Harz 1=-321(LC 10) Max Uplift 1=-621(LC 12), 15=-851(LC 12), 9=-620(LC 12) Max Grav 1=432(LC 21), 15=1277(LC 17), 9=895(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR i 1-2=-306/717, 2-3= 209/590, 3-5=-700/845, 5-6=-616/887, 6-7=-732/896, 7-8=-698/688, 8-9= 848/864 BOT CHORD 1-15=-751/231, 13-15=-532/177, 11-13=-530/581, 10-11=-526/576 WEBS 2-15= 236/321, 3-15=-1128/559, 3-13= 52/798, 7-10— 336/449, 8-10= 654/714 • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=35ft; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-5-14, Interior(1) 3-5-14 to 18-0-0, Exterior(2) 18-0-0 to 29-7-8, Interior(1) 29-7-8 to 34-8-12 zone; cantilever left and right exposed ; porch 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=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) 1=621. 15=851. 9=620. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not sot 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 p�q� prevent is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the IYf01P.� 6904 Parke East Blvd. fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeAAfSUIPIr AualltyCrffeft DS8-89 and BCSI BuBding Component Safety Irdotmal6novallabie from Truss Plate Institute, 218 N. Lee 61ree1, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532947 75207 D5 HIP 1 1 Job Reference (optional) cnamoerS I r Inc., ron rierce, rL- o. �� w a �� �� �� �� � ' ' T. T. _., _ , -N , ID:m22_9iwPl0lorOTK3wY?_tyzYi L-YgZ2wl?USLQtYfA?jRYg4JfMCLaNIOS8mkKmDJyzRdw 10-5-0 14-4-0 20-0-0 22-8-0 29-9-4 i 37-2-o i 6-0-0 4-5-0 3-11-o 7-1-4 7-4-12 ' 5x8 = 6.00 F12 5x6 = 6 24 7 3x5 = 3x4 11 6x8 = 3x6 = 3x4 = 3x8 = 3x6 3x4 = 3x6 11 3x10 11 1-4-0 4-0-0 6-0-0 10-5-0 20-0.0 22-8-0 29-s-4 37-2-0 1-0-0 4-8-0 4-s-0 9-7-0 2-8-0 7-1-4 7-4-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.21 14-16 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.36 14-16 >875 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.04 11-13 >999 240 LUMBER - TOP CHOR BOT CHOR WEBS WEDGE Left: 2x6 SP FORCES. TOP CHO BOT CHO WEBS NOTES- 1) Unbalanc 2) Wind: AS II; Exp C; to 22-8-0, MW FRS 3) Provide a 4) This trus 5) ` This tru: will fit bet 6) Provide n 1=399, 11 BRACING- 2x4 SP M 30 TOP CHORD 2x4 SP M 30 2x4 SP No.3 BOT CHORD WEBS (lb/size) 1=326/0-8-0, 16=1469/0-8-0, 10=945/0-8-0 Max Harz 1=-397(LC 10) Max Uplift 1= 399(LC 12), 16= 1215(LC 12), 10= 585(LC 12) Max Grav 1=333(LC 21), 16=1469(LC 1), 10=1035(LC 18) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. 1-2= 179/303, 2-3=-255/230, 5-6= 772/730, 6-7= 680/800, 7-8=-8111780, 8-9= 1080/776, 9-10= 976l775 1-1 7=-372/304,16-17=-372/304, 14-16=-169/555, 13-14= 237/693, 11-13=-565/884 3-16=-240/256, 5-16= 1043/956, 5-14= l63/408, 6-13= 314/274, 8-13=-450/391, 8-11 =-1 43/263, 9-11=-570/896, 2-17=-341/112, 2-16=-311/719 Scale=1:71.1 PLATES GRIP MT20 244/190 Weight: 245 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-9-4 oc bracing. 1 Row at midpt 5-16, 6-14, 6-13, 8-13 d roof live loads have been considered for this design. E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=37ft; eave=5ft; Cat. :ncl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-8-10, Interfor(1) 3-8-10 to 20-0-0, Exterfor(2) 20-0-0 nterior(1) 27-11-1 to 37-0-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & ,r reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 equate drainage to prevent water ponding. ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. > 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 Ben the bottom chord and any other members, with BCDL = I O.Opsf. ;chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) =1215, 10=585. Thomas A. Albani PE No.39360 Wilk USA, Inc. FL Cart $634 6904 Parka East Blvd. Tampa FL 33610 Date: July 11,2018 ® 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 �' at russ systerp. 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 MiTek7 prevent is always rediulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of misses and truss systems, seeANSYMI1 Qua/CyCdlella, DS949 and SCSI Building Component Safety fnfolMoffonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5144 CHERRY PALM/ LAWSON T14532948 75207 D6 ROOF SPECIAL 5 1 Job Reference o tional L,namoers i r iss, Inc., r-orr coerce, r-L o. eon 51-1 1 1 LV 10 w, c� �u�r Qy� ID:m22_9iwP101orOTK3wY?_tyzYi L-U2hoLLOk_zgbnzKOgsal9kkmM962DLoRD2ptHCyzRdu 6-0-0 10-5-0 14-4-13 21-4-0 29-0-0 35-0-0 36-10-01 42-8-0 6-0-0 43-0 3-11-13 6-11-3 7-8-0 6-0-0 �1-10-0� 5-10-0 6.00 FIT 5x6 = 5 19 18 66 et oy 16 ' 15 12 11 3x5 — 3x4 11 6x8 = 4x6 = Sx8 = 4x4 11 3x4 11 3x5 — 4x8 11 3x10 11 3x4 = 1-4-0 4248-0 -0-0 6-0-0 4-50 21-0-0 0-4-e6-0 4-a-20 o037a 4-80 to-tt-0 6a36aOi 14 1-a0 Scale=1:80.2 109 0 a Plate Offsetsl(X Y)-- (1:0-0-12 0-0-2j i1:0-0-4 Edgej 14:0-3-0 0-3-4j f6:0-2-3 Edgej (10:0-0-12 0-0-2j (10:0-0-12 0-11-13j j15:Edge,0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.34 16-18 >932 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT)-0.5916-18 >539 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 I Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 13-14 >999 240 Weight: 246lb FT=20% LUMBER- I 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'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-15: 2x4 SP No.3 WEBS 1 Row at midpt 4-18, 5-16, 7-16 . WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP jVo.2, Right: 2x6 SP No.2 .REACTIONS. (lb/size) 1=84/0-8-0, 18=1684/0-8-0, 11=1697/0-8-0, 10=-307/0-3-8 Max Horz 1= 500(LC 10) Max Uplift 1= 313(LC 12), 18= 1303(LC 12), 11=-959(LC 12), 10=-552(LC 17) Max Grav 1=204(LC 21), 18=1684(LC 1), 11=1782(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=0/443, 2-3= 416/690, 3-4= 314/711, 4-5= 561/616, 5-7=-510/628, 7-8=-653/674, 8-9=0/777, 9-10— 184/989 BOT CHORD 1-19=-663/237, 18-19= 663/237, 16-18= 284/366, 15-16= 210/446, 7-14= 276/186, 13-14=-533/126, 8-13=-846/431, 11-12= 144/339, 10-11=-784/247 WEBS 4-18=-1261/1013, 4-16=-177/544, 7-16=-289/399,8-14=-378/1119,11-13=-1350/454, 9-11— 739/495, 2-19=-356/129, 2-18=-405/776 NOTES- 1) Unbalance 2) Wind: ASI 11; Exp C; 25-7-3 zoi shown; LL 3) This truss 4) ' This trus will fit bet% 5) Provide IT 1=313, 1 E d roof live loads have been considered for this design. ;E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=43ft; eave=5ft; Cat. -ncl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 4-3-3, intedor(1) 4-3-3 to 21-4-0, Extedor(2) 21-4-0 to e; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions mber DOL=1.60 plate grip DOL=1.60 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 seen the bottom chord and any other members, with BCDL = IO.Opsf. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) =1303, 11=959, 10=552. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; July 11,2018 WARNING AND -Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. � Design validlfor a Truss sysTem. building design. use only with MiTek®connectors. This design h based only upon parameters shown, and Is for an Individual building component, not Before use, the building designer must verify the of design parameters and properly Incorporate This design Into the overall Bracing Irxticated Is To buckling of individual Trussweb and/or chord members only. Additional temporary and permanent bracing �/� ®� prevenT Isalways required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the i VC1T�.IC fabrication. slorage. tlelivery, erection and bracing of trusses and Truss systems, seeANSI/IP1, Cuallly Cdteda, DSB-89 and SCSI SuQd/ng Component 6904 Parke East Blvd. Safely fnfonitaffonava /able from Truss Plots Institute, 218 N. Lee Street. Sufis 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON � a T14532949 75207 D7 ROOF SPECIAL t 1 Job Reference (optional) uriambers I r Inc., F-Ort NlerCe, t-L +i.l 3u s hear 11 evi o Ivii i eK Inuusnies, mu. i ue out i a I'i:49:oo eu I o raye i ID:m22_9iwPI010rOTK3wY?_tyzY1 L-RRpYml2_WawJ1 HUmyHcmE9p4AygUh7SjgMl_M4yzRds 6-0-0 10-5-0 13-9-0 21-4-0 a2-7-0 29-0-0 35-0-0 �36-10-01 42-8-0 1 6-0-0 4.5-0 3-4-0 7-7-0 1-3-0 6-5-0 6-0-0 �1-10-0 5-10-0 6.00 FIT 5x6 = 6 7 24 23 22 6x8 = 18 17 14 13 3x5 = 6x8 = 4x10 = 5x6 = 6x8 = 4x5 = Sx8 11 4x8 11 1-4.0 42-8-0 1-0- 6-0-0 10-5-0 13-9-0 21-0-0 2-7 29.0-0 35-0-0 36-10-0 41-6-0 41 -0- 4-8-0 4-5-0 3-4-0 7-7-0 7.3-0 6-5-0 6-0.0 1.1U0 4-8-0 0-1 12 0-4-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.14 9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.28 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.16 12 n/a n/a BCDL 16.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.28 9 >999 240 LUMBER - TOP CHOR BOT CHOR WEBS WEDGE Left: 2x6 SP FORCES. TOP CHO BOT CHO WEBS NOTES- 1) Unbalance 2) Wind: ASI II; Exp C; 25-7-3 zol shown; LL 3) All plates 4) This truss 5) ' This tru6 will fit beri 6) Provide m joint 23, 1 BRACING- 2x4 SP M 30 TOP CHORD 2x4 SP M 30 *Except* BOT CHORD 4-22,7-18,9-17: 2x4 SP No.3 2x4 SP No.3 WEBS do.2, Right: 2x6 SP No2 All bearings 0-8-0 except Qt=length) 12=0-3-8. - Max Horz 1=-500(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 1 _ 549(LC 12), 23=-891(LC 12), 13=-1657(LC 12),12=-733(LC 18) Max Grav All reactions 250 lb or less at joint(s) 1 except 23=1765(LC 17), 13=2121(LC 18),12=376(LC 12) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2= 116/633, 2-3= 265/941, 3-4= 290/443, 4-6=-556/651, 6-7= 534/703, 7-9= 535/658, 9-10=522/455, 10-11=-919/1176, 11-12= 1180/1472 1-24=-405/0, 23-24=-405/0, 4-21= 870/449, 19-20=-27/478, 9-16=-433/463, 15-16= 1002/1004, 14-15=-208/258, 10-15=-1167/1069, 13-14=-68/303, 12-13= 1256/1112 3-23=-1337/556, 21-23=-582/273, 3-21=-360/1099, 4-20=0/445, 17-19=-84/388, 13-15-1822/1398, 11-13=-736/569, 2-24=-274/214, 2-23= 446/653, 10-16=-1093/1369, 6-20=-243/278 Scale=1:80.4 PLATES GRIP MT20 2441190 Weight: 263 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 5-11-3 oc bracing. Except: 1 Row at midpt 7-19 1 Row at micipt 6-20 roof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 13=4511; L=43ft; eave=5ft; Cat. bcl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-3-3, Interior(1) 4-3-3 to 21-4-0, Extedor(2) 21-4-0 to ; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions bet DOL=1.60 plate grip DOL=1.60 e 3x4 MT20 unless otherwise indicated. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 en the bottom chord and any other members, with BCDL = 10.Opsf. ;hanical connection (by others) of truss to bearing plate capable of withstanding 549 lb uplift at joint 1, 891 lb uplift at �7 lb uplift at joint 13 and 733 lb uplift at joint 12. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 WARNING I- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. f 0/03/20f5 BEFORE USE. Design valid Ifor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. buiiding design. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Wek Is always reciuired prevent 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, seeANSUMI f QualBy Cdfeda, DS849 and SCSI Buf(ding Component 6904 Parke East Bid. Safety lnfonnaf6onavaitabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, fL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON ,. T14532950 75207 E COMMON 3 1 Job Reference o tional uriamoers I rI ss, Inc., t-on Fierce, t-L LOADING ( TCLL e TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHOR WEBS WEDGE Left: 2x6 SP FORCES. TOP CHOR BOT CHOR WEBS NOTES- 1) Unba(anc 2) Wind: AS II; Exp C; 9-10-4 zo shown; Li 3) This truss 4) ' This tru: will fit bet 5) Provide n joint 3. 6-10-4 0. IOU 5 IVIdr I I ZU 18 1VII I UK 11IUUJU lUb, 11 IU. I Utl JUI I V I Y.Gw.ou — I o Faye I ID:m22_9iwPI010rOTK3wY?_tyzY1 L-vdNxzN3cGu2AeQ3zV_8?nNMHwMIJSQo?tv01 XuWyzRdr 4x4 = 2 2x3 11 Scale = 1:25.0 m Io 5x6 11 5xa 11 1-0-0 -4- 6-10-4 12-4-8 1 -8- 13-8-8 1-0-0 4- 5-6-4 5-6-4 4- 1-0-0 !X Y)-- [1:0-2-10 0-2-61 11:0-0-8 0-11-51 f3:0-2-10 0-2-61 i3:0-0-8 0-11-51 :f) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP .0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.06 4-12 >999 240 MT20 244/190 .0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.03 4-12 >999 240 .0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.01 3 n/a n/a .0 Code FBC2017/TP12014 Matrix -MS Weight: 53 lb FT = 20% BRACING- 2x4 SP M 30 TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 ,.2, Right: 2x6 SP No.2 (lb/size) 1=507/0-8-0, 3=507/0-8-0 Max Horz 1=-143(LC 10) Max Uplift 1= 625(LC 12), 3=-625(LC 12) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-445/946, 2-3=-445/946 1-4=-647/324, 3-4=-647/324 2-4=-487/192 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 8-7-3 oc bracing. I roof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=241t; eave=4ft; Cat. 1cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-10-4, Exterior(2) 6-10-4 to cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions fiber DOL=1.60 plate grip DOL=1.60 as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 !en the bottom chord and any other members. ;hanical connection (by others) of truss to bearing plate capable of withstanding 625 lb uplift at joint 1 and 625 lb uplift at Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. f0/03/2015 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 fruss 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 MiTe W is always re4ulred 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, seeANSUIPII Quallty C/6erlar, DSB-89 and BCSI Bulld/ng Component 6904 Parke East Blvd. Safety ImorinoHolravattable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532951 75207 E1 COMMON 1 1 Job Reference (optional) unamoerS I r LOADING (I TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS SLIDER Inc., Fon Fierce, FL a.1:3u s mar i i zu1 a m1 i eK Inausrnes, mC. 1 ue uui l u 74:z4:bi zul tl rage i ID:m22_9iwPIOIOrOTK3wY?_tyzY1 L-NgxJBj4E1 BAi Gae93htEJavUumgc9ErOBgn4QzyzRdq 5-10-4 11-8-8 5-10-4 5-10-4 3x8 11 5-10-4 >f) SPACING- 2-0-0 .0 Plate Grip DOL 1.25 .0 Lumber DOL 1.25 .0 ' Rep Stress Incr YES .0 Code FBC2017fTP12014 4x4 = 3 2x3 11 3x8 11 m 0 6 Scale:l/2"=1' CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.26 Vert(LL) 0.05 6-11 >999 240 MT20 244/190 BC 0.24 Vert(CT) -0.03 6-17 • >999 240 WB 0.15 Horz(CT) -0.02 5 n/a n/a Matrix -MS Weight: 57 lb FT = 20% BRACING- 2x4 SP M 30 TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 Left 2x8 SP 240OF 2.0E 2-6-0, Right 2x8 SP 240OF 2.0E 2-6-0 (lb/size) 1=433/0-8-0, 5=433/0-8-0 Max Horz 1=-122(LC 10) Max Uplift 1= 533(LC 12), 5=-533(LC 12) Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 7-11-14 oc bracing. • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-421/1066, 3-5=-424/1060 BOT CHORD 1-6=-783/36115-6=-783/361 WEBS 3-6=-591/211 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-10-4, Exterior(2) 5-10-4 to 8-10-4 zone; cantilever left and right exposed ; porch 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) 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 533 lb uplift at joint 1 and 533 lb uplift at joint 5. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 WARNING L Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03I2015 BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss syster9- 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 6VIiTeW Is always required for stability and to prevent collapse with possibie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and Truss systems, seeANSL'?PI1 Aaal8yC18eAq DSB-89 and BCS1 Bu0dalg Component 6904 Parke East Blvd. Safety Intolmaeolfavaitabie from Truss Plate institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Orly Ply 5144 CHERRY PALM/ LAWSON T14532952 75207 G Roof Special 1 1 Job Reference (optional) cnamoers I russ, Inc., Fort Fierce, FL 6.00 12 3x4 i 3 5x6 � 20 2 i 13 5x6 II 2x3 II 3x4 I 21 8.13U s mar 11 2U16 mi I eK Inaustries, Inc. I Ue JUI 1 U 14:24:b6 zui d Fage 1 ID:m22_9iwPI010rOTK3wY?_tyzY1 L-rOUhO24toVluukDLdPATsoRXQ9wvuU1 ANKW ezPyzRdp 12-0-0 18-3-0 25-1-8 32-8-0 5-8-12 6-3-0 6-10-8 7-6-8 Scale=1:56.4 4x8 = 4 12 5x6 = 4x6 = 22 2324 5 25 5x8 = 6 �26 28 11 10 9 3xB = 4x6 = 5x10 = 18-3-0 25-1-8 32.8-0 6-3-0 6-10-8 7-6-8 4x10 = 8 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.16 9-11 >999 360 MT20 244/190 TCDL �.