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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED M,iTek� �� ��. �IA09e C®a11 r�V RE: J36188 - Lot 95 Meadowood MiTek USA, Inc. l 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: GHO Homes Project Name: Lot 95 Meadowood Model: Avalon Lot/Block: 95 Subdivision: Meadowood Address: Lot 95 Meadowood City: Ft. Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name:--D6hal d lVou &-e— License #: IPS2 aq 6 Address:// t'v ff . Cify:� State: GFneral Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Dsign Code: FBC2017,rrP12014 Design Program: MiTek 20/20 8.2 Mind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf package includes 71 individual, dated Truss Design Drawings and 0 Additional Drawings. my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet )rms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. N',O. Seal# I Truss Name I Date No. Seal# I Truss Name Date 1. T14246930 1 --CJ1 6/8/18 118 1 T14246947 1 A02 6/8/18 211 T14246931 -CJ3 6/8/18 119 1 T14246948 1 A03 6/8/18 13.$l I T14246932 1 -CJ5 1 6/8/18 120 1 T14246949 1 A04 1 6/8/18 � 41 I T14246933 1-EJ2 1 6/8/18 121 1 T14246950 1 A05 1 6/8/18 � 51 I T14246934 1 -EJ4 1 6/8/18 122 1 T14246951 I A06 1 6/8/18 1 16 1 I T14246935 1-EJ4A 1 6/8/18 123 1 T14246952 1 A07 1 6/8/18 1 17 1 I T14246936 1 -EJ5 1 6/8/18 124 1 T14246953 1 A08 1 6/8/18 J 18 ;1 I T142469371-EJ5A 1 6/8/18 125 1 T1 4246954 1 A09 1 6/8/18 1 19111 I T14246938 1-EJ5B 1 6/8/18 126 I T14246955 J A10 1 6/8/18 1 1101 IT142469391-EJ7 6/8/18 127 1 T14246956 1 A10A 6/8/18 11111 I T14246940 1-EJ7A 1 6/8/18 128 I T14246957 1 Ai 1 1 6/8/18 1 1121 IT142469411-EJ7B 6/8/18 129 1 T14246958 1 Alt 6/8/18 1 1 T14246942 1 -EJ49 6/8/18 130 1 T14246959 1 Ala 6/8/18 1141 IT142469431-EJ49A 6/8/18 131 1 T14246960 1 Al 6/8/18 15 T14246944 -HJ7 6/8/18 32 1 T1 42469611 Al 6/8/18 161 I T14246945 -HJ49 1 6/8/18 33 1 T142469621 Al 6 1 6/8/18 117I 1 T1 4246946 1 A01 G 1 6/8/18 134 1 T1 4246963 1 All 1 6/8/18 truss drawing(s) referenced above have been prepared by MiTek �, Inc. under my direct supervision based on the parameters ,ided by East Coast Truss. ss Design Engineer's Name: Albani, Thomas F r ar 1i,8 license renewal date for the state of Florida is F eb u y ORTANT NOTE: The seal on these truss component designs is a certification ie engineer named is licensed in the jurisdiction(s) identified and that the is comply with ANSI/TPI 1. These designs are based upon parameters i (e.g., loads, supports, dimensions, shapes and design codes), which were to MiTek. Any project specific information included is for MiTek's customers erence purpose only, and was not taken into account in the preparation of designs. MiTek has not independently verified the applicability of the design ieters or the designs for any particular building. Before use, the building designer f verify applicability of design parpmeters and properVncorporate these designs 9380 -10 STA40 AI T OF �� O .,,,;,ON A11 111111111110*0 Thomas A. Marl PE No.39380 MITek USA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Date: June 8,2018 Albani, Thomas 1 of 2 RE: J36188 - Lot 95 Meadowood Site Information: Customer Info: GHO Homes Project N, Lot/Block: 95 Address: Lot 95 Meadowood City: Ft. Pierce No. I Seal# Truss Name I Date 135 1 T14246964 1 Al 6/8/18 136 1 T14246965 1 Al 1 6/8/18 137 1 T14246966 1 A20 1 6/8/18 138 1 T14246967 1 A21 1 6/8/18 139 I T14246968 I A22 1 6/8/18 140 J T14246969 1 A23 1 6/8/18 141 I T14246970 I A24 1 6/8/18 142 I T14246971 I A25 1 6/8/18 143 1 T14246972 1 A26 1 6/8/18 1 144 1 T14246973 1 A27G 1 6/8/18 145 1 T14246974 1 B01 G 1 6/8/18 1 146 1 T14246975 1 B02 1 6/8/18 147 1 T14246976 1 B03 1 6/8/18 148 1 T14246977 1 B04 1 6/8/18 149 1 T14246978 1 B05G 1 6/8/18 150 1 T14246979 1 CO G 1 6/8/18 1 151 1 T14246980 1 DO 1 6/8/18 152 1 T14246981 1 D02 1 6/8/18 153 1 T14246982 1 D03 1 6/8/18 1 154 1 T14246983 1 D04GE 1 6/8118 1 55 1 T14246984 1 E01 1 6/8/18 1 1156 1 T14246985 1 E02 1 6/8/18 ' 1 57 I T14246986 J E03 1 6/8/18 �158 I T14246987 J E04 1 6/8/18 1 ,159 1 T14246988 1 E05 1 6/8/18 1 160 1 T14246989 1 E06 1 6/8/18 1 1 61 1162 I T14246990 1 T14246991 J E07 1 E08G 1 6/8/18 1 1 6/8/18 163 1 T14246992 1 FG04 1 6/8/18 T14246993 1 G01 G 6/8/18 164 65 �� 66 167 T14246994 T14246995 I H01 G E 1 H02G 1 6/8/18 1 6/8/18 T14246996 1 H03G 1 6/8/18 1168 I T14246997 I V4 1 6/8/18 69 I T14246998 I V8 1 6/8/18 1 „17Q I T14246999 1 V8A 1 6/8/18 ,171 1 T14247000 1 VBB 1 6/8/18 ime: Lot 95 Meadowood Model: Avalon Subdivision: Meadowood State: FL 2of2 Jo" Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowcod T14262650 J36188-J36188A —CJ1 Jack -Open 6 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.22U S May 24 ZU18 MI I eK Industries, Inc. Mon Jun 11 U/:2Y:3S 2U18 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-fncB6hOM2i2x_gKXgEMYoh8ovw(HjmgdzsPAmPz7Qdl -2-0-0 1-0-0 2-0-0 1-0-0 Scale = 1:9.5 N d 1x4 11 1-0-0 1-0-0 Plate Offsets (X.Y)— 11:0-2-4.0-0-81.12:0-1-4.0-1-81 LOADING 1 (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 11 lb FT = 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=-39/Mechanical, 2=340/0-8-0, 4=67/Mechanical Max Horz 2=113(LC 9) Max Uplift 3=-39(LC 1), 2=324(1_13 9), 4=-69(LC 13) Max Grav 3=62(LC 9), 2=352(LC 13), 4=97(LC 9) FORCESq I (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind:, Cat. II; 2) As recid the rest 3) This tru 4) ' This t� will fit bi 5) Refer tc, 6) Provide 2=324.1ii SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; :xp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber 30 plate grip DOL=1.60 ested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is onsibility of the fabricator to increase plate sizes to account for these factors. os has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1ss 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 1ween the bottom chord and any other members. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss I system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Iva building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing t V t! iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetjrinformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job f Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262651 J36188-JI6188A —CJ3 Jack -Open 6 1 Job Reference o lional East CoAst Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:39 2018 Page 1 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-7zAZJ10?p?AocqukDytnLvhzfv?LSDwmBW8kirz7Qdk -2-M 3-0-0 2-0-0 3-M 3-0-0 Plate Offsets (X.Y)— 11:0-2-4.0-0-81.r2:0-1-8.0-1-01 Scale = 1:14.6 LOADING I (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.01 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT = 0% TOP CH( BOT CH( OTHERS NOTES- 1) Wind:, Cat. II; 2) As requ the resl 3) This tru 4) ' This t will fit b 5) Refer tc 6) Provide 2=219. 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 (lb/size) 3=64/Mechanical, 2=328/0-8-0, 4=17/Mechanical Max Horz 2=166(LC 9) Max Uplift 3=-30(LC 5), 2=219(LC 9) Max Grav 3=79(LC 13), 2=338(LC 13), 4=45(LC 3) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. :E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; 3 C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber plate grip DOL=1.60 led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is isibility of the fabricator to increase plate sizes to account for these factors. 