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.32 9-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.06 8 n/a n/a BCDL 16.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.25 9-11 >999 240 Weight: 180lb FT=20% ` LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, BOT CHOR 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 WEBS 1 Row at midpt 4-11, 6-11, 7-9 REACTIONS. (lb/size) 1=1255/0-8-0, 8=1152/Mechanical Max Horz 1= 212(LC 10) Max Uplift 1=-790(LC 12), 8= 738(LC 12) • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR i 1-3=-1727/1353, 3-4=-1572/1318, 4-5=-1502/1396, 5-6=-1752/1411, 6-7= 2507/1955, 7-8=-1077/933 BOT CHORD 1-1 3=-1 252/1560, 12-13= 1252/1560, 11-12= 1069/1388, 9-1 1=-1 997/2548 WEBS 4-12= 88/307, 4-11=-187/307, 5-11= 211/453, 6-11 =-1 127/924, 6-9= 739/749, 7-9= 2014/2584 s NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft B=45ft; L=3311; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-3, Interior(1) 3-3-3 to 12-0-0, Extedor(2) 12-0-0 to 21-6-3, In*ior(1) 21-6-3 to 25-1-8 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 betvueen the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to gi�der(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 790 lb uplift at joint 1 and 738 lb uplift at joint 8. 1 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 9634 6904 Parke East Blvd. Tampa FL $3610 Date: July 11,2018 A WARNING Ir Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 10103,2015 BEFORE USE. Design valid or use only with MITe D connectors. This design is based only upon parameters shown, and is for an individual building component, not �J a truss systerr�. 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, deilvery, erection and bracing of trusses and truss systems, seeANSMWI1 CualIIyCdledd, D$8-89 and 8CS1 BUH& g Component 6904 Parke East Blvd. Safety rnfom7ationavailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532953 75207 G1 Roof Special 1 1 Job Reference (optional) Chambers I russ, Inc., Pori Pierce, FL 8.130.5 Mar 11 2016 IVII r eR muusrne5, hiv. I Ue JUI 10 14:G4:0U GUI O raye i • ID:m22_9iwPI010rOTK3wY?_tyzY1 L-JC23bO5VZpQkVuoXB6hiO?_nnZHVdyRJb_GBVryzRdo 7-3-4 14-0-0 16-3-0 23-1-8 27-9-0 32-8-0 7-3-4 6-8-12 2-3-0 6-10-8 4-7-8 4-11-0 Scale=1:57.0 6x8 MT18HS = 4x5 = 3 4 6.00 F12 20 21 5x6 = 3x4 11 3x4 i 5 3x4 = 7 m 2 v 22 23 r` 19 6 1 c> m 0 14 13 12 11 10 9 8 4 = 3x6 11 3x6 = 3x4 = 3x4 = 3x6 = 3x4 = &B = 3x10 11 ,1-0-0 3-7-0 5-10-8 8-9-8 14-0-0 16-3-0 , 23-1-8 , _ 32-8-0 1 0-0 2-7-0 2-3-8 2-11-0 5-2-8 2-3-0 6-10-8 9-6-8 Plate Offsetsl(XY)-- 11:0-0-4 Edge] (1:0-1-4 0-0-21f3:0-5-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.22 9-11 >999 360 MT20 244/190 TCDL �.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.37 9-11 >860 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 I Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.26 9-11 >999 240 Weight: 178lb FT=20% • LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, BOT CHORE 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE WEBS 1 Row atmidpt 5-11 Left: 2x6 SP No.2 REACTIONS. (lb/size) 8=980/Mechanical, 1=281/0-8-0, 14=1146/0-3-8 Max Horz 1=-235(LC 10) Max Uplift 8— 635(LC 12), 1=-170(LC 12), 14_ 722(LC 12) Max Grav 8=980(LC 1), 1=291(LC 18), 14=1200(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 252/181, 2-3=-1046/904, 3-4=-847/918, 4-5— 1030/882, 5-6=-1707/1349 BOT CHORD 1-14= 254/160, 12-14= 254/160, 11-12=-658/847, 9-11=-1364/1719, 8-9=-885/1061 WEBS 2-14=-1072/977, 2-12= 485/815, 4-11=-187/297, 5-11=993/799, 5-9— 295/396, 6-9=-596/831, 6-8= 1299/1104 ■ NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-3, Interior(1) 3-3-3 to 14-0-0, Exterior(2) 14-0-0 to 16-3-0, Interior(1) 19-6-3 to 23-1-8 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) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 bets een the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 635 lb uplift at joint 8, 170 lb uplift at joint 1 and; 722 lb uplift at joint 14. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 A WARNINGI- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. fiis design is based only upon parameters shown, 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 Individualtruss web arid/or chord members only. Additional temporary and permanent bracing MiTek7 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, seeANSUMI1 Quality Ci tech, DSO-89 and SCSI Building Component 6904 Parke East Mid. Safety lnfoanallonavdlabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON ,. T14532954 75207 G2 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:00 2018 Page 1 ID:m22_9iwP1010rOTK3wY?_tyzY1 L-nPcRpk67K6Yb72MkkgCxxDXzSzf9MPeTgd?k1 IyzRdn 5-10-0 10.0-0 15.1-8 21-1-8 26.10.12 32-8-0 5-10-0 4-2-0 5-1-8 6-0-0 5-9-4 5-9-4 4x5 = 6.00 12 Scale=1:58.5 3x4 = 5x6 = 3x6 = 3x8 = 3x4 = 3x5 = 3x6 11 3X10 II 3x6 = 1-1-12 1-0-0 5-10.0 15-1-8 21-1-8 26-10-12 32-8-0 9-3-8 6-0-0 5-9.4 5-9-4 0-1-12 Plate Offsets,(X,Y)-- i1:0-1-4,0-0-21, i1:0-0-4,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.12 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.25 13-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.03 9 n/a n/a BCDL 16.o Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.09 11-13 >999 240 Weight: 188lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORI] 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE WEBS 1 Row atmidpt 8-10 Left: 2x6 SP No.2 REACTIONS. (lb/size) 9=964/Mechanical, 15=1314/0-8-0, 1=129/0-3-8 Max Harz 1=281(LC 12) Max Uplift 9= 650(LC 12), 15= 823(LC 12), 1= 313(LC 12) Max Grav 9=964(LC 1), 15=1314(LC 1), 1=194(LC 21) i FORCES. (;b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR i 1-2=0/276, 2-4=-19/378, 4-5=-911/878, 5-6=-920/856, 6-7= 1_ 355/1157, 7-8971/810, 8-9=-913/828 BOT CHORD 1-15=-397/24, 13-15=-724/618, 11-13=-1167/1362, 10-11=-810/971 WEBS 1 2-15=-300/380, 4-13=0/365, 5-13= 379/460, 6-13= 759/660, 6-11=-215/315, 7-11= 458/497, 7-10= 663/697, 8-10=-1031/1237, 4-15=-1112/609 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16fh B=45fh L=33ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-3, Interior(1) 3-3-3 to 15-1-8, Exterfor(2) 15-1-8 to 18-4-11, Interior(1) 21-1-8 to 32-6-4 zone; cantilever left and right exposed ; porch 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 Chas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 650 lb uplift at joint 9, 823 lb uplift at joint 15 and 313 lb uplift at joint 1. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: L ! 11 r)Aio IL WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE MII-7473 rev. 1010312015 BEFORE USE. �s Design valid Ifor use only wllh 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. Addillonal temporary and permanent bracing WeW Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, weANSUMI► CualBy Ciffa , DSB-89 and BCSI Bulld/rrg Component 6904 Parke East Blvd. Safety /nforrnoBon3vailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532955 75207 G3 Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:02 2018 Page 1 I D:m22_9iwPlolorOTK3wY?_tyzY1 L-j nkCEQ7NskpJMLW 6sFEPOecJ6nLOgJHI IxUr6AyzRdl i 5-10-0 10-0-0 1 15-1-8 i 19-1-8 25-4-0 31-6-8 r32-8-0, 5-10-0 4-2-0 5-1-8 4-0-0 6-2-8 6-2-8 Scale=1:59.1 4x4 = 6.00 12 5 25 17 15 14 12 11 10 3x4 = 6x8 = 3x6 = 3x8 = 3x4 = 3x4 = 3x4 = 3x10 11 3x6 = 3x6 I I 1.1-12 i1-0-0 5-10-0 12-5-12 15-1-8 19.1-8 5 4 0 i _31_6-11 i 2540--- -- 32-8-Oi t 4-8-0 8.7-12 2-7-12 4-0-0 6-2-8 6-2-8 0-1-12 Plate Offsets,(XY)-- f1:0-0-4 Edge1 I1:0-1-40-0-21 (8:0-5-4,0-2-01, I17:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.13 15-17 >999 360 MT20 244/190 TCDL �.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.26 15-17 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.90 Horz(CT) -0.02 10 n/a n/a BCDL 10.o Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.08 14 >999 240 Weight: 209 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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. WEDGE WEBS 1 Row atmidpt 8-12 Left: 2x6 SP No.2 REACTIONS. (lb/size) 17=1301/0-8-0, 10=966/Mechanical, 1=140/0-3-8 Max Horz 1=311(LC 12) Max Uplift 17=-775(LC 12), 10— 646(LC 12), 1=-106(LC 12) Max Grav 17=1301(LC 1), 10=966(LC 1), 1=199(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-913/840, 5-6=-895/846, 6-7=-1132/1009, 7-8= 949/834, 9-10=-949/752 BOT CHORD 1-17=-272/118, 15-17= 670/665, 14-15=-968/1134, 12-14= 788/949 WEBS 2-17=-306/353, 4-15=-13/314, 5-15=-435/515, 7-14=-247/250, 7-12=-557/618, 8-12= 868/1043, 8-11= 821/806, 9-11= 711/888, 4-17= 1101/772, 6-15= 647/593 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16fh B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-3, Interior(1) 3-3-3 to 15-18, Extedor(2) 15-1-8 to 18-4-11, Interior(1) 19-1-8 to 31-6-8 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) 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) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 lb uplift at joint 17, 646 lb uplift at joint 10 and 106 lb uplift at joint 1. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 A 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 MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building dell n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing {�{� T IYl eW h 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, seeANSYMII AaaMyCrtleda, DSB-89 and SCSI.SuBd/ng Component 6904 Parke East Blvd. Safety IntorlrioNorrovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532956 75207 G4 Roof Special 1 1 Job Reference (optional) unamoers I cuss, Inc., ron werce, I-L 5-10-0 1 1 5-10-0 1 6.1 su s Iviar i 1 zut 0 Wu I eK Inausules, Inc. I ue uu1 I u-14Zo:va ev 18 r-aye I ID:m22_9iwPI010rOTK3wY?_tyzY1 L-C_laRm8?dl xA_V5JQymeZr9VUAbQZmYvW bEPecyzRdk 10-0-0 15.1.8 17-1-IS 23-4-0 29-6-8 32.8-0 4-2-0 5-1.8 2-0-0 6-2-8 6-2-8 3-1.8 5x6 = 6.00 12 5 ArA = Scale=1:56.2 3x10 11 6x8 = 3x6 = 4x6 = 3x6 11 1-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.32 12-14 >986 360 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.58 12-14 >552 240 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.02 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.54 12-14 >596 240 LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEDGE WEBS Left: 2x6 SP No.2 REACTIONS. (lb/size) 17=1251/0-8-0, 10=973/Mechanical, 1=182/0-3-8 I Max Horz 1=311(LC 12) Max Uplift 17=-746(LC 12), 10=-650(LC 12), 1=-131(LC 12) Max Grav 17=1280(LC 17), 10=973(LC 1), 1=222(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR i 4-5=-989/900, 5-6_ = 881/884, 6-7=-874/853, 7-8=-971/935, 8-9493/455, 9-10=-944/855 BOT CHORD 1-17=-251/138, 15-17=-687/739, 14-15=-725/904, 12-14=-800/995, 11-12= 328/414 WEBS 2-17=-343/387, 4-15=-63/414, 5-15= 302/367, 6-14=309/357, 7-14=-283/138, 7-12= 335/427, 8-12=-690/849, 8-11=-607/621, 9-11=-643/812, 4-17= 1098/800 PLATES GRIP MT20 244/190 Weight: 207 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-14, 8-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 6=45ft; L=33ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-3, Interior(1) 3-3-3 to 15-1-8, Extedor(2) 15-1-8 to 32-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip IDOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 746 lb uplift at joint 17, 650 lb uplift at joint 10 and 131 lb uplift at joint 1. N 6 M a Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 Q WARNING Verily design parameters end READ NOTES ON THIS AND INCLUDED MffEK 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 verily the applicability of design parameters and properly Incorporate this deslan 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, seeANS&Ml Quality Cilted d DSBd9 and SCSI Buud/ng Component 6904 Parke East Blvd. Solety /ntomiallonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job f Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532957 75207 I G5 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:05 2018 Page 1 ID:m22_9iwPI010rOTK3wY?_tyzY1 L-8MQKsSAG9fBuDpFhXNo6eGEpw_Kgl lnC_vjViVyzRdi 5-10-0 10-0.0 15-1-8 20-1-0 27-6-6 28-it-0 32.8-0 5-10-0 4-2.0 5-1-6 4.11•e 7-5 3-9-0 Scale=1:58.5 4x8 = 3x4 = 4x4 = 6.00 FIT 5 2627 6 28 7 4x4 11 Q 29 1.1.12 ,r1.0-0„ 5-10-0 15-1.8 20- -0 27-6-8 ,26-11-0, 32-6-0 , rt-0-0 4-8-4 9-3-8 4-11-8 7-5-8 1-4-8 3-9-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.16 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.33 13-14 >959 240 BCLL b.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017lrPI2014 Matrix -MS Wind(LL) 0.20 13-14 >999 240 Weight: 216lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 6-15: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 10=947/Mechanical, 18=142410-8-0, 1=35/0-3-8 Max Horz 1=311(LC 12) Max Uplift 10=-648(LC 12), 18= 867(LC 12), 1= 272(LC 11) I Max Grav 10=947(LC 1), 18=1453(LC 17), 1=39(LC 21) i FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2= 57/475, 2-4=0/454, 4-5= 867/890, 5-6=-983/1104, 6-7=-572/692, 7-8= 770/817, 8-9=-537/535, 9-10= 974/948 BOT CHORD 1-18= 473/0, 16-18=-741/583, 13-14= 919/1041, 12-13=-483/564, 11-12= 616/581, 1 8-12=-508/493 WEBS 2-18— 319/379, 4-16=0/388, 5-16=-250/189, 14-16=-662/837, 5-14= 386/515, 6-13=-644/574, 7-13=-214/394, 9-11=-748/860, 4-18� 1280/782 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-13, A-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpt=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-3, interior(1) 3-3-3 to 15-1-8, Extedor(2) 15-1-8 to 32-1-15, Interior(1) 32-1-15 to 32-6-4 zone; cantilever left and right exposed ; porch 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 i as 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) Refer to gi'rder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 648 lb uplift at joint 10, 867 lb uplift at joint 18 and 272 lb uplift at joint 1. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 • Date: July 11,2018 A WARNING,- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-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 syste . Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall RA T building des(gn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iYl eW 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, seeANlS&VI f QualityCrBedd, DSB-69 and BCS1 Sutld/ng Component 6904 Parke East Blvd. Safety /ntonhaBonavailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532958 75207 G6 HIP 1 1 I Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:06 2018 Page 1 ID:m22_9iwPI010rOTK3wY?_tyzY1 L-cYzj3nBuwyJlrzqu54JLBUm?HOYwmBjLCZS3FxyzRdh 5.10-0 6- 13 11-7-3 17-1-8 20-1.0 25-6-8 28-11-0 32-8-0 5-10-0 0- - 3 5-6-5 5-6-5 2-11-8 5-5-8 34-6 CO 0 6.00 12 4x8 = 4x4 = i 6 27 28 7 1-1-12 i1-0-0 5-10-0 11.7-3 17-1-8 20-1-0 25-6.8 _ 28-11-0 32-8-0 i 1.0-0 4-8-4 59-3 5-6-5 2-11.8 5-5.8 34-8 3-9-0 Scale=1:56.8 I9 Plate Offsets (X Y)-- 11:0-0-4 Edge], 11:0-1-4 0-0-21 f 5:0-5-4 0-2-01 114:0-5-8 0-4-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.07 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.11 16-17 >999 240 BCLL 6.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 i Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 16-17 >999 240 Weight: 225lb FT=20% LUMBER- I 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'Except' except end verticals. 