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. rder(s) for truss to truss connections. achanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ct=lb) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6004 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ®WANING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design'��alid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss,system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall, building,'design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1 __ 9 Job 1' i Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262652 J36188-J16188A -CJ5 Jack -Open 4 1 Job Reference o tional East Co st Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:41 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZtEyGOD2-3MHJkj2FLdQWr826LNvFQKmJUjcYw7Q3fgdgNkz7Qdi i -2-0-0 5-0-0 i 2-0-0 5-0-0 co N E Scale = 1:19.5 500 5-0-0 Plate Offsbts X Y — 1:0-2-4 0-0-8 2:0-1-12 0-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 23 lb FT = 0% LUMBER, BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS I 2x4 SP No.3 REACTIONS. (lb/size) 3=138/Mechanical, 2=397/0-8-0, 4=54/Mechanical Max Horz 2=220(LC 9) Max Uplift 3=-83(LC 9). 2=211(LC 9) Max Grav 3=166(LC 13), 2=41O(LC 13), 4=88(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) 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' echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=211. 7) This trues design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 11,2018 AWA NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design Ialid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �y� is alwa),ls required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the pp�iTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply J36188 GHO Lot 95 Meadowood T14262653 J36188-J36188A �� —EJ2 Jack -Open 6 1 Job Reference (optional) East Coe st Truss, Ft. Pierce, FL 34946 6.22U s May 24 ZU76 MI I eK inaustnes, Inc. Mon Jun I I U/:ZZ:4;5 Zulu Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-?IP49P4VtEg E5SCVSoxjVlrffXLz01wM686xScz7Qdg -2-0-0 2-0-0 2-0-0 2-M Scale: 1 "=1' �I 2-0-0 2-0-0 ,I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 7 >999 180 BCLL 1 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 10 lb FT = 0% LUMBER BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIO 4S. (lb/size) 3=23/Mechanical, 2=309/0-8-0, 4=9/Mechanical Max Horz 2=140(LC 9) Max Uplift 3=-14(LC 5), 2=-241(LC 9), 4=-9(LC 1) Max Grav 3=32(LC 13), 2=319(LC 13). 4=41(LC 9) FORCES,j (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: f�SCE \7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; 13=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:60 plate grip DOL=1.60 2) As reg46, sted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) 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 b'Ltween the bottom chord and any other members. 5) Refer togirder(s) for truss to truss connections. 6) Provides mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=241.'I, Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert;6834 6904 Parke East Blvd. Tampa FL 33610 Date; June 11,2018 ® WANING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design slid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is alw4s required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric lion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job *'j Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowocd Aob T14262654 J36188-J36188A —EJ4 Jack -Open 1 1 Reference (optional) test (:oast I russ, I-t. Pierce, t-L 3494b 0 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:45 2018 Page 1 I D:FOzOEtHnMVNaUwbMujnL80yhM15-y7Xga551PrwxKlMtaC_BaAx2gKObswPfaSb2 W Vz7Qde -2-0-0 2-0-0 2-0-0 2-M Scale: DESIGNED BY OTHERS, T MAX. UPLIFT mrv� nvr«. r�r=ru. r IONS SPECIFIED BELOW. 2-0-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(ILL) -0.00 4 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP LUMBER-1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS a 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=323/Mechanical, 4=0/Mechanical Max Horz 3=595(LC 1), 4=603(LC 9) II Max Uplift 3=-195(LC 9) Max Grav 3=323(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO i D 2-3=-513/673 BOT CHORD 2-4=-595/603 NOTES- I 1) Wind: ACE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This trIL ss 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 beWeen the bottom chord and any other members. 5) Refer to�glyder(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) 3=195. 1 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ®WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design j alid 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 ' p�• building,design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .I _ Tampa, FL 36610 Job 'II Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262655 J36188-J36188A -EJ4A Jack -Open 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 ZU18 Mil ek Industries, Inc. Mon Jun 11 U7:22:51 Zu18 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-mHu5g8AW hh52gplwT5bgRA5Zl4rGeuXyO2Mk9z7QdY 2-0-0 2-0-0 Scale = 1:9.6 0 2x4 = 3 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. I 2-0-0 it 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.00 6 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 7 lb FT = 0% LUMBER?; BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHO,I D 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=179/Mechanical, 3=0/Mechanical Max Horz 2=172(LC 1), 3=-172(LC 1) Max Uplift 2=80(LC 8) Max Grav 2=179(LC 1) FORCES. °I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: At: Cat. II; E, DOL=1.6 2) As reque the resOl 3) This truss 4) ` This tru will fit bl 5) Refer to ,, 6) Provide'{ ;E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; p C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber plate grip DOL=1.60 ted, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is isibility of the fabricator to increase plate sizes to account for these factors. 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 veen the bottom chord and any other members. rder(s) for truss to truss connections. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. r Design Valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M'Te1 is alwaA required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Iftformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262656 J36188-J3?. 188A —EJ5 Jack -Open 22 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:52 2018 Page 1 I ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-EUSU2UB81?pyggODUAcgMejCi9M7?58hB2owGbz7QdX -2-0-0 5-0-0 , 2-0-0 5-M 1X4 II LOADING, (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.02 4-10 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS LUMBER-1 TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 Scale = 1:19.5 M d N PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=138/Mechanical, 2=397/0-8-0, 4=54/Mechanical Max Horz 2=220(LC 9) Max Uplift 3=83(LC 9), 2=-211(LC 9) Max Grav 3=166(LC 13), 2=410(LC 13), 4=88(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. I� NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; E (PC; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.�Q plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This trus's has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This miss 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 beeen the bottom chord and any other members. 5) Refer to!b irder(s) for truss to truss connections. 6) Provide rechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (j1=lb) 2=211. T 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual buildingcomponent, not e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall my buildingidesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTe k' is alway'� required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Iriforrnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job Truss Truss Type City Ply J36188 GHO Lot 95 Meadowood T74262657 J36188-J3f 188A —EJ5A Half Hip Supported 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 tf.zzu s may z4 zult3 MI I etc Inausmes, Inc. mon Jun I I ui:zz:o3 zuit1 rage l I D:ACzXF5ZNyEa_pNQgdnkZfEyGOD2-jgOsFgBnWlxpl_zQ2u73vsGQfZnSkY4gPiXTo 1 z7QdW -2-0-0 4-0-12 5-0-0 2-0-0 4-0-12 0-11-4 5 62x4 11 Scale = 1:15.4 O 6 N 1 1I 4-0-12 5-0-0 4-0-12 0-11-4 Plate Offsets X Y — 1:0-2-4 0-0-8 2:0-0-8 0-1-8 2:0-3-8 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL , 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 115.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 30 lb FT = 0% LUMBER21 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 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. All bearings 5-0-0. (Ib) - Max Horz 2=150(LC 5) Max Uplift All uplift 100lb or less atjoint(s) 7, 9, 8 except 2=-236(LC 8) Max Grav All reactions 250 lb or less at joint(s) 7, 9, 8 except 2=328(LC 13) FORCES. 11 (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. 11; Oxp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 -` d Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable reppuires continuous bottom chord bearing. 5) Gable st;bds spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. 7) ' This tr ss 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 beween 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) 7, 9, 8 except (jt=lb) 2=Z36. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design 4alid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building, esign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire K' is alway required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 11 Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowocd T14262658 J36188-J36188A —EJ5B HALF HIP SUPPORTED 1 1 I Job Reference o lional Last Coal t I russ, Ft. Pierce, I-L'34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:53 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZtEyGOD2-jgOsFgBnWlxpl_zQ2u73vsGQfZnUkY4gPiXTol z7QdW -2-0-0 4-0-12 5-8-0 2-0-0 4-0-12 1-7-4 Scale = 1:16.5 4x4 = 2x4 II 5 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.01 1 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr jYES WB 0.02 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-P LUMBERol BRACING - TOP CHO(2D 2x4 SP No.2 TOP CHORD BOT CHO D 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 I REACTIONNS. All bearings 5-8-0. `Ilb) - Max Horz 2=150(LC 5) Max Uplift All uplift 100 lb or less at joints) 7, 9, 8 except 2=-237(LC 8) Max Grav All reactions 250 lb or less at joint(s) 7, 9, 8 except 2=329(LC 13) FORCES. `1 (lb) - Max. Comp./Max. Ten. - All forcesl250 (lb) or less except when shown NOTES- 1) Wind: Al Cat. II; 0 DOL=1.E 2) Truss de Gable Ei 3) Provide'. 4) Gable re 5) Gable sti 6) This trus 7) ' This tr4 will fit be 8) Provided (jt=lb) 2"7 5-8-0 0 d N PLATES GRIP MT20 244/190 Weight: 32 lb FT = 0% Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. I GE 1-10; Vult=160mph (3-second gust) �Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; tp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber 0 plate grip DOL=1.60 signed for wind loads M the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry d Details as applicable, or consult qualified building designer as per ANSI/TPI 1. idequate drainage to prevent water ponding. juires continuous bottom chord bearing. Ids spaced at 2-0-0 oc. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ss 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 ween the bottom chord and any other members. mechanical connection (by others) of trusts to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 9, 8 except 237. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date; June 11,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buiiding� design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is aiwayl required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of tmsses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety I'I formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262659 J36188-J3,¢188A —EJ7 Jack -Open 11 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 i i I B.zzu s may Z4 ZU16 rut I eK Inaustftes, Inc. mon Jun 17 UGLz:o4 zults rage i ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-BsaET9CPHc3gv6YccbelS3oVEywNS?ezeMHOKUz7QdV 7-n-n 7-0-0 i i 7-0-0 Scale: 1/2"=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.66 Vert(LL) 0.10 4-10 >874 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.23 4-10 >363 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL „ 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 29 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=210/Mechanical, 2=47,8/0-8-0, 4=80/Mechanical Max Horz 2=274(LC 9) Max Uplift 3=133(LC 9), 2=-218(LC 9) Max Grav 3=250(LC 13), 2=495(LC 13), 4=125(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces'250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; E p C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.t O plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the resppnsibility of the fabricator to increase plate sizes to account for these factors. 3) This trues has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This tr ss has been designed for a live load of 2b.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) Refer to$lyder(s) for truss to truss connections. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ct=lb) 3=133, 2I=218. 