6-15,8-11: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1-7-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-16, 6-13 WEDGE Left: 2x6 SP No.2 I REACTIONS. (lb/size) 10=966/Mechanical, 19=129510-8-0, 1=145/0-3-8 Max Horz 1=311(LC 12) Max Uplift 10=-601(LC 12), 19= 1169(LC 12), 1= 275(LC 10) Max Grav 10=1000(LC 18), 19=1594(LC 17), 1=201(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 1-2=-451/532, 2-4=-972/603, 4-5=-930/806, 5-6=-915/927, 6-7= 730/770, 7-8= 834/795, i 8-9=-562/493,9-10=-1011/877 BOT CHORDi 16-17=-561/849, 13-14=-666/977, 12-13= 395/490, 11-12= = 590/514, 8-12624/562 WEBS 2-19— 1500/1165, 2-17=-787/1226, 4-17— 381/474, 14-16= 578/945, 5-14=-335/458, i 6-13= 468/297, 8-13=-198/451, 9-11=-651/809 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft B=45ft; L=33ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-3-3, Interior(1) 3-3-3 to 17-1-8, Extedor(2) 17-1-8 to 30-1-15, Interior(1) 30-1-15 to 32-6-4 zone; cantilever left and right exposed ; porch 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) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss �as 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 tali by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to giCder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 601 lb uplift at joint 10, 1169 lb uplift at joint 19 and 275 lb uplift at joint 1. Thomas A. Albani PE No.39380 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: hfill 11 9111A A WARNING r Verify design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MI1-7473 rev. 10/03i2015 BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss systen). 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 n� prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6Y101T eka fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYMII QualityCiBenh, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnfwmaRonavailabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 5144 CHERRY PALM/ LAWSON T14532959 75207 G7 HIP 1 1 Job Reference (optional) cnamoers I russ, Inc., -or, rlerce, I-L 7-i -12 7.1.12 0. 1 JV6 Mar 11 ZV 10 IVII I Mr, I I IUUJLIIVC, IV. IUV JVI 1V IY.00 —10 r WU I I D:m22_9iwPI010rOTK3wY?_tyzY1 L-Yx5TUTC8SaZT4G_GCVLpGvsGaBJLEl9egbrAJgyzRdf 22-7-0 2 -4 30-1-0 37-1-4 3-3-4 -9- 6-8-12 7-0-4 5x6 = 3x8 Scale=1:67.5 6.00 12 6 2s 7 e 46 i 45 i 27 5 25 4 9 3 28 0 4x5 2 10 24 rn rh o m 16 14 io 5x8 = 15 7x8 = 1 19 29 18 17 13 12 11 3x6 11 4x8= 45= 5x8 11 1-4-0 1-0.0 7-1-12 10-5-0 13-9-0 19-3-12 22-7-0 30-1-0 37.1-4 1-0.0 5-9-12 3-3-4 3-4-0 56-12 3-3-4 7-6-0 7-0.4 0.4-0 Plate Offsets I (X,Y)-- j1:0-0-8,0-11-51,11:0-0-12,Edgel,j4:0-3-0,Edge),j6:0-3-0,0-2-01,j8:0-4-0,0-0-11,110:Edge,0-1-121,(14:0-6-4,0-4-41,(16:0-5-8,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.40 19-23 >316 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.24 19-23 >519 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) -0.05 11 n/a n/a BCDL 16.o Code FBC2017ITP12014 Matrix -MS Weight: 238lb 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 *Except` except end verticals. 5-17,7-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-14 WEDGE Left: 2x6 SP No.2 REACTIONS (lb/size) 1=675/0-8-0, 11=1062/0-7-4, 18=998/0-8-0 Max Horz 1= 381(LC 10) Max Uplift 1=-852(LC 12), 11= 738(LC 12), 18= 606(LC 12) Max Grav 1=675(LC 1), 11=1067(LC 18), 18=1129(LC 17) FORCES. (1, - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-646/1127, 2-3=-545/1164, 3-5= 980/1414, 5-6= 1028/1246, 6-7= 873/1199, 7-8=-874/1200, 8-9=-1059/1205, 9-1 0=-1 105/1010, 10-11 =-1 009/959 BOT CHORD 1-19= 946/488, 18-19= 946/488, 5-16= 377/0, 15-16= 963/856, 14-15=-696/865, - 7-14= 221/275, 12-13=-75/267 WEBS 3-18— 1007/665, 16-18=-10271523, 3-16=-136/636, 5-15=-54/381, 9-12=-341/502, 10-12=-839/965,12-14=-762/778,9-14— 298/155 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-8-8, Interior(1) 3-8-8 to 19-3-12, Exterior(2) 19-3-12 to 23-4-4, Interior(1) 28-7-3 to 36-11-8 zone; cantilever left and right exposed ; porch 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) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trust 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 m6chanical connection (by others) of truss to bearing plate capable of withstanding 852 lb uplift at joint 1, 738 lb uplift at joint 11 anti 606 lb uplift at joint 18. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date; July 11,2018 ® WARNING r Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid a truss system. for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not 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, WOANSMWII QualityCdfedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety 1Mom4afAonovallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532960 75207 G8 ROOF SPECIAL 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:09 2018 Page 1 ID:m22_9iwPI010rOTK3wY?_tyzY1 L-07fripDmDthKiQYSmDs2o6OVJbhDzV?nvXhjsGyzRde 7-1-12 10-5-0 i 13-9-0 21-4-0 22-71 27-0-0 35-0-0 37-1-4 i 1-1-12 3-3-4 3-4-0 7-7-0 1-3-0 4-5-0 6-0-0 2-1-4 i 0 3x6 = 5x8 11 5x6 = 6.00 12 23 31 22 21 6x8 = 17 16 13 12 6xB = 4x6 =3x6 II 1-4-0 1- 7-1-12 10-5-0 13-9-0 21.4-0 2-7 27-0-0 35-0-0 37-id 59-12 3-3-4 . 0 7-7.0 1-3-0 4-5-0 B-0-0 2-1-4 Scale=1:77.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.49 Vert(LL) 0.41 23-27 >305 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.34 14-15 >932 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horz(CT) 0.12 12 n/a n/a BCDL 16.o i Code FBC2017/TPI2014 Matrix -MS Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 "Except` except end verticals. 4-21,7-17,8-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 4-19 WEDGE Left: 2x6 SP No.2 „ REACTIONS. (lb/size) 1=584/0-8-0, 12=1030/0-7-4, 22=1121/0-8-0 Max Horz 1=-426(LC 10) I Max Uplift 1=-848(LC 12), 12= 737(LC 12), 22= 610(LC 12) Max Grav 1=602(LC 21), 12=1030(LC 1), 22=1121(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-506/1023, 2-3=-410/1063, 3-4= 843/1298, 4-6=-954/1095, 6-7=-817/1051, 7-8=-961/1157, 8-10=-1222/1153, 10-11=-592/547,11-12=-1110/1014 BOT CHORD 1-23= 876/495, 22-23= 876/495, 4-20= 512/0, 19-20= 916/947, 18-19= 531/804, 14-15=-667/730, 13-14=-719/713, 10-14— 639/741 WEBS 3-22— 1009/527, 20-22=-927/573, 3-20= 76/693, 4-19=-206/521, 8-18=-556/430, 11-13=-927/985, 15-18=-675/904, 6-19=-428/370, 10-15— 187/362 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=37ft; eave=5ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-8-8, Interior(1) 3-8-8 to 21-4-0, Exterior(2) 21-4-0 to 25-0-8 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x4 MT20 unless otherwise indicated. 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 be+en 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 848 lb uplift at joint 1, 737 lb uplift at joint 12 and 610 lb uplift at joint 22. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11.2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• Ifor at system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional temporary and permanent bracing �ViiTek' Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualityCrBedo, DSB-89 and SCSI BuHd/ng Component 6904 Parke East Blvd. Safety InfollnaBonovaitable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON ,• T14532961 75207 G9 ROOF SPECIAL 1 1 Job Reference o tional unamoers I r Inc., r-on coerce, I-L 0. IOU 5 IVId1 I I GU 10 IYII I UN IIIUUAUIVJ, 111G, I — — IV I-- I 1 cV ID Faye I I D:m22_9iwP1010rOTK3wY?_tyzY1 L-zW nc7V EOkVx2ykiruevW uXU ICPOLROV4MrAgw9yzRdc I 7-i-12 I 10-5-0 13-9-0 21-4-0 22-71 29-8-6 37-i-4 7-1-12 3-3-4 3-4-0 7.7.0 1-3-0 7-1-6 7-4-14 5x6 = 6.00 F12 4x5 6 7 19 ZU 18 17 3x8 = 13 12 11 3x6 3x4 11 3x4 = 3x4 11 3x4 11 4x8 = 3x6 11 5x8 11 6x8 1-4-0 1-0 7-1-12 ia5-0 13-9.0 21-4-0 2-7- 29-8-6 37-1-0 4-0-11 0- 5-9.12 3-3-4 34-0 7.7-0 1-3-0 7-1-6 7-4-14 na.n LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.41 19-23 >306 240 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.24 19-23 >518 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) -0.05 11 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS LUMBER - TOP CHOR BOT CHOR WEBS WEDGE Left: 2x6 SP REACTION: FORCES. TOP CHORI BOT CHORI WEBS NOTES- 1) Unbalana 2) Wind: AS II; Exp C; 25-0-8 zoi Lumber D 3) This truss 4) ` This true will fit bets 5) Provide IT joint 11 ar BRACING- 2x4 SP M 30 TOP CHORD 2x4 SP M 30 *Except` 4-17,7-13: 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS (lb/size) 1=596/0-8-0, 11=1035/0-74, 18=1105/0-8-0 Max Harz 1= 426(LC 10) Max Uplift 1=-852(LC 12), 11— 738(LC 12), 18=-605(LC 12) Max Grav 1=614(LC 21), 11=1035(LC 1), 18=1105(LC 1) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-530/1028, 2-3= 431/1069, 3-4= 865/1307, 4-6=-952/1083, 6-7=-913/1179, 7-9— 1012/1133, 9-1 0=-1 085/975, 10-11=-972/945 1-19— 880/519, 18-19= 880/519, 4-16= 488/0, 15-16= 932/969, 14-15=-594/815 3-18=-1001/527, 16-18=-951/599, 3-16=-82/702, 4-15— 208/496, 12-14=-693/801, 9-14=-325/182, 9-12=-324/443, 10-12— 728/927, 6-15=-763/584, 7-15=-548/546 Scale=1:77.2 PLATES GRIP MT20 244/190 Weight:,256Ib FT=20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-15, 9-14, 6-15, 7-15 roof live loads have been considered for this design. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft B=45ft; L=37ft; eave=5ft; Cat. 1cl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-8-8, Intedor(1) 3-8-8 to 21-4-0, Extedor(2) 21-4-0 to ; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; L=1.60 plate grip DOL=1.60 as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 !en the bottom chord and any other members, with BCDL = 10.Opsf. ;hanical connection (by others) of truss to bearing plate capable of withstanding 852 lb uplift at joint 1, 738 lb uplift at 605 lb uplift at joint 18. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert6634 6904 Parka EastBtvd. Tampa FL 33610 Date: July 11,2018 ® WARNING r Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/0=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, not �' a truss systerri. 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, seeANS It QualityCdt®do, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety /nromiaffonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532962 75207 GEA Common Supported Gable 1 1 Job Reference (optional) unamoers i rluss, Inc., i--on: coerce, I-L 13'� 3x4 6.00 12 3 1/ 2 12 11 4x4 = 4 10 u.l"3U s Mar l l zui d ivii i eK mausines, mc. I ue Jui 1 u l4:Zb:1 Z eui o rage -I I D:m22_91 W PIOIOrOTK3WY?_tyzY1 L-RiL_KfFfV03UZUH 1 RLQIQk04ypgDA2_EbVvNSbyzRdb 13-8-8 6-10-4 9 5 14 8 6 Scale=1:23.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-S Weight: 59lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 1 2x4 SP M 30 REACTIONS. All bearings 11-8-8. (Ib) - Max Horz 12= 144(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10 except 11=-104(LC 12), 12= 193(LC 12), 9=-104(LC 12), 8= 193(LC 12) Max Grav All reactions 250 lb or less at ioint(s) 11 9 except 10=30711C 1) 12=295(LC 211 8=295(LC 221 FORCES. (b) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/233, 6-7=-275/232 BOT CHORD 1-12= 188/309, 11-12=-187/309, 10-11=-187/309, 9-10= 187/309, 8-9=-187/309, 7-8— 187/309 WEBS 4-10� 258/183, 3-11=-120/372, 2-12= 189/504, 5-9= 119/372, 6-8=-189/504 NOTES- - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=2ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-0-0 to 2-10-4, Exterior(2) 2-10-4 to 6-10-4, Comer(3) 6-10-4 to 9-10-4 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 3) Truss des%gned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. ' 6) This truss Ihas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 11=104, 12=193, 9=104, 8=193. 9) Non Standard bearing condition. Review required. Thomas A. Albani PE No.39360 Welt USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 �® WARNINGI- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7073 rev, 10/03/2015 BEFORE USE. Design valld for use _" with MITek® ---._fors. This design Is based only upon parameters shown, and is for an Individual building component not Truss Before The building designer the of design and incorporate this design Into the a sysTeRi. U. must verity applicability parameters properly overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse -with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII Quality ClBeda, DSB-89 and SCSI SuIld/ng Component 6904 Parke East Blvd. Safety intonhaftonavailable from Truss Plate insfitate. 218 N. Lee street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532963 75207 GR7 COMMON GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:13 2018 Page 1 ID:m22_9iwPI01OrOTK3wY?_tyzY1 L-vvuMXBGHG6BIB2sE?2x_zyZGNC5DvRRNp9fx?lyzRda 3-6-0 7-0-0 3x6 11 3-6-0 ivruLCU 3x4 II n�xo 6x6 = 3-6-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 26.0 Plate Grip DOL 1.25 TC 0.10 TCDL 7.0 Lumber DOL 1.25 BC 0.38 BCLL 0.o ' Rep Stress Incr NO WB 0.30 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 1 SLIDER I Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=1357/0-8-0, 5=1316/Mechanical Max Horz 1=21O(LC 21) Max Uplift 1=-903(LC 8), 5=-995(LC 8) HUS26 DEFL. in (loc) Well Ud Vert(LL) 0.02 5-6 >999 240 Vert(CT) -0.02 5-6 >999 240 Horz(CT) 0.00 5 n/a n/a Scale = 1:25.7 PLATES GRIP MT20 244/190 Weight: 95 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1611/1118 BOT CHORD 1-6=-1114/1388, 5-6=-1114/1388 WEBS 3-6=-1142/1577, 3-5_ 1662/1334 NOTES- 1) 2-ply trusstobe connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4fh 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 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 1=903, 5=995. 8) Use LISP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 3-0-12 from the left end to 5-0-12 to connect truss(es) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) "NAILEDi indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead + Rdof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 54, 5-7=-20 Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 WARNING I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I pp VIf 9 l°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, seeANSUM11 QualityCitfede, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety InfoanoBonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON � T14532963 75207 GR7 COMMON GIRDER 1 2 Job Reference (optional) unamoers i russ, Inc., Fore Fierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) V I ert: 11=-157(F) 13=-1289(F) 14=-719(F) d.l:iu s Mar i l 'GUI b MI I eK Inausirles, Inc. 1 Ue JUI lU 74:'L5:7'J 'LUl tl Fa9e G ID:m22_9iwPI010rOTK3wY?_tyzY1 L-vvuMXBGHG6BIB2sE?2x_zyZGNC5DvRRNp9fx?1yzRda 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. lhls design Is based only upon parameters shown, and Is for an Individual building component not 0 a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ii��YY■ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MeW 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, seeANSUIPII QualifyCdtedat DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety /nfolmaftnavailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5144 CHERRY PALM/ LAWSON ' T14532964 75207 GRA Hip Girder 1 1 Job Reference (optional) GnamDers I rusS, Inc., ron Fierce, rL C.l JV 5 iVlar 1 I LV I D IVII I eR IrIUUbUIeb, Inc. I u6 JUI I V IY:GD: ID GV I D raye 1 ID:m22_9iwPI010rOTK3wY?_tyzY1 L-rH06ysiXojRTQLOc7TzS2NeSPOiuNF2gHTS13wyzRdY 4 8-0-0 13-8-0 -194-0 22-6-0 1 25-11-8 -8-13 0 3-113-5-84-8-13 I 1 Special NAILED 4x8 = Special NAILED NAILED 3x6 I NAILED NAILED 4x8 = 4 26 27 5 28 29 30 31 6 9 Scale=1:45.9 I9. 4x8 11 2x3 11 3x4 = NAILED 4x6 = 3x8 = NAILED NAILED 3x4 = 2x3 11 4x10 11 3x4= Special NAILED NAILED Special I 1-0�01 - 4-8-13 8-0-0 13-8-0 15-6-1 19-4-0 22-- O 25-11-8 IMo 4- 3-4-13 3-3-3 5.8-0 Y-11 3-9-15 3-2-0 3-58 Plate Offsetsi(X Y)-- 11:0-3-8 Edgej 11:0-1-4 Edgel f4:0-5-8 0-2-!1 j6:0-5-8 0-2-41 19:0-7-12,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.25 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT)-0.2411-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(CT) -0.08 9 n/a n/a BCDL 16.0 Code FBC2017/TP12014 Matrix -MS Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHOR 2x4 SP M 30 `Except" TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc puffins. i 1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-11-15 oc bracing. BOT CHORD 2x4 SP M 31 'Except' ! 