7) This trus design requires that a minimum of 7/1V' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord.'i Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: June 1-1,2018 ®WAIT DING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 1010312015 BEFORE USE. Design Valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k• is alway16 required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalfon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood I T14262660 J36188-J36188A —EJ7A Half Hip 1 1 .11 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:55 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-f28cgVD 12wBXX17o9J9X_HLinMLeBSE7t00atwz7QdU 2-0-0 5-10-0 2-0-0 5-10-0 i 4x4 = Scale = 1:22.6 it 5-10-0 5-10.0 1-2-0 Plate Offsets X Y — 1:0-2-4 0-0-8 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/1eft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.13 6-12 >627 240 MT20 244/190 TCDL I 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.24 6-12 >343 180 BCLL 0.0 Rep Stress Incr iYES WB 0.04 Horz(CT) 0.06 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 33 lb FT = 0% TOP CH( BOT CH( WEBS OTHERS FORCES. NOTES- 1) Unbala 2) Wind:, Cat. 11; 3) Provides 4) This tru: 5) ' This trl will fit bi 6) Refer to 7) Provide 2=231, ( 8) This trw 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 2x4 SP No.3 3. (lb/size) 4=81/Mechanical, 2=478/0-8-0, 5=210/Mechanical Max Horz 2=245(LC 9) Max Uplift 4=-14(LC 5), 2=-231 (LC 1 9), 5=105(LC 9) Max Grav 4=86(LC 3), 2=498(LC 13), 5=243(LC 13) 1 (lb) - Max. Comp./Max. Ten. - All forces) 250 (lb) or less except when shown. 1 ad roof live loads have been considered for this design. CE 7-10; Vult=160mph (3-second gust) IVasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; :p C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber ) plate grip DOL=1.60 dequate drainage to prevent water ponding. has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. is 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 Neen the bottom chord and any other members. irder(s) for truss to truss connections. lechanical connection (by others) of trus,S to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) :105. design requires that a minimum of 7/16," structural wood sheathing be applied directly to the top chord and 1/2" gypsum be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 AWAgPING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ISO* 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 Irusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262661 J36188-J36188A —EJ7B Jack -Open 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 1 2x4 = 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:56 2018 Page 1 I D: FOzOEfHnMVNaUwbMujnL80yhM15-7Fh_trEfpDJ09Si?jOgmXUugsmcNwv8G5gm7PMz7QdT 6-10-8 6-10-8 3 Scale = 1:21.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.15 3-6 >535 240 MT20 244/190 TCDL 15.0 Lumber DOL : 1.25 BC 0.89 Vert(CT) -0.23 3-6 >349 180 BCLL II 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 22 lb FT = 0% LUMBER° I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. I REACTIO S. (lb/size) 1=307/Mechanical, 2=219/Mechanical, 3=88/Mechanical Max Horz 1=185(LC 9) Max Uplift 1=-54(LC 9). 2=-147(1_C 9), 3=-6(LC 9) Max Grav 1=319(LC 13), 2=260(LC 13). 3=127(LC 3) FORCES.;, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; 4xp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:60 plate grip DOL=1.60 2) This tru is has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This t ss has been designed for alive 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 b tween the bottom chord and any other members. 4) Refer togirder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide'�rlechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except at=lb) 2=147. 7) This truss design requires that a minimum of 7/16i' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord., Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and properly incorporate this design into the overall . building, ,design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262662 J36188-J36188A —EJ49 Jack -Open 1 1 Job Reference c tional East Coast 1 russ, Ft. Pierce, FL'34946 M O B 2-0-0 I u.zzu s May L4 LUId MI I eK Inaustrles, Inc. Mon Jun i i UI:LL:4b LUItj rage 1 ID:FOzOEfHnMVNaUwbMujnL80yhMI5-QK5CnQ6OA92oyvx48wVQ7NTADkKTbNfoo6Lb2xz7Qdd 4-9-0 4-9-0 Scale = 1:18.9 9 490 4-9-0 Plate Offsets (X.Y)— 11:0-2-4 0-0-81 12:0-1-12.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.53 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 11.25 BC 0.35 Vert(CT) -0.05 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 22 lb FT = 0% TOP CHORD 2x4 SP No.3 BOT CH0�2D 2x4 SP No.3 OTHER0 2x4 SP No.3 REACTIONS. (lb/size) 3=129/Mechanical, 2=38710-8-0, 4=50/Mechanical Max Horz 2=213(LC 9) Max Uplift 3=-77(LC 9), 2=-211(LC19) Max Grav 3=155(LC 13), 2=400(LC 13), 4=83(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forcesl250 (lb) or less except when shown. NOTES- BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; xp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1. 0 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This tru�s 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 beI6een the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 1 6) Provide mechanical connection (by others) of trusts to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=211. sill 7) This truss design requires that a minimum of 7/4' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. i I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ®WA&ING •Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design .valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss System. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 11.1. Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262663 J36188-J36188A —EJ49A Jack -Open 5 1 �J Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2x4 = 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:48 2018 Page 1 ID: FOzOEfHnMVNaUwbMujnL80yhM15-MiDzC67eiml WBD5SFLXuCoYXAY_J3H95GQgi7gz7Qdb 4-7-8 4-7-8 3 LOADING1 (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.04 3-6 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.05 3-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER -'I TOP CHOF D 2x4 SP No.3 BOT CHORD 2x4 SP No.3 Scale = 1:16.4 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=199/Mechanical, 2=138/Mechanical, 3=61/Mechanical Max Horz 1=120(LC 9) Max Uplift 1=-34(LC 9), 2=-93(LC 9), 3=-7(LC 9) Max Grav 1=207(LC 13), 2=164(LC 13), 3=85(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: A§CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. ll; xp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 be the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Refer toligirder(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) 1, 2, 3. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroa� be applied directly to the bottom chord. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 11,2018 A wARIVING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design tid 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 p at building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is alwayll required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ry f fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J36168 GHO Lot 95 Meadowood T14262664 J36188-J3r168A —HJ7 Diagonal Hip Girder 2 1 Job Reference o tional East Coast Truss, Ft, Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:58 2018 Page 1 D:ACzX F 5ZNyE a_rNQ9dnkZfEyGOD2-3dpllXFvLrZ50l rNrRj E cVZGDa MxOkjzZ_F ETFz7 Q d R 2-9-15 5-1-9 9-10-1 -2 '_1 5-1-9 4-8-7 2x4 II 5 6 4x4 = Scale = 1:28.2 0- -4 5-1-9 4-8-7 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 9-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.09 9-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(CT) -0.11 10 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 54 lb FT = O% LUMBERkI BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS q 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIO S. (lb/size) 3=63110-10-15, 8=474/Mechanical, 10=-127/Mechanical Max Horz 3=273(LC 5) Max Uplift 3=-594(LC 9), 8=-195(LC 9), 10=-304(LC 28) Max Grav 3=1131(LC 28), 8=584(LC 28), 10=191(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1045/287 BOT CHORD 3-9=-312/853, 8-9=-312/853 WEBS 4-8=-867/336, 2-11=211/335 NOTES- li 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; xp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1. 0 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 tr�ss 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 the bottom chord and any other members. igirder(s) 4) Refer to for truss to truss connections. 5) Refer to'girder(s) for truss to truss connections. 6) Provide, echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=594,8 195,10=304. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 It, down and 138 lb up at 1-3-15, 11�23 lb down and 138 lb up at 1-3-15, 113 lb down and 74 lb up at 4-1-14, 113 lb down and 74 lb up at 4-1-14, and 177 lb down an 146 lb up at 6-11-13, and 177 lb down and 146 lb up at 6-11-13 on top chord, and 93 lb down and 95 It, up at 1-3-15, 93 lb down and 95 lb up at 1-3-15, 40 lb down and 3 lb up at 4-1-14, 40 lb down and 3 lb up at 4-1-14, and 51 It, down at 6-11-13, and 51 Itj down at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LC AD 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) Thomas A, Albani PE No.39380 Vert: 1-5=-70, 5-6=-30, 7-12=-20 Concent&tted Loads (Ib) MiTek USA, Inc. FL Cert 6634 Vert: 15=115(F=58, 13=58) 17=-79(F=39, B=-39) 18=105(F=52, B=52) 19=6(F=3, B=3) 20=-51(F=-25, B=-25) 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building''design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I s alwaj� required for to injury MiTek stability and prevent collapse with possible personal and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety ICI formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood �� T14262665 J36188-J36188A —HJ49 Diagonal Hip Girder 1 1 1 Job Reference o tional East Co6t Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:22:57 2018 Page 1 ID:ACzXF5ZNyEa pNQ9dnkZfEyGOD2-bRFN5BEHaXREmbHBHkC?3iQ?gA2lfJdQKKVhxoz7QdS -2-9-15 3-6-8 6-7-14 2-9-15 3-6-8 3-1-6. Scale = 1:22.4 2x4 5 -Oi1,4 3-6-8 6-7-14 0-114 3-6-8 3-1-6 Plate Offsets (X,Y)— 13:0-1-4.0-1-81 LOADINGS (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) -0.05 9-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.04 9-14 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(CT) -0.09 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 39 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=562/0-10-15, 8=203/Mechanical, 10=-203/Mechanical Max Horz 3=197(LC 5) Max Uplift 3=524(LC 9), 8=-109(LC 9), 10=-297(LC 28) Max Grav 3=936(LC 28), 8=313(LC 28), 10=183(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-656/197 BOT CHORD 3-9=-176/570, 8-9=-176/570 WEBS 4-8=-572/182, 2-11=-202/328 NOTES- 1) Wind: AS 7-10; Vult=160mph (3-sec6nd gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.Opsf; h=16ft; 6=60ft; L=449ft; eave=46ft; Cat. II; Eiip C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This trus 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) Refer to girder(s) for truss to truss connections. 6) Provide connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) Mechanical 3=524, 8 109, 10=297. 7) Hanger(s)�,II or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 138 lb up at 1-3-15, 123 lb down and 138 lb up at 1-3-15, and 113 lb down and 74 lb up at 4-1-14, and 113 lb down and 74 lb up at 4-1-14 on top chord,1 and 93 lb down and 95 lb up at 1-3-15, 93 lb down and 95 lb up at 1-3-15, and 40 lb down and 3 lb up at 4-1-14, and 40 lb down apt d 3 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS,q(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 0, 5 6=-30, 7-12=-20 �ted Thomas A, Albani PE No.39380 Concentrated Loads (lb) Loads MiTek USA, Inc. FL Cart 6634 Vert: 15=115(F=58, B=58) 17=105(F=52, B=52) 18=6(F=3, B=3) 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WARTNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. ■• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �. is for MiTek' always. required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Infl rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job ° Truss Truss Type City Ply J36168 GHO Lot 95 Meadowood T14262666 J36188-J3 188A A01G HALF HIP GIRDER 1 1 Job Reference o tional East Coa�t Truss, Ft. Pierce, FL 34946 2-0-0 6-9-0 2-M 4-9-0 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:00 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-7OxVjDHAtSppd37myslihK2 WkNOCsUOsOHkLY7z7QdP 1144 15-11-8 20-8-8 4-74 4-74 4-9-0 6�,I0 12 4x8 3x4 x4 2 15 1617 3 18 19 4 4xI 14 II M m i 1124 12 25 26 11 27 28 10 i3 3<6 11 4x4 = 4x4.= 5x8 = 2-M 6-9-0 11-4 - -- '-_- 3x4 = 3x4 = 20 5 21 6 22 29 30 9 31 5x6 = Scale = 1:35.8 5x6 = 23 7 32 8 4x6 II LOADING, (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.13 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.20 10-11 >999 180 BCLL ;,I 0.0 ' Rep Stress Incr NO WB 0.97 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 126 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, BOT CHO '112x4 D 2x4 SP No.2 except end verticals. WEBS SP No.3 *Except. BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. 1-13: 2x4 SP No.2 REACTIO S. (lb/size) 8=1876/Mechanical, 13=1990/Mechanical Max Horz 13=192(LC 5) Max Uplift 8=702(LC 5), 13=-748(LC 9) Max Grav 8=1943(LC 25), 13=2051(LC 25) 'FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 1-2=-1245/488, 2-3=2671/1026, 3-4=-2962/1127, 4-6=-2962/1127, 6-7=2167/836, 7-8=1852/718,1-13=-1938/678 BOT CHO D 11-12=-484/1067, 10-11=-1042/2675, 9-10=-823/2155 WEBS 2-12=1116/493, 2-11=-737/2044, 3-11=986/517, 3-10=-139/404, 4-10=-630/370, 6-10=-388/1045, 6-9=-13651667, 7-9=-957/2644, 1-12=-608/1726 NOTES- 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; E' p C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.db plate grip DOL=1.60 2) Provide'dequate drainage to prevent water ponding. 3) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This try 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 will fit between the bottom chord and any other members. 5) Refer to irder(s) for truss to truss connections. 'p 6) Provide 'II echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=702,13=748. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb down and 58 lb up at 0-10-12,1�24 lb down and 166 lb up at 2-10-12, 224 lb down and 164 lb up at 4-10-12, 224 lb down and 164 lb up at 6-10-12, 224 lb down nd 164 lb up at 8-10-12, 224 lb down and 164 lb up at 10-10-12, 224 lb down and 164 lb up at 12-10-12, 224 lb down and 164 lb up14-10-12, and 224 lb down and 164 lb up at 16-10-12, and 224 Ib down and 164 lb up at 18-10-12 on top chord, and 206 lb d ,,I n and 122 lb up at 0-10-12, 85 lb down at 2-10-12, 85 lb down at 4-10-12, 85 Ill, down at 6-10-12, 85 lb down at 8-10-12, 5 lb down at 10-10-12, 85 lb down at 12-10-12, 85 lb down at 14-10-12, and 85 lb down at 16-10-12, and 85 lb down at 18-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LORD 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 MiTek USA, Inc. FL Cort 6634 LOAD CASE(S) Standard 6904 Parke East Blvd. Tampa FL 33810 Date: June 11,2018 WAR ING - Verffy design parameters and READ NOTES ON THIS AND.INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use ony with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ■■■ ��• a truss s,stem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building, esign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek ahvay. required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatio , storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. lit Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262666 J36188-J3 188A A01G HALF HIP GIRDER 1 1 Job Reference (optional) East Coagt Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:00 2018 Page 2 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-?OxVjDHAtSppd3?myslihK2 WkNOCsUOsOHkLY7z7QdP LOAD CASE(S) Standard 1) Dead +, Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniforit Loads (pif) Vert: 1-2=-70, 2-7=-70, 8-13=-20 Concentrated Loads (lb) Vert: 11 =-60(B) 3=-140(B) 14=-28(B) 15=-140(8) 17=-140(B) 18=-140(B) 19=-140(B) 20=-140(B) 21=140(13) 22=-140(B) 23=-140(B) 24=-196(B) 25=-60(B) 26=-60(8) 27-60(1]1) 28=-60(B) 29=60(1]1) 30=60(13) 31=-60(B) 32=-60(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /q��• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i�iTek` is always hequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262667 J361188-.13i 188A A02 HALF HIP 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:01 2018 Page 1 I D:ACzXF5ZNyEa_iNQ9dnkZfEyGOD2-UCVtxZHoemxgF DayWZGxEYbhunNjb_n?FXTu4az7QdO 4-0-0 9-5-11 12-2-8 14-11-5 20-8-8 4-0-0 5-5-11 2-8-13 2 8-13 5-9-3 Scale = 1:35.5 4x8 = 1x4 II 3x4 = US = 6.00 12 2 10 3 4 11 5 3x4 i i 1 d c Ir 9 8 7 6 2x4 II 3x4 = 5x8 = 3x4 II i 4-0-0 12-2-8 21)811 e 4-0-0 8-2-8 8-6-0 Plate Offsets (X.Y)— 12:0-5-4 0-2-01.17:0-4-0 0-3-01 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.11 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.23 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 118 lb FT = 0% LUMBER-'11 BRACING- TOP CHO p D 2x4 SP 285OF 1.8E "Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=919/Mechanical, 9=919/Mechanical Max Horz 9=261(LC 5) Max Uplift 6=334(LC 5), 9=-307(LC 9) FORCES. 1(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-825/337, 2-3=-1132/490, 3-5=1132/490, 5-6=840/351, 1-9=-895/314 BOT CHORp 8-9=-262/127, 7-8=-379/690 WEBS 2-8=-314/169, 1-8=-234/816, 3-7=-662/351, 5-7=-472/1231, 2-7=-197/519 NOTES- I,I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; E'#p C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; and vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This trus' 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be'l een the bottom chord and any other members. 5) Refer to irder(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 Gt=lb) 6=334, 9 307 7) This trus�design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocIl1 be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 11,2018 AWARNJNG - Verrry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. ■■r Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not " a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building dp� sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always' required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In formation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262668 J36188-J36;188A A03 HALF HIP 1 1 1� Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.22U s May 24 2U15 MI I ek Industries, Inc. Mon Jun 11 U7:Z3:UZ ZU18 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-yP3G8vlQP33XtN984HnAml8siBluKTZ9UbDScOz7QdN 6-0-0 13-44 20-8-B 6-0-0 744 744 3x6 8 2x4 II 5x8 = .... r— 2 7 3x4 = 10 1x4 II 3 9 6 5x8 = W Scale = 1:37.7 4x4 = 4 5 3x4 11 Plate Offsets (X,Y)— 12:0-6-0,0-2-81 16:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.07 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.14 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 125 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHO11D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTION iS. (lb/size) 5=919/Mechanical, 8=919/Mechanical Max Horz 8=329(LC 7) Max Uplift 5=346(LC 5). 8=-304(LC 9) II Max Grav 5=947(LC 13), 8=947(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 1-2=956/369, 2-3=-856/419, 3-4=-856/419, 4-5=-851/357, 1-8=-897/318 BOT CHOR 7-8=-318/192, 6-7=-420/811 WEBS 3-6=-582/308, 4-6=-414/1043, 1-7=-191/764 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; ES p C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a'tlequate 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 be+een the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=346, 8=304 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroci:j be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 604 Parke East Blvd. Tampa FL 33810 Date: June 11,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1l rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTelC- is always,1required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood � �A04 T14262669 J36188-J36I 88A HALF HIP 1 1 Job Reference o tional East coas, Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 Mt I eK Industries, Inc. Mon Jun 11 U7:23:1.13 ZU18 Page 1 ID:ACzXF5ZNyEa pNQ9dnkZfEyGOD2-QbdeLEJ2ANBOUWkLd IPJzgzfb5C3wpliFy?9Sz7QdM 8-0-0 144-4 20-8-8 8-0-0 6-4-4 64-4 4x8 M18SHS = Scale = 1:43.7 1x4 II 4x4 = 2 3 10 4 5x8 M16I 9 8 11 7 6 12 5 3x4 = 3x4 = 3x4 = 3x8 = 3x4 II LOADING II(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.10 8-9 >999 240 TCDL 75.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.20 8-9 >999 180 BCLIL 0.0 - Rep Stress Incr YES WB 0.58 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS LUMBER-1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS J 2x4 SP No.3 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 132 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 2-6 REACTIONS. (lb/size) 5=919/Mechanical, 9=919/Mechanical Max Horz 9=398(LC 5) Max Uplift 5=-357(LC 5), 9=-301(LC 9) Max Grav 5=984(LC 13), 9=964(LC 13) U FORCES. . .(Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-986/373, 2-3=-690/374, 3-4=-690/374, 4-5=-867/360, 1-9=-888/321 BOT CHORD 8-9=-404/273, 6-8=-425/821 WEBS 3-6=-494/262, 4-6=-379/961, 1-8=-140/697 NOTES. 11) Unbalanced roof live loads have been considered for this design. 2) Wind: AS,CE 7-10; Vult=160mph'(3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Ex C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate"grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This trussiiihas 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 g%rder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 5=357,9=301. 