9-13: 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER I Left 2x8 SP 240OF 2.0E 2-6-0, Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS: (lb/size) 1=1854/0-8-0, 9=1752/0-3-8 Max Harz 1=156(LC 7) Max Uplift 1= 1567(LC 8), 9=-1506(LC 8) Max Grav 1=1937(LC 29), 9=1829(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3— 2639/2248, 3-4=-2941/2572, 4-5=-3338/2993, 5-6=-3338/2993, 6-7=-2939/2567, 1 7-9=-2698/2300 BOT CHORD 1-15=-1824/2290, 14-15=-1824/2290, 12-14= 2179/2717, 11-12= 2171/2630, 10-11= 1855/2235, 9-10= 1855/2235 WEBS 3-14— 664/641, 4-14=-68/352, 4-12= 758/919, 5-12=-719/864, 6-11=-69/354, 7-11= 652/626, 6-12— 778/927 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=26ft; eave=4ft; 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) 1=15137, 9i 1506. 7) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down and 435 lb up at 8-0-0, andi345 lb down and 435 lb up at 19-4-0 on top chord, and 332 lb down and 288 lb up at 8-0-0, and 332 lb down and 288 lb up at 19-3 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). Thomas A. Albani PE No.39380 LOAD CASE(S) Standard PBiTek USA, Inc. FL Cert 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 A WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid jor use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTeV 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. seeANSWIl QualityCrBerla, DSB-89 and SCSI SuUding Component 6904 Parke East Blvd. Safety /nfonnaflonavaliable from Truss Plaie Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON • T14532964 75207 GRA Hip Girder 1 1 Job Reference (optional) unamoers i russ, Inc., I-or1 Fierce, rL ID:m22_9iwPI010rOTK3wY7_tyzY1 L-rHO6yslXojRTQLOc7TzS2NeSPOiuNF2gHT813wyzRdY LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-54, 4-6— 54, 6-9=-54, 16-22= 20 Concentrated Loads (lb) Vert: 4= 174(B) 6= 174(B) 13_ 55(B) 14=-267(B) 5=-105(B) 11=-267(B) 12=-55(B) 26=-105(B) 27=-105(B) 28=-105(B) 30_ 105(B) 32=-55(B) 33=-55(B) 34=-55(B) I -® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. R� 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 systeW. 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, seeANS&VI1 QualityCt9erkr, DSB-69 and SCSI BuIlding Component 6904 Parke East Blvd. Safety Infortea/totlavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532965 75207 GRB Half Hip Girder 1 1 Job Reference (optional) linamDers i russ, mc., roR rierce, r-L 0. I Ja s Mar I I Za 10 IVII r eR InaUSrneb, Inc. I Lie Jai 1 V w:GO: r ! cV 10 raye 1 ID:m22_9iwPl0lorOTK3wY?_tyzY1 L-ng8tNYJnKLiBgfA?EuOw7okoZgOpr7Qzknd88pyzRdW 8.0.0 , 14-0-7 16A1-9. -2 , 25-11-8 _ 4-3-4 3-8.12 6-0-7 2-11-512 111 2.11-6 6-0-6 Scale=1:43.9 Special NAILED NAILED NAILED NAILED 5x8 = NAILED NAILED 6x6 = 4x6 = NAILED 5x6 = NAILED NAILED 3x5 II 4 21 22 5' 6 23 247 25 26 B 6.00 12 nn 11 2x3 I I 5x10 i 3 2 14 13 27 12 11 28 29 3010 31 32 N NAILED 4x6 = NAILED NAILED NAILED NAILED 9 4x8 I I 2x3 11 2x3 I 3x4 = 3x4 = 6x6 = 3x4 = Special NAILED NAILED NAILED NAILED 1-0-2 1 - 4-34 a-0-0 14-0-7 1s-11-12 19-11.2 25-11-8 1.0-0 4- 2-11-4 36-12 Gal 2-11-5 2-11.6 6-0-6 Plate Offsetsl (X,Y)-- (1:0-3-8,Edgel, i4:0-6-0,0-2-81, 16:0-3-0,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2b.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.38 11-13 >815 240 MT20 244/190 • TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.39 11-13 >795 240 BCLL 6.0 Rep Stress Incr NO WB 0.81 Horz(CT) -0.09 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puriins, 1-4: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP M 31 `Except- BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. , 9-12: 2x4 SP M 30 WEBS 1 Row at midpt 5-10, 7-9 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 3-0-0 REACTIONS. (lb/size) 1=1805/0-8-0, 9=2045/0-3-8 Max Horz 1=247(LC 25) Max Uplift 1= 1489(LC 8), 9= 1810(LC 8) Max Grav 1=1892(LC 29), 9=2098(LC 29) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3= 2939/2425, 3-4=-2829/2393, 4-5=-3219/2773, 5-7=-2346/2013, 8-9=-337/410 BOT CHORD 1-14=-2178/2492, 13-14=-2178/2492, 11-13=-2182/2503, 10-11=-2773/3219, 9-10= 2013/2346 WEBS 3-14= 269/328, 4-13=-102/409, 4-11= 762/955, 5-11 =-1 72/338, 5-10= 1060/923, 7-10= 550/918, 7-9=-2802/2404 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=26ft; eave=4ft; Cat. 11; 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) 1=1489, 9 i 1810. 7) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down and 435 lb up at 8-0-0 on top chord, and 332 lb down and 288 lb up at 8-0-0 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). Thomas A. Albani PE No.39380 LOAD CASE(S) Standard MTek USA, Inc. FL Cert 6634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-4=-54, 4-8=-54, 9-15=-20 Date: Ir d�, i i OM Q A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �• a truss sysTen1. Before use, the building designer must verity The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 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, seeANSUM11 Quall'ly Croat, DSO-89 and BCS1 Building Component 6904 Parke East Blvd. Safety fnformationovallabie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON T14532965 75207 GRB Half Hip Girder 1 1 Job Reference (optional) Chambers I runs, Inc., hOrt Fierce, I-L ts.7 su s iviar -i i zu7 a mu i eK uruusures, mc. i ue aw 1 U 1 %v: 0; r 1 cu 1. ray. c ID:m22_9iwPl0l0rOTK3wY?_tyzY1 L-ngetNYJnKLiBgfA?EuOw7okoZgOpr7Qzknd88pyzRdW LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-174(F) 6=-105(F) 8=-123(F) 9=-65(F) 12=-55(F) 13=-267(F) 11=-55(F) 5=-105(F) 21=-105(F) 22� 105(F) 23=-105(F) 24=-112(F) 25=-112(F) 26=-103(F) 27=-55(F) 28=-55(F) 29= 55(F) 30=-62(F) 31=-62(17) 32= 58(F) WARNING r Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE 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 MiTele 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, seeANS&VI► Qual fyCdleft DSO-89 and SCSI Budding Component 6904 Parke East Blvd. Safety /nfonnahlonavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON � T14532966 75207 GRC Half Hip Girder 1 1 Job Reference o tional unamoers I russ, Inc., I-ori coerce, t-L 0. IOU IVldr , , CU 16 rYl, 1 UN a,U-11—, I — i IQVI , ID:m22_9iwPI010rOTK3wY?_tyzY1 L-k3GdoEL2syyvvzJNMJ20CDp81 d4JJ3iGC56FChyzRdU 3-7-12 7-0-0 11-5-1 13 6-12 20-1-8 3-7-12 3-4-4 4-5-1 2-1-11 6-6-12 1 3x8 Scale =1:35.0 Special 4x8 = NAILED6x8 = 3x4 II NAILED NAILED NAILED NAILED NAILED 4 16 17 18 19 20 5 21 22 23 24 6 3-7-12 7-0-0 1 11-5-1 , 13-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 26.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.14 8-10 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.17 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) -0.05 7 n/a n/a BCDL 10.o Code FBC2017IT P12014 Matrix -MS LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORb 2x4 SP M 30 WEBS 2x4 SP N0.3 BOT CHORD • SLIDER Left 2x6 SP No.2 2-6-0 WEBS REACTIONS (lb/size) 1=1309/Mechanical, 7=1576/0-3-8 Max Harz 1=216(LC 8) Max Uplift 1=-1071(LC 8), 7— 1393(LC 8) Max Grav 1=1375(LC 29), 7=1634(LC 29) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-2139/1738, 3-4=-2206/1856, 4-5— 1938/1664, 6-7= 292/356 BOT CHORD 1-11= 1633/1864, 10-11=-1633/1864, 8-10=-1738/2003, 7-8=-1664/1938 WEBS 1 3-10=-477/492, 4-1O 211/503, 5-8=-67/595, 5-7=-2237/1922 PLATES GRIP MT20 244/190 Weight: 114lb FT=20% Structural wood sheathing directly applied or 4-9-4 oc purlins, except end verticals. Rigid ceiling directly applied or 5-7-2 oc bracing. 1 Row at midpt 5-7 NOTES- • 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=161t B=45ft; L=24ft; eave=4ft 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) Refer to gir'der(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=1071, 711393. 8) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x325") toe -nails per NDS guidlines. 9) Hanger(s) Pr other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down and 434 lb up at 7-0-0 on top chord, and 332 lb down and 288 lb up at 7-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 7-12=-20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $634 6004 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �" a truss systeri). Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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, sooANSVW11 QualityCdfeda, DS"9 and SCSI SuOding Component 6904 Parke East Blvd. Safety fnfamiafloltavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 6144 CHERRY PALM/ LAWSON T14532966 75207 GRC Half Hip Girder 1 1 Job Reference o tional GnamDerS I runs, inc., t'on coerce, t-L 0.1 JU 5 Mar 1 I eU 10 IVII I UK IrMUSUreS, IU. rue UUl IV r4:Go: I a GV 10 raye c ID:m22_9iwPI010rOTK3wY?_tyzY1 L-k3GdoEL2syyvvzJNMJ20CDp81 d4JJ3iGC56FChyzRdU LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4— 174(F) 10=-267(F) 17=-105(F) 18=-105(F) 20= 105(F) 21= 105(F) 23=-105(F) 24=-108(F) 25=-55(F) 26=-55(F) 27=55(F) 28= 55(F) 29� 55(F) 30=-56(F) A WARMING! Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiT00 connectors. This design is based only upon parameters shown, and Is for on 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 desl�n, 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, seeANSWit Qua/ByCtlferla, DSB-09 and SCSI SuHdfng Component 6904 Parke East Blvd. Surety /nromiaflonavailable from Taus Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532967 75207 GRID Roof Special Girder 1 e� G Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:22 2018 Page 1 ID:m22_9iwPI010rOTK3wY?_tyzYi L-BdxmQGNw9tKUmQ2yl Rb5grRkJr7jWSuiu3KvpOyzRdR i 4-3-4 8-0-0 i 12-7-9 14-1-8 17-1-7 21-9-0 25-9-0 i 30-2-0 i 34-10-8 4-3-4 3-8-12 4-7-9 1-11-15 2-5-15 4-7-9 ' 4-0-0 4-5-0 4-8.8 Scale=1:59.9 4x4 = 3x8 = Soecial 1 28 4x10= Special NAILED 4x6 = THD26-2 4x6 = 3x10 = 6x8 = 7x10 11 3x5 = NAILED NAILED 1-4-0 11-0-6 4-3-4 8-0.0 12.7.9 14-7-8 17-1-7 21-9-0 26-9.0 _ 30-2-0 34-10.8 1 PO', 2-11-4 3-&12 4-7-9 1-11-15 2- :. 4-7-9 4.0.0 4-5.0 4-98 0.4-0 Plate Offsets !(X Y)-- (1:0-0-4 Edgel I1:0-0-8 0-0-1 j j3:0-5-12 0-2-01 I10:Edge 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.41 Vert(LL) 0.31 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.32 15-16 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(CT) -0.05 10 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Weight: 478lb 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, 2x6 SP 240OF 2.OE except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS! (lb/size) 10=1991/0-3-8, 1=2797/0-8-0 Max Horz 1=369(LC 25) Max Uplift 10= 1477(LC 8), 1=-2168(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD, 1-2=-4466/3483, 2-3=-4451/3588, 3-4=-6030/4787, 4-5=-6035/4634, 5-6= 4928/3671, 6-7=-2788/2028, 7-8= 2477/1887 BOT CHORD 1-19=-3366/3917, 18-19= 3366/3917, 16-18— 3358/3909, 15-16= 4910/6030, 14-15=-4756/6035, 12-14=-3768/4896, 11-12= 1058/1410, 10-11=-1058/1410 WEBS 3-18= 239/345, 3-16=-2043/2794, 4-16= 538/495, 5-15= 892/970, 5-14=-1478/1319, I 6-14=-728/896, 6-12_ 3384/2629, 7-12=-691/1007, 8-12= 1424/1834, 8-10=-2310/1733, 4-15=-723/742 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDLr4.2psf; BCDI--3.Opsf; h=16ft; B=45ft; L=35ft; eave=4ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Thomas A. Albani PE No.39380 10=1477, 1=2168. 10) Use USPjTHD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 14-7-8 from the left end to connect truss(es) MiTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 to front face of bottom chord. Date: 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED-1 indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidiines. July 1 1,2018 ® WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an indlAdual 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 MiTeke 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, seeANSWIF AuallfyCtB®da, DSB-89 and BCS/Building Component Safety Info"at/omvailabte from Truss Plate instilute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532967 75207 I GRD Roof Special Girder 1 2 Job Reference (optional) cnamDers 1 rus5, Inc., fair MLICe, rL 0. 18U b MW I I CU 10 IVII I UN II IUUMI ItlJ, II IU. 1 UU UUI I U I Y. O.« —10 —U.{ ID:m22_9iwP101orOTK3wY?_tyzY1 L-8dxmQGNw9tKUmQ2yl Rb5grRkJr7jWSuiu3KvpOyzRdR NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down and 438 lb up at B-0-0 on top chord, and 332 lb down and 288 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. r LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-7=-54, 7-9= 54, 1-10=-20 Concentrated Loads (lb) Vert: 3=-174(F)17=-55(F) 18=-267(F) 23= 105(F) 24=-105(F) 25=-105(F) 29= 55(F) 30= 55(F) 31= 1295(F) I ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid �((or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Incorporate this design Into the � a truss systerli Before use, the building designer must verify the applicability of design parameters and properly overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing nn T W Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IYfIt fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSYWI1 QualityCrBedd, DSB-89 and SCSI BugdV Component 6904 Parke East Blvd. Safety fntorrrtaltonovailable from Truss Plate institute, 218 N. Lee Street, Su1Te 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5144 CHERRY PALM/ LAWSON � � ,• T14532968 75207 GRG Roof Special Girder 1 1 Job Reference (optional) Chambers truss, Inc., Tort coerce, 1-L 8.130 ts IVIQI I 1 GU 18 IVII 1 eK IIIUUJUleS, MC. I U9 UUI iv IY.GJ.cY GU I U image I • ID:m22_9iwPIOIOrOTK3wY?_tyzY1 L-403WrxOAgUaB?kCLBseZvGW2meo0_Jb?LMpOtvyzRdP 5-3-420-3-0 8, 2-i-08 2-9-0 32 -81.-0 0 5-3-4 4-8-12 • Scale=1:56.4 4x8 = 2x3 11 4x8 = 4 5 2526 6 • 6.00 FIT 3x4 3x4 i 7 3 4x4 = 3x8 = co 5x6 i 8 NAILED NAILED 9 uqi 2 27 1 d � �I 0 18 17 16 15 1413 12 11 30 31 10 5x6 = 2x3 11 3x4 = 3x6 3x8 = 3x4 = 3x4 = 4x8 = NAILED 3x6 11 3x4 3x6 = NAILED I 1-0-0 I t-O-0 5-3-0 , to-o-o 15-1-8 , 2S0-t3--B0 275-8 38-0-4 I 29-0 , -0294 1-0-0 311 4-&12 St-8 278 0.4-0 Plate Offsets (X Y)-- f 1:0-1-0 0-1-131 (4:0-5-4 0-2-01,16:0-5-4,0-2-01, 111:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.16 12 >999 360 MT20 244/190 TCDL 7.o Lumber DOL 1.25 BC 0.60 Vert(CT) -0.30 12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.06 10 n/a n/a BCDL 10.o Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.25 12 >999 240 Weight: 189lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-1 -11 oc bracing. 9-11: 2x4 SP M 30 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS'. (lb/size) 1 =1 254/0-8-0, 1 0=1 141 /Mechanical Max Horz 1=-189(LC 30) Max Uplift 1= 794(LC 8), 10= 741(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1672/1092, 3-4=-1652/1118, 4-5=-1778/1281, 5-6=-1778/1281, 6-7= 1937/1316, 1 7-8=-2501/1618, 8-9=-3067/1959, 9-10= 1075/734 BOT CHORD 1 - 1 8=-923/1430, 17-18=-923/1430, 15-17= 858/1450, 14-15= 1020/1709, 12-14=-1396/2208, 11-12— 2017/3145 WEBS 1 4-15=-297/539, 5-15= 310/297, 6-14=-333/598, 7-14=-743/526, 7-12=-290/524, • 8-12= 1035/687, 8-11= 872/644, 9-11= 1978/3106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=33ft; eave=4ft; 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=794, 10 741. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. . 9) In the LOA'I 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) Thomas A. Albani PE No.39380 Vert: 1-4=-54, 4-6= 54, 6-8=-54, 8-9=-54, 10-19= 20 Concentrated Loads (lb) MiTek USA, Inc. FL Cart 6634 Vert: 30=6(F) 31=6(F) 6904 Parka East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010=015 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 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 {V16TeV 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, seeANSWIi QualityCilfeldo, DS8.89 and SCSI Building Component 6904 Parke East Blvd. Safety /nfonoollonovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532969 75207 GRH .' Hip Girder 1 1 Job Reference (optional) cnamDers I russ, mc., 101`1 rlerce, r-L o" 5u S Mal I I GU I O IYII I WN 111—L—b, 11— I — Jul I t I •,.c c r Vy I ID:rn22_9iwP1010rOTK3wY?