9) This trussl!l esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 11,2018 ® WARM rJG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall p A building d�slgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k• Is always'fequired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricationi storage, delivery, erection and bracing of trusses and truss systems, see ANSf/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job III, Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262670 J36188-J36188A A05 HALF HIP 1 1 it Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:04 2018 Page 1 9 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-unAOZaKgxhJF6gJXBigerADCr QAoNTSWIYhuz7QdL 7-0-0 10-0-0 14-10-4 19-8-8 20-8-8 „ 7-0-0 3-0-0 4-10-4 4-10-4 1-0-0 5x5 = 3 46 3x4 = . 4x4 = 4 13 5 6 12 11 14 15 10 9 3x4 II 3x8 = 3x8 = 2x4 II i 7-0-0 10-0-0 14-10-4 19-8-8 0-8-8 Scale: 1/4"=l' Plate O 'ets X Y— 3:0-2-8 0-2-4 8:0-2-0 0-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.71 Vert(LL) -0.14 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.23 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 165 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 5-9: 2x4 SP No.3 WEBS 1 Row at midpt 3-10 WEBS 2x4 SP No.3 REACTI ^ NS. (lb/size) 7=919/Mechanical, 12=919/Mechanical Max Horz 12=409(LC 5) Max Uplift 7=-365(LC 5), 12=-293(LC 9) Max Grav 7=954(LC 13), 12=985(LC 13) FORCES 11 (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10251361, 2-3=-1066/521, 3-4=-587/346, 6-7=-821/378, 1-12=-934/309 BOT CHORD 11-12=-406/260, 10-11=-349/709 WEBS 8-10=-283/606, 4-8=-649/250, 6-8=-315/806, 2-11=-500/301, 1-11-114/745, 3-11=-226/508 NOTES- 1) Unbak 2) Wind:, Cat. II; 3) Providt 4) This to 5) ` This t will fit t 6) Refer t, 7) Provid( 7=365, 8) This trL ced roof live loads have been considered forthis design. 3CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; xp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber M plate grip DOL=1.60 adequate drainage to prevent water ponding. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Iss 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 tween the bottom chord and any other members, with BCDL = 10.Opsf. girder(s) for truss to truss connections. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ct=lb) 2=293. s design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum k be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Padre East Blvd. Tampa FL 33610 Date: June 11,2018 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ■■" Design', alid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall buildiniql design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is atwa �s required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalipn, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262671 J36188-J36188A A06 HIPTRUSS 1 1 III Job Reference o tional East Ft. Pierce, FL 34946 3x4 i 3 , 13-0-0 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 U/:23:Ub 2U16 I'age 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-qAlm_GLxSlazL_TwJ7s6xbIX2o5lGCDkPDBfmnz7QdJ 7-4-0 7.4-0 2-11-0 2-9-0 6-2-12 Scale = 1:76.1 6x8 M18SHS 11 6.00 12 2x4 11 3x10 = 5x5 = 5x6 ':�- 6 7 33 8 34 9 4x8 i 4 5x5 = 5x16 5 = 10 11 32 6I2313 • 17 d 2x4 = 5x10 = 5x16 = - 24 -6x8 = 5x8 = 15 14 28 27 26 22 21 20 19 18 4x4 = 3x4 I I 3x6 = 4x4 = 6x8 = 5x8 = 2x4 II 2x4 II 3x4 = I 2-11-0 6x8 = 1_0.0 8.11-12 i 12-2-10 11-10-0 111i-0 5E-4 10-8-0 20-40 VOW 27-8-0 1 29.7A 30-7-0 MO 39 L12 Sb-0 5-1.12 - 7-4-0 7-4-0 1_"_o -0-0 2'_. C 2-12 G-0-10 0-4-0 LOADING '(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.28 19-20 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.30 18 >999 180 BCLL 0.0 Rep Stress Incr YES WEI 0.92 Horz(CT) 0.02 32 n/a n/a BCDL I10.0 Code FBC20171TPI2014 Matrix -AS LUMBER- , BRACING- TOPCHO ,D 2x4 SP No.2 *Except` TOP CHORD 1 4-7: 2x6 SP No.2 BOT CHORD BOT CHO D 2x4 SP No.2 `Except` 5-27,7-21: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 `Except` JOINTS ii 11-14: 2x6 SP No.2 OTHERS I 2x8 SP SS REACTIONS. (lb/size) 24=2812/0-8-0, 32=1018/0-6-12 Max Horz 24=286(LC 9) Max Uplift 24=-1341(LC 4), 32=-1004(LC 4) Max Grav 24=2812(LC 1), 32=1158(LC 18) FORCES. '' (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOF D 2-3=-523/910, 3-5=-780/1695, 5-6=-744/1706, 6-7=-682/1674, 7-8=-438/1087, 8-9=-1298/822, 9-10=-1540/879, 10-1 1=-1912/1447,11-12=-340/208 BOT CHORD 2-28=733/618, 20-21=165/251, 15-17=-1431/1993, 14-15=-380/346, 7-23=-587/885, 24-25=1506/995,23-24=-1146/576 WEBS 3.28=-268/316, 8-20=-254/223, 17-19=73/274, 9-17=-257/289, 10-17=-777/810, 15-16=-731/221, 10-16=-697/220, 13-15=1163/1839, 11-13=-1415/1761, 7-24=-1898/905, 25-28=-673/536, 3-25=-779/425, 20-23=-173/535, 8-23=-1819/1011, 17-20=-309/721, 8-17=-463/816, 11-32=-1337/1130 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 294 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 25-27, 21-23 1 Row at midpt 7-24, 8-23 1 Brace at Jt(s): 13 NOTES- 1) Unbalan ed of live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ; porch left exposed; Lumber DOL=1.60 plate grip D OL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plated are MT20 plates unless otherwise indicated. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This trt! 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 will fit bet Neen the bottom chord and any other members. 7) Bearing �1 joint(s) 32 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 24=1341132=1004. 9) This trus design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroc, be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. �* Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Not buildingl'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 fabricate n, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII QualityCriteria, DSB-89 and BCSI Building Component 9 P 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood �A07 T14262672 J36188-J36188A HIP TRUSS 1 1 Job Reference o tional East Coagt Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:08 2018 Page 1 11 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-mZQXPyNB_vghblclQYua00NtQcijk8fl sXgmggz7QdH 130-0 -2-0-0 5 -4 10-8-0 11-10- 15-0-0 20�1-0 25-9-0 29-7-0 31-40 1 1-0 396-12 2-0-0 5£-4 5-1-12 -2-0 1-2-0 2-0-0 5-0-0 5-4-0 3-11-0 1.9-0 3-7-047-12 6x6 = 6.00 12 3x4 = 5x5 = 2x4 II 4x6 8 9 35 10 co 41 22 z' 2u 1H Jx0 — txv II 3x6 = 4x4 = 6x6 = 5x10 = 4x6 = 2x4 II 3x4 II 5x8 = 5x8=12-5-12 12-2-10 11-10-0 11-6-0 15-0-0 t z9-7-0 -01--8-0 002-0AS44 0112 tl$32z4z-0 387--1122 0-0-10 0-6-4 0-4-0 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) 0.30 19-20 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.30 19-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.02 34 n/a n/a BCDL ! 