_tyzY1 L-VblfUzR3zPymsBxwq?BGXv8Vzsn9BcER1 K29UDyzRdM 1 4-3-0 8-0-0 12-9-9 1 17-5-7 22-3-0 25-7-0 1 29-3-0 4-3-4 3-&-12 4-9-9 4-7-13 4-9.9 3-4.4 1 3-7-12 5X8MT18HS= NAILED NAILED Special NAILED 2x3 II 4 30 31 5 32 33 NAILED Special NAILED 3x4 = NAILED 4x6 = 34 6 35 36 37 7 Scale=1:49.4 4x8 II 2x3 II 3x4 = NAILED NAILED J5x8 MT18HS= NAILED 2x3 II NAILED 3x8 = 2x3 II 4x10 II 3x4 = Special 3x4 = NAILED NAILED Special 1-4-0 1.0.0 4-3-4 8-0.0 12-9-9 17-5-7 22.3-0 25-7-0 29-3-0 1.0.0 2-11-4 3 12 4-9-9 4-7-13 4-9-9 3-4-4 3-7.12 0-4-0 Plate Offsets! (X Y)-- 11:0-3-8 Edgel 11:0-1-4 Edge) j4:0-6-0 0-2-81 110:0-6-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.34 13-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.32 13-15 >999 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(CT) -0.11 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 163lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 `Except` TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins. 1 1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-1-8 oc bracing. BOT CHORD 2x4 SP M 31 'Except` 10-14: 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0, Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=2044/0-8-0, 1 0=1 966/0-8-0 Max Horz 1=-164(LC 23) Max Uplift 1= 1724(LC 8), 10= 1675(LC 8) Max Grav 1=2205(LC 29), 10=2120(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-3=-2986/2432, 3-4= 3425/2857, 4-5=-4017/3377, 5-6=-4017/3377, 6-7=-3125/2658, 7-8=-3430/2858, 8-10=-3111/2534 BOT CHORD 1-17=-1956/2566, 16-17= 1956/2566, 15-16= 2417/3147, 13-15= 3161/4066, 12-13=-3161/4066, 11-12=-2039/2566, 10-11= 2039/2566 WEBS i 3-17= 247/258, 3-16= 714/775, 4-16= 43/304, 4-15=-974/1339, 5-15=-535/617, 6-13= 19/367, 6-12=-1307/954, 7-12=-671/984, 8-12=-684/688 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft L=29f; eave=4ft; 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betv)een the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1724, 10=1675. 8) "NAILED" �ndicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down and 436 lb up at 8-0-0, and1345 lb down and 436 lb up at 22-3-0 on top chord, and 332 lb down and 288 lb up at 8-0-0, and 332 lb down and 288 lb up at 22-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A. Albani PE No.39360 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc. FL Cert 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33610 Date: 1, ,1- 4 4 IM 1 Q ® WARNING,[ Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 1WO312015 BEFORE USE. Design valid or use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desi n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always rea Iced 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, seeANSb7P11 CualByC/Heda, DSB-89 and SCSI Bufiding Component Safety lnfotlrtaBonavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON ` T14532969 75207 GRH Hip Girder 1 1 Job Reference (optional) Gnambers I russ, Inc., tort Fierce, I-L u.T3u s mar 11 2ui u MI i etc maustnes, mc. rue dui 1 u 14:zo:zl zu1 a rage z ID:m22_9iwPI010rOTK3wY?_tyzYI L-VblfUzR3zPymsBxwq?BGXv8Vzsn9BcER1 K2gUDyzRdM LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-24= 20 Concentrated Loads (lb) Vert: 4— 174(F) 7=-174(F) 14= 55(F) 16=-267(F) 12= 267(F) 30=-105(F) 31=-105(F) 33=-105(F) 34=-105(F) 35=-105(F) 36=-105(F) 38=-55(F) 39=-55(F) 40=-55(F) 41=-55(F) 42= 55(F) I I ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 111II-7473 rev, 1010312015 BEFORE USE. Design valid t• for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss syste building desn. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M0i®k7 Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSWI1 QualityCdteda, DSO-89 and SCSI BuIlding Component 6904 Parke East Blvd. Safetv rn/omraBonavallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job i Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532970 75207 GRK Hip Girder 1 1 Job Reference (optional) c;nambers I russ, Inc., Fort Fierce, rL 418 I 1-4-0 i 3-8-0 -0�� 1-4-0 2-4-0 4 -4- 0-1.8 600 F12 i 21i3 11 2 19 3x4 = 6x8 = 3-10-5 0. IOU Mar I I eU 16 IVII I en 1t IUUaU lea, I I— IUV Jul 1v tv. Ql au I rayv i ID:m22_9iwPl0lorOTK3wY?_tyzY1 L-NM_9JLUZ1 eSCLpEh3gGChIJJTTDx7ZklyyOtd?yzRdl 15-11-0 0-4-0 Special NAILED NAILED Special 5x6 = NAILED 3x4 = NAILED 3x4 = NAILED 5x6 = \ 4x4 � 4x4 i 4 5 23 6 24 25 7 26 8 9 10 117 x8 = 27 16 28 15 29 14 18 Special NAILED 2x3 11 NAILED 2x3 11 NAILED 5x8 = 13 5x6 //1200 [1—2 NAILED NAILED 5x6\\ pecial5x6 Special 1 4-1-8 7-10-5 1 11-8-11 15-5-8 15-1110 18.7-0 Scale=1:32.6 1-0-0 0-4-0 2-4-0 0-5-8 3-8-13 3-10-b 3-s-13 u-b-e z-a-U Plate OffsetsI(X,Y)-- [4:0-0-0,0-1-12], [4:0-4-8,0-2-12], [5:0-1-12,0-0-0], [8:0-1-12,0-0-0], [9:0-4-8,0-2-12], [9:0-0-0,0-1-12], [11:Edge,0-3-0], [11:0-2-12,0-1-6], [13:0-3-0,0-1-12] LOADING (of) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.19 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.19 14-15 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) -0.12 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 90lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. WEBS 2x4 SP No.3 *Except* 11-12: 2x6 SP No.2 REACTIONS, (lb/size) 19=763/0-8-0, 12=656/0-8-0 Max Horz 19=72(LC 31) Max Uplift 19=-673(LC 8), 12=-539(LC 8) Max Grav 19=879(LC 39), 12=797(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD. 3-4=-1291/905, 4-5— 1057/753, 5-6=-10021722, 6-7=-2131/1470, 7-8� 1046/773, 8-9=-1 101 /805, 9-10— 1332/950 BOT CHORD, 18-19=-713/1079, 17-18=-556/865, 16-17=-1428/2154, 15-16=-1428/2154, 14-15= 1428/2154, 13-14=-581/880, 12-13= 736/1091 WEBS 1 5-17=-342/605, 8-14= 353/605, 6-17= 1254/814, 7-14= 1212/785, 10-12= 1399/943, 3-19=-1408/956 I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=O.i 8; 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) 19=673, 12=539. 7) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 284 lb down and 269 lb up at 4-0-0, and 284 lb down and 269 lb up at 15-7-0 on top chord, and at 4-1-8, and at 15-5-8 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). I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4— 54, 4-9=-54, 9-11=-54, 18-20=-20, 17-18=-20, 14-17=-20, 13-14=-20, 12-13= 20 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING.- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 10 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 6904 Parke East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems. socANSYMil Quality Cdterla, DSO-89 and SCSI Building Component Safety Intra"ationavailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON � T14532970 75207 GRK Hip Girder 1 1 Job Reference (optional) (;nambers I russ, Inc., Tort werce, I-L LOAD CASES) Standard Concentrated Loads (Ib) Vert: 4=9(B) 6=-16(B) 7=-16(B) 6=9(B) 23=-16(B) 24=-16(13) 26=-16(8) a.i uu s iviar i i zui a rwr i eK uruusu ub, mu. rue dw iv r w:co:a i cv i o rays c ID:m22_9iwPI010rOTK3wY?_tyzY1 L-NM_9JLUZ1 eSCLpEh3gGChIJJTTDx7ZklyyOtd?yzRdl - ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, 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 trussweb and/or chord members only. Additional temporary and permanent bracing ek7 Mi lT 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, seeANSUWII Cua/CyCrllella, DSO-89 and BCSI BuQd/ng Component 6904 Parke East Blvd. Safety /nfolmaBanavallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type aty Ply 5144 CHERRY PALM/ LAWSON T14532971 75207 GRL Half Hip Girder 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:33 2018 Page 1 ID:m22_9iwPI010rOTK3wY?_tyzY1 L-JI6wkOVgZFjwa6O4AFIhnAOa4GnObKLJOGV_ityzRdG 4-6-4 8-9-0 13-2-0 17-7-0 4-6-4 4-2-12 4-5-0 4-5-0 4x8 = 2x3 11 5x6 = Scale =1:35.8 4 18 0 19 0 HUS26 3x8 i i HUS26 5x6 = HUS26 HUS26 = HUS26 HUS26 7x8 5x8 HUS26 7x8 = 4x10 I HUS26 4-6-4 8-9-0 13-2-0 17-7-0 4-6-4 4-2-12 4-5-0 4-5-0 Plate Offsets) (X,Y)-- (1:0-4-12,0-0-21, 14:0-5-4,0-2-01, 17:Edge,0-3-81, 18:0-4-0,0-4-41, 19:0-3-8,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.14 9-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.16 9-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 246 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-6 oc purlins, BOT CHORD 2x6 SP 240OF 2.OE *Except* except end verticals. 7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-5 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=4624/0-8-0, 7=459410-8-0 Max Horz 1=270(LC 8) Max Uplift 1=-3048(LC 8), 7= 3128(LC 8) FORCES. ((b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-6484/4310, 3-4=-4864/3279, 4-5=-3313/2279, 5-6=-3313/2279, 6-7=-3834/2666 BOT CHORD 1-11= 3954/5654, 9-11=-3954/5654, 8-9= 3066/4431 WEBS 3-11 =-1 076/1677, 3-9=-1548/1118, 4-9=-2069/3094, 4-8= 1661/1167, 5-8=-246/323, 6-8= 3409/4955 NOTES- 1 1) 2-ply trussi to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; 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 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bet#en the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=3048, 7=3128. 9) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-2-4 from the left end to 116-2-4 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. Thomas A. Albani PE No.39380 LOAD CASES) Standard MiTek USA, Inc. FL Cert $634 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6at4 Parka East Blvd. Tampa FL 33610 Inly 11 �nisl - ® WARNING r Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 syste Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ■■�d building deslon. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MtTek7 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, seeANSUTPII AuaMyCaeft DSO-69 and SCSI BuSdLv Component 6904 Parke East Blvd. Safety IntomraBortuvaiiabie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5144 CHERRY PALM/ LAWSON ,4 T14532971 75207 GRL Half Hip Girder 1 2 Job Reference (optional) Chambers Tt'USS, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK Industries, Inc. I Ue Jul 1 U 14:2b:33 Gut 8 rage G ID:m22_9iwPI010rOTK3wY?_tyzY1 L-Jl6wkOVgZFjwa604AFlhnAOa4GnObKLJQGV_ityzRdG LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 7-12=-20 Concentrated Loads (Ib) Vert 10=-944(B) 20= 1121(B)21=-1132(B)22=-960(B)23— 946(B)24— 953(B)25= 927(B)26=-946(B) ® 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 McTek7 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, seeANSUWII CuallfyCrBedo, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety/n/omiallolgvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON I ,� T14532972 75207 GRM Hip Girder 1 2 Job Reference (optional) VnamDets 1 fuss, Inc., rotl YrerCe, r-L 0. IOU S IYIar 1 1 ZV 10 Iv111 UN uwuJu rvJ, 111V. 1 Ue out IV 19.G0A0 - 10 rage 1 ID:m22_9iwPl0lorOTK3wY?_tyzY1 L-kKn2M2YisA5URa7frOrOOo08GUuLopOm6EjeJCyzRdD 1-9-0 6-0-0 10-3-0 12-0-0 1-9-0 4-3-0 4-3-0 1-9-0 5xl2 MT18HS = 12 NAILED NAILED NAILED 2x3 II NAILED 2 11 12 13 3 14 1-9.0 9 HUS26 17 18 19 8 20 3x10 II NAILED HUS26 NAILED 7x10 = NAILED Special HUS26 6-0-0 NAILED 15 16 21 22 HUS26 NAILED 5x12 MT18HS = NAILED 4 Scale=1:21.2 5 3x5 11 c6 m 6 0 7 3x10 II 6 HUS26 Special 1-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.30 7-8 >463 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.33 7-8 >423 240 MT18HS 244/190 BCLL 6.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.00 6 n/a n/a BCDL 16.0 Code FBC2017/TPI2014 Matrix -MS Weight: 129lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 `Except` 2-8,4-8: 2x4 SP M 30, 1-10,5-6: 2x6 SP No.2 REACTIONS. (lb/size) 10=1801/0-8-0, 6=1826/0-8-0 Max Horz 10=-32(LC 6) Max Uplift 10=-1426(LC 8), 6=-1442(LC 8) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5239/3986, 3-4=-5239/3986 WEBS 2-9=-1514/1256, 2-8=-4299/5665, 3-8=-444/445, 4-8= 4298/5664, 4-7=-1511/1252, 1-1O= 255/212, 5-6=-259/214 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc, Except member 8-2 2x4 - 1 row at 0-9-0 oc, member 3-8 2x4 - 1 row at 0-9-0 oc, member 8-4 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=1426,6=1442. 10) Use USR HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-1-4 from the left end to 10-1-4 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILEDIF indicates 3-1Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 122 lb up at 1-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ®WARNING, Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015BEFORE USE. Design valid JJor use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not Incorporate this design Into the � a truss system. Before use, the building designer must verify the applicability of design parameters and properly overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTeW Is always required for stabllity 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, seeANSNIPII AualByCl/l9ft DSO-89 and BCSI BuIld/ng Component 6904 Parke East Blvd. Safety Infolmallonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply CHERRY PALM/ LAWSON T14532972 �Jo`b`R4eference 75207 GRIM Hip Girder 1 2 (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13o s mar 11 2ot8 mi I etc industries, Inc. I ue dui iv 14:25:36 zui a rage z ID:m22_9iwPI010rOTK3wY?_tyzY1 L-kKn2M2YisA5URa7frOrOOo08GUuLopOm6EjeJCyzRdD LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54, 2-4=-54, 4-5=-54, 6-10= 20 Concentrated Loads (lb) Vert: 2=57(B) 4=57(B) 9— 543(F=-614, 13=71) 8=-618(F) 7= 547(F_ 618, B=71) 11=15(B) 13=15(13) 14=15(B) 16=15(B) 18=-61 B(F) 21= 618(F) i ® WARNINGS Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101032015 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 systerrr. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall sot building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Well(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, seeANSb?P11 GuaiByCdferlb, DS949 and BCSI Bufldlny Component 6904 Parke East Blvd. Safety informaHotlavallabte from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 5144 CHERRY PALM/ LAWSON T14532973 75207 HV4 Valley 1 1 Job Reference (optional) chambers I russ, Inc., Fort Pierce, I-L 8.13u s mar rT zut d MI I eK inausmes, Inc. I ue du1 i u i4:zb:sl zui is rage I ID:m22_9iwPI010rOTK3wY?_tyzYl L-CW LRaOZKdUDL3khrP5NdxOZMkuLPXM3vLuTCreyzRdC 1-10-8 2-1-8 4-0-0 1-10-8 0-3-0 1-10-8 2 3x4 i 3x6 = 3x4 Scale =1:7.5 400 — 4-0-0 PlateOffsetsl(XY)-- 12:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.o Code FBC2017/TP12014 Matrix-P 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 pudins. BOT CHORIJ 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0-0 Max Horz 1=-27(LC 10) Max Uplift 1= 65(1-C 12), 3= 65(LC 12) FORCES. (IV b) - 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; 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 & 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 vide 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 WARNING-1 Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid �or 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 bulding 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 aril/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, seeANSMIJ QualfyCrBedo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety tnfomlaBonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply1 5144 CHERRY PALM/ LAWSON ,A T14532974 75207 HV8 Valley 1 1 Job Reference (optional) unamoers t russ, Inc., ron rtetce, rL o. I ov a 1w 1 1 1 cv 1. -1. — I . v — . aye ID:m22_9iwPI010rOTK3wY7_tyzYi L-givpnkZyNoLChtG1 zpusUD5PuHXrGpJ3ZYCIN5yzRdB 1-10-8 6-1-8 8-0-0 1-10-8 4-3-0 1-10-8 3x6 = 6.00 12 3x6 = 2 3 3x4 i 3x4 Scale=1:14.8 v 6 8-0-0 8-0-0 Plate Oftsetsl(X Y)-- 12:0-3-0 0-2-01 (3:0-3-0 0-2-01 I LOADING (PST) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix-R Weight: 23 lb FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. REACTIONS. (lb/size) 1=250/8-0-0, 4=250/8-0-0 Max Horz 1=-27(LC 10) Max Uplift 1=-159(LC 12), 4=-159(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-449/707, 2-3= 410/680, 3-4=449l707 BOT CHORD 1-4=-608/410 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=41t; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=159, 4=159. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE 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 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 MiTeW Is always required (or 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, seeANSUMIT Quality Clitedd, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intomiat/onavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandtla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON ,A T14532975 75207 J1 Jack -Open 22 1 Job Reference (optional) 0 unamoers I russ, Inc., ron rierce, rL 1 0. I JV .7 IVIGI I I cv l0 IVII I en II IUUJl1ICJ, It I ¢Uo ID:m22_9iwP1010rOTK3wY?_tyzY1 L-givpnkZyNoLChtG1 zpusUD5X7HfTGo33ZYCIN5yzRdB 1-4-0 2-0-0 1-4-0 0-8-0 Scale =1:9.6 aca II 1-0-0 1.0-0 2-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.16 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 7lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 • REACTIONS. (lb/size) 4=-48/Mechanical, 3=-28/Mechanical, 5=223/0-8-0 Max Horz 5=61(LC 12) Max Uplift 4= 48(LC 1), 3=-28(LC 1), 5= 211(LC 12) Max Grev 4=45(LC 12), 3=17(LC 8), 5=223(LC 1) I � FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 12-5=-113/269 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24fh eave=4ft; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except Qt=lb) 5=211. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 i . ® WARNING = Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid jor use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslon. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW 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, seeANSWII QualityClflerla, DSB-89 and BCSI BuUding Component 6904 Parke East Blvd. Solely Informanonovollable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON T14532976 75207 J2 Jack -Open 4 1 ' Job Reference (optional) i;namoers I russ, Inc., rori coerce, t-L B 1-4-0 0. IdV S IVRU I( GV 10 IVII I tl& II IUUJO I HJ, IIIV. 1 U JUI IV IY.LJ, —I V r Vy I ID:m22_9iwPI010rOTK3wY?_tyzY1 L-8vTB?4aa85T3I1 rDW W P50Rei0h0g?FGCoCyJvXyzRdA 2-9-0 cb Scale=1:11'.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 3 n/a n/a BCDL 16.0 Code FBC2017(rP12014 Matrix -MP Weight: 10lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=12/Mechanical, 4= 10/Mechanical, 5=197/0-8-0 Max Harz 5=82(LC 12) Max Uplift 3= 31(LC 9), 4=-10(LC 1), 5= 170(LC 12) Max Grav 3=30(LC 17), 4=17(LC 10). 5=197(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-116/281 i NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=16fh B=45ft; L=24fh eave=4ft; Cat. I l; 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 2) This tniss1has been designed fora 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) 3, 4 except Qt=lb) 5=170. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11.2018 Q WARNINGI - Verity design parameters and READ NOTES ON THIS AND INCLUDED WW REFERANCE PAGE M11-7473 rev. f0/0312015 BEFORE USE. Design valldIIIfor use only with MuekO connectors. This design Is based only upon parameters shown, and is for an Individual building component not a truss systerth. 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. Addillonal temporary and permanent bracing MiTek" Is always requlred 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, seeANS&W11 QualityCiBeda, DSB-89 and BCSI BUUdhV Component 6904 Parke East Blvd. Safety fnfoimallonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532977 75207 J3 Jack -Open 13 1 Job Reference o tional Unambers I russ, Inc., rOR coerce, I-L ts.i:ju s Mar l l ZUl ij ry I eK muusines, in(;. 1 ue dUl ry i4:Z0:4V 4U t o rnye 1 ID:m22_9iwPI010rOTK3wY7_tyzY1 L-c51ZCQbDvPbwwBQQ4DwKZeBs85MPkivLlshsSzyzRd9 1-4-0 4-0-0 1-4-0 2-8-0 Scale=1:14.6 3x5 11 1-0-0 4-0-0 1 r 1-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14lb FT=20% LUMBER- 1 BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=54/Mechanical, 4=17/Mechanical, 5=220/0-8-0 Max Horz 5=121(LC 12) Max Uplift 3=-77(LC 12), 4= 4(LC 9), 5=-166(LC 12) Max Grav 3=72(LC 17), 4=39(LC 3), 5=220(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-267/93 WEBS 2-5=-161/410 Structural wood sheathing directly applied or 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-11-4 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 20.0psf 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. 4) Refer to gi�der(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) 3, 4 except (jt=lb) 5=166. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid Ifor use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual buading component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MOW 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, seeANS&7PII QualityCtBerld DS049 and BCSI BuOdlAg Component 6904 Parke East Blvd. Safety Intomiallonavdtable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532978 75207 J3T Jack -Open 7 1 Job Reference (optional) L Chambers i russ, Inc., Pon Pierce, FL 8.i30 s Mar i t zui 8 M i I ek Inousmes, inc. i ue uul 10 14:25:41 zui o rage 1 ID:m22_9iwPI010rOTK3wY?_tyzY1 L-4HbxQlcrgjjnYL?cexRZ5sjOXVdgT87VFW RP_QyzRde 1-4-0 4-0-0 1-4-0 2-8-0 Scale=1:14.6 .00 FIT 3x5 II Plate Offsets (X,Y)-- 15:0-5-13,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.06 5 >526 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.12 5 >268 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.14 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.04 5 >707 240 Weight: 14lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=68/Mechanical, 4=3/Mechanical, 6=220/0-8-0 Max Harz 6=121(LC 12) Max Uplift 3=-78(LC 12), 6=-166(LC 12) Max Grav 3=96(LC 17), 4=5(LC 3), 6=220(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 262/32 WEBS 2-6=78/414 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24fh eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 3-11-4 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) 3 except (jt=lb) 6=166. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd, Tampa FL 33610 Date: July 11,2018 A WARNING! Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1h7473 rev. 10/03,2015 BEFORE USE. for -- �� Design valld use only with MlTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not a Truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MeV 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, seeANSMIr GualltyCtBeft DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety (nformoffonovallabie from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532979 75207 J5 Jack -Open 12 1 ' Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL i 8.13o s mar 11 2oi6 MI I etc Industries, inc. I ue dui iu i4:25:41 20i8 rage -1 I D: m22_9iwPI010rOTK3wY?_tyzYi L-4HbxQlcrgjjnYL?cexRZ5sj?iVbXT77VF W RP_QyzRdB 1.4-0 6-0-0 1-4-0 1 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.04 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) -0.04 3 n/a n/a BCDL 1Q.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.04 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 Scale=1:19.4 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=110/Mechanical, 4=46/Mechanical, 5=283/0-8-0 Max Horz 5=182(LC 12) Max Uplift 3= 144(LC 12), 4=-7(LC 12), 5=-187(LC 12) Max Gram 3=134(LC 17), 4=80(LC 3), 5=283(LC 1) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 435/157 BOT CHORD 1-5=-128/313 WEBS 2-5=-266/631 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=241t; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, (nterior(1) 3-0-0 to 5-11-4 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 betv6n the bottom chord and any other members. 4) Refer to gi�der(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 except Qt=lb) 3=144, 5=187. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING I- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. *t Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not j Dot 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 MiTeV prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANS&VII QualdyCiBeda, DSO-89 and SCSI But/danq Component 6904 Parke East Blvd. Safety /nfonna/lonzivoliabte from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON T14532980 75207 J7 Jack -Open 32 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:42 2018 Page 1 ID:m22_91WPIOIOrOTK3WY7_tyzY1L-ZU9Kd5cTROreAVaoCeyoe3G5av_tCY5eUAAzWsyzRd7 1-4-0 8-0-0 1-4-0 6-8-0 Scale:i/2•=1' 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.07 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.15 4-5 >544 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) -0.09 3 n/a n/a BCDL 16 Code FBC2017fTP12014 Matrix -MP Wind(LL) 0.13 4-5 >598 240 PLATES GRIP MT20 244/190 Weight: 26lb FT=20% LUMBER- I 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=159/Mechanical, 4=75/Mechanical, 5=353/0-8-0 Max Harz 5=244(LC 12) Max Uplift 3=-202(LC 12), 4=-15(LC 12), 5=-214(LC 12) Max Grav 3=190(LC 17), 4=120(LC 3), 5=353(LC 1) i FORCES. pb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-599/244 BOT CHORD 1-5=-158/362 WEBS 2-5=452/907 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 6=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-11-4 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 girders) 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 except Qt=lb) 3=202, 5=214. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING f Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall � building desl�n. 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, seeANSVWI1 CuaW Cilfeifa• DSO-69 and BCS1 BuUd/ng Component 6904 Parke East Blvd. Safety inionnaRonovallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532981 75207 J7A Jack -Open 2 1 Job Reference (optional) cnamoers I fuss, mc., rort MOrce, rL 6-7-8 0. IJU J IYldl 1 i GV 10 IYII I U& II IUUJII ICJ, 11— 1 — UUI 1 V I Y.<J — I rays I ID:m22_9iwP1010rOTK3wY?_tyzY1 L-1 giigRd5CKzVnf9?IMU1 BHpF71JVx3YojgwW21yzRd6 9 m m 3x4 3x6 = 6-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.06 3-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.13 3-4 >571 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.12 2 n/a n/a BCDL 1q.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.16 3-4 >483 240 LUMBER- I BRACING- Scale=1:24.4 PLATES GRIP . MT20 244/190 Weight: 23 lb FT = 20% 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 except end verticals. WEBS I 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=234/0-3-8, 2=157/Mechanical, 3=78/Mechanical Max Horz 4=194(LC 12) Max Uplift 4=-74(LC 12), 2� 199(LC 12), 3=-24(LC 12) Max Grav 4=234(LC 1), 2=185(LC 17), 3=118(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4= 190/265 NOTES- 1) Wind: ASCE 7-10; VUIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=16ft; B=45ft; L=24111; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 6-6-12 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 vide 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 Ib uplift at joint(s) 4, 3 except (jt=lb) 2=199. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING L Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Isbased only upon parameters shown, 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, seeANSVIPIi ®uaittyCriteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety /nformaRa 3vdtabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON T14532982 75207 JA Jack -Open 2 1 Job Reference (optional) onamoers I russ, Inc., Fort Fierce, t-L 1 0.13U 5 IVIar 1 1 eU 10 IYu I UK IrIUUSU 1d5, IU. I Ue JUI IV 14:cO:Y'F GU 10 r aU!3tl I ID:m22_9iwPI010rOTK3wY?_tyzY1 L-VsG42nejze5MPokBJ3?GjULYgikVgVMxyUf4bkyzRd5 1-4-0 3-1-8 1-4-0 1-9-8 2x3 11 5 Scale=1:12.4 100 1-0-0 318 2-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight:11 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS I 2x4 SP No.3 REACTIONS. (lb/size) 3=26/Mechanical, 4= O/Mechanical, 5=201/0-8-0 Max Horz 5=94(LC 12) Max Uplift 3=-46(LC 12), 4� 3(LC 9), 5=-165(LC 12) Max Grav 3=43(LC 17), 4=22(LC 10), 5=201(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5= 126/310 NOTES- I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft B=45ft; L=24ft; eave=oft 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 & NIW 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) 3, 4 except Qt=lb) 5=165. I Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 A INARNING- VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 rev. 10/03(2015 BEFORE USE. Design valid for use only with 101100 connectors. This design is based only upon parameters shown, and is for an Individual building component not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requlred 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, seeANSVIP11 QualifyCrBeda, DSO-69 and BCS1 BuOding Component 6904 Parke East Blvd. Safety fntonnaNanovailabte from Truss Plate Institute. 218 N. Lee street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply i5144 CHERRY PALM/ LAWSON T14532983 75207 JA3 Jack -Open 1 1 Job Reference (optional) cnamoers I russ, mc., -orr, merc% I-L 3x8 11 tf.l 3U s rviar 1 1 ZUl n ivii r eK Inausules, Inc. r ue uUr 1 u 14:Z0:44 eu t o rage r I D:m22_9iwPI010rOTK3wY?_tyzYl L-VsG42nejze5M PokBJ3?Gj ULUoig9gW oxyUf4bkyzRd5 3-0-0 3-0-0 M-0 3-0-0 Scale=1:14.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.01 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) 0.01 3-4 >999 240 Weight: 10lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 4=103/0-8-0, 2=70/Mechanical, 3=33/Mechanical Max Horz 4=86(LC 12) Max Uplift 4= 25(LC 12), 2= 94(LC 12), 3= 12(LC 12) Max Gram 4=103(LC 1), 2=84(LC 17), 3=53(LC 3) • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. It; 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 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 gilrder(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, 2, 3. 1 Thomas A. Albani PE No.39380 MiTTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 11,2018 Q WARNING r Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid ((or use only with MITek(D connectors. This design Is based only upon parameters shown, and Is for an Individual building component not Not a truss sysTeni Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslbn. 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, seeANSWII OualHyCrIfedd, DSB-89 and BCS/ Sutl V Component 6904 Parke East Blvd. Safety lnfomiatfon3vollabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 1 5144 CHERRY PALM/ LAWSON T14532984 75207 JA5 Jack -Open 1 1 Job Reference (optional) unamoers t russ, mc., ron tierce, rL ts.ldu s mar l l 'Gulfs MI I eK mausrnes, Inc. I ue jut 1u 14:zb:45 ZU1d rage 1 ID:m22_9iwPi010rOTK3wY?_tyzYi L-z3gSF7fLkxDDIyJNtnWVGiubU6wxPz24ABPd7ByzRd4 4-7-8 4-7-8 3x4 4 4x5 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 TCDL 7.o Lumber DOL 1.25 BC 0.75 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP N0.3 WEBS ; 2x4 SP No.3 • REACTIONS. (lb/size) 4=163/0-3-8, 2=113/Mechanical, 3=50/Mechanical Max Harz 4=136(LC 12) Max Uplift 4= 45(LC 12), 2— 149(LC 12), 3=-13(LC 12) Max Grav 4=163(LC 1), 2=134(LC 17), 3=82(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. m co N 3 DEFL. in (loc) I/deft Ud Vert(LL) -0.02 3-4 >999 . 360 Vert(CT) -0.04 3-4 >999 240 Horz(CT) -0.06 2 n/a n/a Wind(LL) 0.05 3-4 >999 240 BRACING - Scale=1:19.6 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16111; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-6-12 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) 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 gi�der(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, 3 except Qt=lb) 2=149. 1 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 & WARNING , Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-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 MiTek7 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, seeANSWIt QualifyCdleda, DS9.89 and BCS1 Building Component 6904 Parke East Blvd. Safety /nforrliaBon3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532985 75207 JA7 Jack -Open 2 1 i Job Reference (optional) cnamoers r iuss, me., rorrrierce, M o.... .,.,a. „ —,. "�"""o�,""�u�„ � , , ,T.� . � y ID:m22_9iwP1010rOTK3wY?_tyzY1L-RFL TTgzVFL4., taR61kovQIWWK68QIEPn8AfdyzRd3 7.0-0 7-0-0 m m 3x5 Scale=1:24.3 3x6 = 7-0-0 7.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.07 3-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.17 3-4 >482 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.09 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.18 3-4 >453 240 Weight: 23lb FT=20% LUMBER- I 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 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 4=248/0-8-0, 2=166/Mechanical, 3=82/Mechanical Max Horz 4=206(LC 12) Max Uplift 4=-86(LC 12), 2=-207(LC 12), 3— 22(LC 12) Max Grav 4=248(LC 1), 2=194(LC 17), 3=125(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4= 202/278 NOTES- 1) Wind: ASCE 7-10; VUlt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24f; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 6-11-4 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 glider(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, 3 except Qt=lb) 2=207. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 • & WARNING! Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Ull-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekB connectors. This design Is based only upon parameters shown. 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 MiTeW prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcafion, storage, delivery, erection and bracing of trusses and truss systems, seeANS1/IPII QualByCriteft DSB E9 and BCSI BuIlding Component 6904 Parke East Blvd. Safety InfotmaHonovailable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tama, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON T14532986 75207 JB5 Jack -Open 1 1 Job Reference (optional) L,nam0ers i russ, Inc., ron fierce, rL IVI., 1 I . 10 IV,I I tln IIIUUJII- . uV� ID:m22_9iwPI010rOTK3wY?_tyzY1 L-vRyDgpgcGZTxGGSm_BYzL7zxbwbmttYNeRukB3yzRd2 5-0-0 J 5-0-0 m Y m 4 4x8 11 3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.02 3-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.06 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.05 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.06 3-4 >923 240 LUMBER-, I BRACING - Scale=1:19.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, BOT CHORD 2x4 SP No.3 except end verticals. • WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=177/Mechanical, 2=122/Mechanical, 3=55/Mechanical Max Harz 4=147(LC 12) Max Uplift 4=-57(LC 12), 2= 156(LC 12), 3= 12(LC 12) Max Grav 4=177(LC 1), 2=144(LC 17), 3=88(LC 3) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDI=3.Opsf; h=16ft; B=45ft L=24ft; eave=4fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-11-4 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) 4, 3 except Qt=lb) 2=156. Thomas A. Albani PE No.39380 hllTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity, the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 CualIfyCrBeda, DSB-89 and SCSI Bu0dL1g Component 6904 Parke East Blvd. Safety fnformatbnavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON . T14532987 75207 i K Hip I 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13o s mar 11 2u1 u mi i etc industries, inc. i ue uui 1 u i 4:2a:4n 2v, a rage r ID:m22_9iwPI010rOTK3wY?_tyzY1 L-NeW bu9hE1 sbouQl yYv3CuKW AJJ2acGyXs5dHkW yzRd 1 3-8-0 4-5-0 , 6-0-0 13-7-0 14-11-0 15-11-0 , 18-7-0 , 3-8-0 1-0-0 1-4-0 7-7-0 1-4-0 1-0-0 ' 2-8-0 Scale: 3/8"=1' 4x6 = 26 27 28 29 4x6 = I4x8 11 3x6 II 1-0-0 11-4-0 3-8-0 , 4-8-0 , 6-0-0 13-7-0 -0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 i SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.43 BC 0.37 WB 0.31 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) -0.12 12 >999 360 Vert(CT) -0.18 12-13 >999 240 Horz(CT) 0.05 9 n/a n/a Wind(LL) 0.12 12 >999 240 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-8-5 oc bracing. WEBS 2x4 SP No.3 • WEDGE Left: 2x6 SP No.2 SLIDER i Right 2x6 SP No.2 2-6-0 - REACTIONS. (lb/size) 9=634/Mechanical, 1=741/0-8-0 Max Horz 1=115(LC 11) Max Uplift 9=-403(LC 12), 1=-470(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHOR i 1-2=-717/667, 2-3=-1290/1165, 3-4=-1254/1093, 4-5= 1181/1100, 5-6=-1228/1095, 6-7=-1386/1241, 7-9=886/840 BOT CHORD 1-15=-512/587, 14-15=-673l767, 13-14=-900/1167, 12-13=-901/1181, 11-12= 902/1171, 10-11= 799/944, 9-10= 647/748 WEBS 2-15=-654/616, 2-14=-594/813, 4-13=-29/333, 5-12=0/292, 6-11=-334/305, 7-11=-420/643, 7-10=-609/547 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-0-0, Exterior(2) 6-0-0 to 18-0-3, Interior(1) 18-0-3 to 18-7-0 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) 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 betvYeen the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9-403, 1=470. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 1 ® WARNING = Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 10AW015 BEFORE USE. -- Design valid �or use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. building design. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW 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, seeANS&VII CuaftlyCi feria, DS9-89 and SCSI SulldIng Component 6904 Parke East Blvd. Safety /nformationavoilabie from Truss Plate Institute, 218 N. Lee street, Spite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5144 CHERRY PALM/ LAWSON ,• T14532988 75207 Kt Hip 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:49 2018 Page 1 ID:m22_9iwPI010rOTK3wY?_tyzYi L-rg4z5UisoAkeVac86caROY2LTjOcLm8g51NgGyyzRdO 2-8-0 , 7-0-0 10-7-0 13-11-0 14-11-0 , 17-7-0 2-8-0 1-0 0 3-4-0 3.7-0 3-4-0 1-0-0 2-8-0 4x8 = 27 28 4x6 = Scale=1:31.3 3x6 11 3x6 11 3-8-0 7-0-0 10-7-0 13-11-0 14-11-0 , 17- 2-8-0 1-0-0 3-4-0 3-7-0 3-4-0 1-0-0 2-f PlateOffsets�(XY)-- fl:0-1-80-0-2112:0-2-50-2-4114:0-5-4,0-2-01,f9:0-4-4,0-0-21,110:0-2-8,Edgel,f15:0-2-8,Edge1 LOADING (plsf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.13 11 >999 360 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.23 11 >908 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.11 9 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.22 11 >965 240 Weight: 97lb LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 1 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-9-2, Right 2x6 SP No.2 2-6-0 REACTIONS`. (lb/size) 1=663/0-8-0, 9=638/Mechanical Max Harz 1=146(LC 11) Max Uplift 1= 421(LC 12), 9=-405(LC 12) FORCES. (1, -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1192/1041, 3-4=-1016/945, 4-5=-959/986, 5-6= 1040/959, 6-7=-1226/1056, 7-9=-914/851 BOT CHORD 1-15=-6331769, 14-15= 715/913, 13-14=-703/926, 12-13=-707/935, 11-12= 703/952, 10-11=-723/894, 9-10= 66W778 WEBS 2-15= 485/379, 2-14=-131/319, 3-14— 212/315, 6-11=-240/294, 7-11 =-1 10/336, 7-10= 500/409 GRIP 244/190 FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 8-1-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASOE 7-10; Vult=l70mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft eave=oft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-0-0, Exterior(2) 7-0-0 to 10-7-0, Intedor(1) 15-0-12 to 17-7-0 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) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=ib) 1=421, 9=405. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 A 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 deslgn. Bracing Indicated Is to prevent buckling of Individual Truss web and/or chord members only. Addillonal 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, seeANSWIT Quality Ci fedd, DS"9 and BCS► BOUding Component 6904 Parke East Blvd.Safety lnfonnaflonavaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 1A22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5144 CHERRY PALM/ LAWSON > T14532989 75207 K2 Roof Special 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MI I eK industries, Inc. I ue Jul 1u i4:25:50 20i8 rage i ID:m22_9iwPI010rOTK3wY?_tyzYI L-KOeLIgjUZUsV7kBLgK6gzlbUB7gk4C_gKP6OoOyzRd? 2-8-0 3-8-0 8-9-8 13-11-0 14-11-0 , 17-7-0 2-8-0 1-0-0 5-1-8 5-1-8 1-0-0 ' 2-8-0 Scale=1:34.1 5x6 = 5x6 p i z.uu 11 z �^� 3x6 II 3x6 I 8-9-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.26 10 >807 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.45 10 >469 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.17 8 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.42 10 >504 240 Weight: 89lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-8-2 oc bracing. WEBS I 2x4 SP No.3 ' SLIDER { Left 2x8 SP 240OF 2.0E 2-9-2, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=663/0-8-0, 8=638/Mechanical Max Horz 1=183(LC 11) Max Uplift 1=-421(LC 12), 8=-405(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1130/865, 3-4= 960/803, 4-5=-960/802, 5-6=-1142/881, 6-8=-924/801 BOT CHORD 1-13=-548/802, 12-13=-569/879, 11-12=-519/859, 10-11=-519/859, 9-10= 613/850, 8-9— 611/786 WEBS 4-11=-182/387, 5-10= 184/307, 6-10= 138/311, 6-9=-419/281, 3-12= 151/327, 2-12=-27/298, 2-13=-394/250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=16ft; B=45ft; L=24ft; eave=4fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-9-8, Exterior(2) 8-9-8 to 11-9-8 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=421, 8=405. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNINGI -Verily design parameters end READ NOTES ON THIS AND'NCL M?EKREFERANCE PAGE M1h7473 rev. 10/03/2075 BEFORE USE a Design validlior use only with MiTek®connectors. is deslgn 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 deslgn. Bracing Indicated is to buckling of Intlivlduai Truss web and/or chord members only. Additional Temporary and permanent bracing ����' prevent h always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the tabrlcation, slorage, del'ery, erection and bracing of trusses and truss systems, seeANSI/!Pl i Qua!ltyCrllerla DSB E9 and BCS18ugding Component a904 Parke East Blvd. Safety /MormaflaDavoilable hom Truss Pioie Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 5144 CHERRY PALM/ LAWSON .' 1• T14532990 75207 K4 Common 1 1 Job Reference (optional) unamuers 1 russ, mc., rort rletce, rL 4-6-8 r 4-6-8 19 5x6 2 1 3x8 11 6.00 12 2x3 3 8-9-8 20 8-9-8 0.1 aV J IVIQI I I GV 10 IYII I C II I ... l GJ, II Il,. I-.1.N I ID:m22_9iwPi010rOTK3wY7_tyzY1 L-oDBjWAj6Kn_MltmXD1 dvVz8kl X46pfBzZ3sxLgyzRd_ 13-0.8 17-7-0 4-3-0 4.6-8 I 4x4 = 4 8 5x8 = Scale = 1:33.4 21 2x3 i 5 22 6 4x4 7 o &B II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 26.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.06 8-17 >999 360 MT20 21 4/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.13 8-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 7 n/a n/a BCDL 16.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.04 8 >999 240 Weight:91 lb FT=20% LUMBER- i BRACING - TOP CHORD 2x4 SP M 30 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 9-9-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=663/0-8-0, 7=638/Mechanical Max Horz 1=183(LC 11) Max Uplift 1=-421(LC 12), 7=-405(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-843/739, 3-4=-708/622, 4-5= 711/628, 5-7=-876/770 BOT CHORD 1-8=-531/763, 7-8= 566/761 WEBS 4-8=-243/395, 5-8= 271/310, 3-8=-219/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. If; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, interior(1) 3-0-0 to 8-9-8, Exterior(2) 8-9-8 to 11-9-8 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) This truss ras been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1--121, 7=405. Thomas A. Albani �E No.39360 Mi7ek USA, Inc. FU Art $634 69D4 Parke East 81 id. Tampa FL 33610 Date: II July 11,2018 WARNING, Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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, seeANS//7117/1 QualityCifledo, DSB-69 and BCSI Buflding Component 6904 Parke East BNd. Safety lntonnaffanavollable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON T14532991 75207 KJ2 Diagonal Hip Girder 2 1 Job Reference (optional) cnamners I russ, Inc., t-on Tierce, rL 0-4 0.1JU 5IVIal I I eU 16 IVII I eR IIIUUDUlUb, If IV. IuU VUI I 14.G —1O rage I ID:m22_9iwPIOIOrOTK3wY?_tyzY1 L-GPI6j W kk456DM 1 Ljn1882AgxJxTcY8g6njbVsHyzRcz 3-9-15 Scale=1:11.3 I 2x3 11 5 1-4-10 3-9-15 1-4-10 2-5-5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS i 2x4 SP N0.3 ' REACTIONS. (lb/size) 3= 20/Mechanical, 4= 58/Mechanical, 5=209/0-11-5 Max Horz 5=82(LC 8) Max Uplift 3= 89(LC 14), 4= 94(LC 17), 5=-305(LC 8) Max Grav 3=62(LC 24), 4=86(LC 24), 5=255(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss Ihas 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=305. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 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 (pit) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=63(F=32, B=32) 10=84(F=42, B=42) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARN/NG- Verity des/gn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valld�tor use only with MITek®connectors. This tleslgn is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use, The building deslgner must verity the appllcability of design parameters and properly incorporate this design Into The overall building design. &acing indlcafed Is to buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing ��i'®�" "event Ls always requ,retl for stablllty and to prevent collapse with possible personal Inlury and property damage. for general guidance regarding the tabrlcatlon, storage, deiNery, erection antl bracing of trusses and truss systems, seeANSI/IPII 9uaIByC/lfedd, DS849 and SCSI BuOd/ng Component 6904 Parke East Blvd. Safety Infotmallonavdiobie from Truss Prate institute. 216 N. Lee Street, SulTe 312. Alexand.,., VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON ,• T14532992 75207 KJ3T Diagonal Hip Girder 2 1 Job Reference (optional) l:namDers 1 nlss, InC., rorr tierce, rL o.l3U s iviar l 1 Zu10 IVIr I eK Inaasrnes, InG. We Jut I V r'4:40:03 ZV 10 rage 1 ID:m22_9iwPI010rOTK3wY?_tyzY1 L-kbJUxslNrPE4_BwwLSfNaOD4rKozHbhGONL20jyzRcy 3-6-6 5-7-2 12 3x8 11 Scale=1:15.3 1-4-10 1-4-10 1-10-4 0-5-10 5-1-8 3-3-4 5-7-2 , 0-5.11 Plate Offsets (X,Y)-- (1:0-0-9,1-5-81,(1:0-2-5,0-0-01,15:0-2-4,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.07 5 >942 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.11 5 >616 240 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(CT) 0.08 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Wind(LL) -0.08 5 >783 240 Weight: 24lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP!No.2 REACTIONS. (lb/size) 3=49/Mechanical, 4=4/Mechanical, 1=190/0-11-5 - Max Horz 1=120(LC 8) Max Uplift 3=-132(LC 8), 1=-243(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. M L LC ax Grav 3=96(LC 28), 4=8( C 3), 1=289( 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This trussl 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 m"echanicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=132, 1=243. 6) "NAILED", indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) 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: 1-3=-54, 5-6=-20, 4-5=-20 Concentrated Loads (lb) Vert: 10=71(F=36, B=36) 11=95(F=48, B=48) I Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: hdv 11 201R ® WARNINGI - 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 systerp. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeV 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, socANSUM11 QualityCrBerla, DSB-89 and SCSI SuildIng Component 6904 Parke East Blvd. Safety InformaSonavailabte from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14532993 75207 KJ7 Diagonal Hip Girder 7 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Jul 10 14:25:54 2018 Page 1 ID:m22_9iwP1010r0TK3wY?_tyzY1 L-CntsBCm?ciMxcLV6vAAc7bmDXk6gO_mPF14bw9yzRcx 1-10-4 5-10-1 6- -46-1413 11-3-0 1-10-4 3-11-13 0--4-10-2 Scale=1:23.2 2x3 II NAILED NAILED NAILED -"' LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 7.0 Lumber DOL 1.25 BC 0.32 BCLL 0.0 Rep Stress Incr NO WB 0.29 BCDL 10.o Code FBC2017fFP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=145/Mechanical, 5=240/Mechanical, 8=376/0-11-5 Max Harz 8=243(LC 8) Max Uplift 4=-172(LC 8), 5=-225(LC 8), 8=-499(LC 8) Max Grav 4=145(LC 1), 5=311(LC 28), 8=536(LC 31) FORCES. Qb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 576/330, 2-3= 589/375 BOT CHORb 1-8=-315/577, 7-8— 450/501, 6-7— 450/501 WEBS 1 3-6=-562/504, 2-8=-313/352 11-3.0 4-10-2 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.08 6-7 >999 240 MT20 244/190 Vert(CT) -0.10 6-7 >999 240 Horz(CT) -0.04 4 n/a n/a Weight: 46 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) Wind: ASCE 7-10; Vult=l7omph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Ihas 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 ail 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=172, 5=225, 8=499. 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-9= 20 Concentrated Loads (lb) Vert: 12=71(F=36, B=36) 14= 67(F= 33, B— 33) 15=95(F=48, B=48) 16=3(F=1, B=1) 17=-36(1== 18, B= 18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11.2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103,2015 BEFORE USE. Design validlfor use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �" a truss system. Before use, the building designer must verify the applicability of design parameters and 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, seeANS&VII QualityCdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnfonnallonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532994 75207 MV2 Valley 5 1 Job Reference (optional) cnamoers I cuss, Inc., ron coerce, rL LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO FORCES. NOTES- 1) Wind: AE II; Exp C; forces & 2) Gable re( 3) This truss 4) ' This tru will fit bet 5) Bearing a capacity 6) Provide r >f) SPACING- 2-0-0 .0 Plate Grip DOL 1.25 .0 Lumber DOL 1.25 .0 Rep Stress Incr YES .0 Code FBC2017/TP12014 n. IOU b IYIQI r r Cv 10 IVII I — II1—ou ICJ, II W. r — out —!d. ID:m22_9iwPI010rOTK3wY?_tyzYl L-BA?cZunF8KcMeVOaC4COrdgYskUymiiLZi?2yzRcv 2-0-0 2 3 3x4 CSI. DEFL. in (loc) I/defl Ud TIC 0.09 Vert(LL) n/a n/a 999 BC 0.03 Vert(CT) n/a n/a 999 WB 0.00 Horz(CT) -0.00 2 n/a n/a Matrix-P BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 BOT CHORD (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=42(LC 12) Max Uplift 1= 22(LC 12), 2= 47(LC 12) Max Grav 1=52(LC 17), 2=43(LC 17), 3=28(LC 3) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.0psf; h=16ft; 13=4511; L=24ft; eave=oft; Cat. 1c1., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and VFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 res continuous bottom chord bearing. as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 en the bottom chord and any other members. )int(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Tearing surface. :hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. Thomas A. Albani PE No.39380 MiTek USA, Inc- FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 WARNING - Verfly 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 �' atruss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing t►� KWIC � C 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, seeANS&MY 9UalByCiffaft DSB-89 and BCS1 SuOdIng Component 6904 Parke East Blvd. Safety lnforinaUonovailabie from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14532995 75207 MV4 Valley 5 1 Job Reference (optional) unamoers ipss, Inc., I-onFierce, FL LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO WEBS REACTION! FORCES. NOTES- 1) Wind: AS II; Exp C; forces & 1 2) Gable rec 3) This truss 4) ' This tru: will fit bet 5) Provide n 3=101. I SPACING- 2-0-0 >f) .0 Plate Grip DOL 1.25 .0 Lumber DOL 1.25 .0 Rep Stress Incr YES .0 Code FBC2017/TPI2014 8.13o s Mar 11 ZUl B MI I eK Inausines, Inc. I Ue Jut 1 U 14:'Lb:b1 'LU1 B rage 1 ID:m22_9iwPi010rOTK3wY?_tyzYl L-cMZ_mEotvdkWToDhaIkJIEOh?y8GDPOsx?JGXUyzRcu 4-0-0 2 3 3x4 i 3x4 II CSI. DEFL. in (loc) Well Ud TC 0.56 Vert(LL) n/a n/a 999 BC 0.21 Vert(CT) n/a nla 999 WB 0.00 Horz(CT) 0.00 n/a n/a Matrix-P BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 2x4 SP No.3 BOT CHORD (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=99(LC 12) Max Uplift 1= 51(LC 12), 3= 101(LC 12) Max Grav 1=122(LC 17), 3=134(LC 17) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1:12,8 PLATES GRIP MT20 244/190 Weight: 14lb FT=20% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. ;E 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=oft; Cat. =ncl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and IW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 iires continuous bottom chord bearing. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 Teen the bottom chord and any other members. achanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Ut=lb) Thomas A. Alban! PE No.39380 Il USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING I -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. f0/03I2015 BEFORE USE. -- Design valid for use only with MIT08 connectors. This design Is based only upon parameters shown, 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 roulred 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, seeANS&VII Aual/ly Cdteda, DSB-89 and.BCSI Building Component 6904 Parke East Blvd. Safety Infotlnoti onavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON T14532996 75207 MV6 Valley 3 1 Job Reference (optional) cnarroers I russ, mc., I -on rlerce, I-L LOADING (I TCLL 2 TCDL BCLL BCDL 1 LUMBER - TOP CHORI BOT CHORI WEBS OTHERS 0.1 JU 5 Mar 1 1 ZU10 IVII I eK InUUBm(i8, If IG. I Ue Jul I U 19:Z0:01 GU 16 raye I ID:m22_9iwPIOIOrOTK3wY?_tyzYi L-cMZ_mEotvdkWToDhalkJIEOIEyAdDNysx?JGXUyzRcu 6-0-0 91 5 4 3x4 i 2x3 II 3x4 II >f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud .0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) n/a n/a 999 .0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 .0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 n/a n/a .0 Code FBC2017fTP12014 Matrix-P BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 1=61/6-0-0, 4=83/6-0-0, 5=243/6-0-0 Max Harz 1=161(LC 12) Max Uplift 4=-70(LC 12), 5=-205(LC 12) Max Grav 1=61(LC 1), 4=93(LC 17), 5=273(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-290/116 WEBS 1 2-5=-223/446 Scale=1:17.8 PLATES GRIP MT20 2441190 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 5-10-4 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 trusslhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=205. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. f0l03/20f5 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Indlvdual 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 deslgn. Bracing Indicated Is To prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always requlred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, Morage, delivery, erection and bracing of trusses and truss systems, seeANSYMII AualllyCdf®dq DSB-89 and SCSI Buf/d/ng Component 6904 Parke East Blvd. Saiety fniortna8onavollobie from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON . r T14532997 75207 MV8 Valley 1 1 Job Reference (optional) 11 cnamoers t 1 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS OTHERS uss, Inc., ron coerce, rL a. t su s 1viar I I zu10 con 1 eK mausmes, rnc. 1 ue aw 10 14:4o:oo ev 16 ray& 1 I D:m22_9iwPI010rOTK3wY?_tyzY1 L-5Z6N_ZpVgxsN4yot8?FYHRwtrLUDygx?Af2p3wyzRct 8-0-0 8-0-0 3 5 4 3x4 i 2x3 II 3x4 II (psf) I SPACING- 2-0-0 20.0 Plate Grip DOL 1.25 7,0 Lumber DOL 1.25 0.0 Rep Stress Incr YES 10.0 Code FBC2017ITP12014 CSI. DEFL. in (loc) I/deft Ud TIC 0.49 Vert(LL) n/a n/a 999 BC 0.22 Vert(CT) n/a n/a 999 WB 0.15 Horz(CT) 0.00 n/a n/a Matrix-P BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 1=89/8-0-0, 4=111/8-0-0, 5=336/8-0-0 Max Horz 1=222(LC 12) Max Uplift 4= 93(LC 12), 5=-282(LC 12) Max Grav 1=89(LC 1), 4=124(LC 17), 5=376(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORb 1-2=-342/148 WEBS 1 2-5=-289/502 Scale=1:22.9 PLATES GRIP MT20 244/190 Weight: 31 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft;,L=24ft eave=4ft; Cat. II; Exp 0;'Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-7-7 to 3-7-7, Intedor(1) 3-7-7 to 7-10-4 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 be*een the bottom chord and any other members. 5) Provide rtlechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 5=282. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 AWARMING I -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev! laWJ2015 BEFORE USE. -- Design vali 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. building design. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �/�g MOW ll W is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, tsforage, delivery, erection and bracing of trusses and truss systems, seeANSIgpIT QuallfyCdfadd, DSB-89 and SCSI Bulldfitg Component 6904 Parke East Blvd. Safety lnfonnationavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 5144 CHERRY PALM/ LAWSON ,• T14532998 75207 MV10 Valley 1 1 Job Reference (optional) unamoers I russ, Inc., i-on vierce, t-L 0.1 JU 5 IVIdl 114U 10 IVII 1 e& I I IUUJII IeJ, 111U. I UC JUI I U I Y. 0— — I. rage I I D:m22_9iwPI010rOTK3wY?_tyzYl L-g_REMYmdNOUoDV4ISthrgplJvBRiIT5ZThg9TcyzRcw 10-0-0 3 4 3x4 i 5 2x3 11 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 4 n/a n/a BCDL 1b.0 Code FBC2017/TP12014 Matrix-S LUMBER- I BRACING- Scale=1:28.6 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=124/10-0-0, 4=145/10-0-0, 5=414/10-0-0 Max Horz 1=283(LC 12) Max Uplift 4= 123(LC 12), 5=-348(LC 12) Max Grav 1=124(LC 1), 4=163(LC 17), 5=464(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-364/163, 3-4= 123/252 WEBS 2-5=-347/523 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 9-10-4 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 truss1has 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) 4=123, 5=348. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ® WARNING - --y deslgn parameter: and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design validlfor use only with MITeW connectors. This design Is based only upon parameters shown, and is for an individual building component, not Incorporate this design Into the �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly overall building deslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always 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, seeANSM[I QualByCdfeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InfaniiaBonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 3361 o Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON • �� T14532999 75207 V4 Valley � 1 1 � Job Reference o tional unamoers I russ, Inc., t-on coerce, rL 0. JOU 5 IVIaI 11 GU 10 IVII I UK IIIUUbL[1Wb, IIIG. I ae V VI I V IY.GV.V V GV I. lay. I I D:m22_9iwPI010rOTK3wY?_tyzY1 L-1 xE7PFgmCY65KGyGFQHONsOHx9BoQIIIdzXw8pyzRcr 2-0-0 4-0-0 2-0-0 2-0-0 2 3x4 i 3x6 = 3x4 Scale =1:7.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA4 Vert(LL) n/a n/a 999 MT20 244/190 TCDL i7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 I Code FBC2017/TP12014 Matrix-P Weight:11 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purllns. BOT CHORD 2x4 SP No.3 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0-0 Max Horz 1=-29(LC 10) Max Uplift 1=-65(LC 12), 3= 65(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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; 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) Thls 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) 1, 3. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert $834 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 11,111-7473 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 sysigm. 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 NijTW Is always r�qulred 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/IPII Cua/fyCifelln DSB-89 and BCSI BuOdLv Component 6904 Parke Blvd.s e Eat East Safety Infoimationavailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Job Truss Truss Type City Ply 5144 CHERRY PALM/ LAWSON T14533000 t+ i� 75207 V8 Valley 1 1 Job Reference (optional) cnamoers I LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO OTHERS Inc., rOrtFierce, F'L 0.1av�iwar iicuioinuenuiuuauica 1.1- u. . ..-U- ID:m22_9iwPI010rOTK3wY?_tyzYI L-VBoVcbrOzsExxQXSp8oFv4YLoZW N9BmRsdHTgFyzRcq 4-0-0 1 8-0-0 Scale=1:15.1 4x4 = 2 7 4 3x4 i 2x3 11 3x4 8-0-0 8-0-0 )sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 0.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n1a 999 MT20 244/190 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 3 n/a n/a 0.0 Code FBC2017/TP12014 Matrix-P Weight: 25lb FT=20% BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz 1=70(LC 11) Max Uplift 1= 100(LC 12), 3=-100(LC 12), 4= 117(LC 12) Max Grav 1=125(LC 1), 3=131(LC 18), 4=250(LC 1) Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. = WEBS 2-41651266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0 zore; 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 repuires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother 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) 1=100, 3L100, 4=117. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGE 114II-7473 rev. 1010312015 BEFORE USE Design valid for use only with MiT00 connectors. This design Is based only upon parameters shown, and Is for an individual building component not � a truss syst6m. 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 Itl1OW MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatior% storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII ®ualffy Cldella, OSO-89 and BCS1 Building Component 6904 Parke East Blvd. Safely /nfdnnaflonovallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 5144 CHERRY PALM/ LAWSON T14533001 75207 V12 Valley 1 1 Job Reference (optional) UnamoerS Tuss, Inc., tort rlerce, I-L a.idu s iviar l 1 Zu1 a IVII I eK muusures, Inc. I uL JUI r u 4:La:a`J eu I a rage 1 i ID:m22_9iwPI010rOTK3wY?_tyzY1 L-ZlglBvg7RF_Ei6N3hjmngfTy6lmWhHtBOJoMcNyzRcs 6-0-0 12-0-0 6.0.0 6-0-0 4x5 = 2 Scale=1:21.5 3x4 2x3 14 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Veri n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) n/a n/a 999 BCLL . 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTION S. (lb/size) 1=180/12-0-0, 3=180/12-0-0, 4=437/12-0-0 Max Horz 1= 112(LC 10) Max Uplift 1=-133(LC 12), 3=-133(LC 12), 4=-240(LC 12) Max Grav 1=182(LC 21), 3=192(LC 18), 4=437(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-282/356 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=1611; B=45ft; L=24fh eave=4ft; Cat. II; Exp C,1 Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 3-7-7, Interior(1) 3-7-7 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D011,=1.60 3) Gable requires continuous bottom chord bearing. 4) This trus's has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=133, 3=133, 4=240. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10MI2015 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, seeANS&VII CualtlyCiNeft DS9-09 and BCS18u0dLV Component 6904 Parke Easr Blvd. Safety Informanonavailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols � Numbering System � A General Safety Notes,.... PLATE LOCATION AND ORIENTATION 1 314 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. 2 orientation, locate from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek20120 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal — -- __ _P_late-Connected Wood Truss Constr_uctioi DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate ., Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS Q c O U a- O 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE ►DENT►F►ED BY END JOINT NUMBERS/LETTERS PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved In M Emw 5 i Te k MITek Engineering Reference Sheet: MII-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 190/. at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 16. 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.