10.0 Code FBC2017rTP12014 Matrix -AS TOP CH( BOT CH( WEBS OTHERS TOP BOT WEBS NOTES- 1) Unbal 2) Wind: Cat. II left ex 3) Provid 4) This tr 5) *This will fit 6) Bearir capac 7) Provid 24=12 8) This tr BRACING- 2x4 SP No.2 *Except* TOP CHORD 4-8: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 'Except' 11-19,5-27: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* JOINTS 14-15: 2x6 SP No.2, 9-23: 2x4 SP No.2 2x8 SP SS (lb/size) 24=278610-8-0, 34=904/0-6-12 Max Horz 24=319(LC 7) Max Uplift 24=-1238(LC 4), 34=-476(LC 4) Max Grav 24=2786(LC 1), 34=1037(LC 18) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-522/909, 3-5=-741/1642, 5-6=-733/1687, 6-7=-750/1873, 7-8=-363/866, 8-9=-371/956, 9-10=-609/328, 10-11 =-1 574/810, 11-12=1549/740, 12-13=-1075/508, 13-14=-1075/508 2-28=-733/616, 11-17=-271/159, 16-17=681/1544, 7-23=-623/1101, 24-25=-1425/953, 23-24=-1004/530 3-28=-252/302, 5-24=-302/167, 7-24=-2423/995, 9-20=-458/630, 10-20=-612/252, 17-20=-164/715, 10-17=-558/928, 12-17=-379/156, 14-16=-589/1248, 6-24=-137/325, 13-16=-288/150,12-16=-677/294,25-28=-667/518,3-25=-730/391,20-23=-111/444, 23-29=-1731/877, 9-29=-1658/857, 14-34=-1080/494 34 PLATES GRIP MT20 244/190 Scale = 1:76.4 c� d c 0 4 l� N TO 0 Weight: 313 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 17-19, 25-27, 21-23 1 Row at midpt 7-24, 10-20, 9-29 1 Brace at Jt(s): 29 ced roof live loads have been considered for this design. iCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; xp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch sed; Lumber DOL=1.60 plate grip DOL=1.60 adequate drainage to prevent water ponding. s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ss 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 tween the bottom chord and any other members. at joint(s) 34 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify of bearing surface. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) , 34=476. s design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum k be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 AWA NING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Desig valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trusesystem. 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' l.° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n V n IC fabrics ion, storage, delivery, erection and bracing of tmsses and truss systems, see ANSIITPIt quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. I Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262673 J36188-J3 188A A08 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft, Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:10 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-jxYHgeORWX40gbmhYyx25RTFoPW4CO KJr9tvYz7QdF 12-2-10 -2-0-0 5-11-15 10.1-14 11.5�6 R6-2 17-0.0 23-8-0 29-4-0 33-0-0 3 2 1" 12 it 2-0-0 511-15 4-1-15 i-3-e 1-3-8 3-5-14 6-e-0 5-&0 0-9-4 5x8 = Sx5 = 6.00 12 8 33 9 m 0 Cl I 32 Scale = 1:77.2 T 0 N i 2x4 I I 21 - , � 1. .1 5x8 3x6 = 4x4 = 6x8 -_2x4 I 4x4 = 5x8 = 2x4 II 5x8 = 5x8 = Or11-8 8-11-12 i 1 11-6-c 6-0 511-15 10.1-14 115-6 17-0-0 23-6-0 29-0-0 33-40 3 2 39b-12 M2 5.11-15 41-15 1-3-8 13-8 3b-14 441-0 0.&1 5-6-0 0-0-10 0-8-10 Plate Offsets (X,Y)- 18:0-6-0,0-2-81. 19:0-2-8,0-241, 110:0-54.0-2-81 f12:0-3-12 0-3-01 f15:0-5-8,0-2-41, 118:0-4-0,0-3-01 f22:0-5-8.0-2-41 f24:0-5-8,0-3-01 f28:0-4-1 0-2-151 LOADING„ I (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL ko Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.16 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.15 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.02 32 n/a n/a BCDL I10.0 Code FBC2017rrP12014 Matrix -AS Weight: 318 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP N0.3'Except' WEBS 1 Row at midpt 8-18, 9-18, 7-23, 8-22 12-13: 2x6 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 23=2805/0-8-0, 32=B99/0-3-8 Max Horz 23=355(LC 5) Max Uplift 23=1214(LC 8). 32=461(LC 4) Max Grav 23=2805(LC 1), 32=1020(LC 18) FORCES. „(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-3=535/962, 3-5=-740/1627, 5-6=737/1723, 6-7=704/1705, 7-8=-403/1159, D 8-9=690/410, 9-10=16181788, 10-11=984/452, 11-12=-984/452 BOT CHORD 2-27=-774/634, 23-24=1424/967, 22-23=-976/467, 14-15=-595/1364 WEBS 3-27=-273/318, 8-18=-512/997, 9-18=-727/330, 10-15=647/323, 7-22=-799/1722, 5-23=-264/101, 7-23=-2211/950, 24-27=-747/617, 3-24=-728/390, 8-22=-1'923/866, 12-14=522/1145, 15-18=-256/670, 9-15=540/1104, 11-14=-349/193, 10-14=537/247, 12-32=-1050/473 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASGE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Ex$ C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 jive load of 20.Opsf'on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 23=1214,I,62=461. 8) This truss esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock'be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss sy4tem. 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 fabricatlonir storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke East Job ' Truss Truss Type City Ply J36188 GHO Lot 95 Meadowood T14262674 136188-J36 88A A09 ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:13 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-7 WDQSfRKpSSzh3VGD5Ulj45mQdQHPPTmOpNXVtz7QdC -2-0.0 5.11.15 10-5-6 2-2-1 19-0-0 21-8.0 27-4.0 29-8-0 1-4-0 34-11-8 38-11-8 39 12 u 2-0.0 5.11.15 4-5-7 1.9-4 6.9.6 2-&0 5-8-0 2-4-D 1-8.0 3.7.8 't 0• - 6.00 12 I� 2x4 II 4x6 3x6 �-,4x6 6 7 5 3x4 % 4 3 n ' N N 2 bb r `17 31 30 25 24 3x6 = 4x4 = 2x4 II 3x4 II 5x8 = 5x8 = 6x8 = Scale = 1:91.2 5x8 = 5x5 = 8 9 2x4 II 5x8 = 5x5 = 6x10 = 10 11 5x5 = 5x16 = 37 13 14 d or n 36 3,j ni 1 I 16 Ioo Qfy 2138 18 23 22 20 19 3x8 = 2x4 II 4x4 = 3x8 = 3x6 = 2x4 II 3x4 = 5x8 = 12-2-10 11-6-0 5-11-15 10.5-6 IN 1 -2-10 19-0-0 21.8-0 27-0-0 29-8-03 -8- 34-11-8 38-11-8 3 2 5-11-15 4S7 -0- -0. 5-9-6 2-8-0 5-8-0 2-0-0 -0- 438 4-0-0 0.7 0-0-10 LOADING ',(psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.12 20-22 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.12 20-22 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.02 36 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHOI BOT CHOI WEBS OTHERS REACTIOI FORCES. TOP CHOI BOT CHOI WEBS NOTES- 1) Unbalanci 2) Wind: AS( Cat. II; Exj left exposi 3) Provide ac 4) This truss, 5) . This trus will fit bete 6) Bearing at capacity o 7) Provide m 27=1183, i 8) This truss sheetrock BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 *Except* BOT CHORD 5-30,7-24,11-19: 2x4 SP No.3 2x4 SP No.3 *Except* 14-16: 2x4 SP No.2, 14-15: 2x6 SP No.2 WEBS 2x8 SP No.2 (lb/size) 27=2712/0-8-0, 36=87110-3-8 Max Horz 27=390(LC 7) Max Uplift 27=-1183(LC 8), 36=-465(LC 4) Max Grav 27=2712(LC 1), 36=971(LC 18) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-517/929, 3-5=-706/1566, 5-6=-719/1664, 6-7=-679/1669, 7-8=-410/1178, 8-9=-461/317, 9-10=-604/316, 10-11 =-1 028/550, 11-12=-1034/554, 12-13=-1136/593, 13-14=-940/473 2-31=-747/612, 27-28=-13711924, 26-27=-1067/526, 7-26=-738/1483, 22-23=-119/282. 20-22=-472/919,16-17=-415/958 3-31=-257/305, 28-31=-661/529, 3-28=-693/370, 7-27=-2086/861, 8-26=1863/843, 8-22=-446/838, 10-22=-798/440, 10-20=-348/87, 17-20=-535/1017, 10-17=-155/342, 13-16=-731/308, 14-16=-555/1090, 5-27=-279/137, 12-17=-130/257, 14-36=1022/487 PLATES GRIP MT20 244/190 Weight: 341 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 6-0-0 oc bracing: 17-19 10-0-0 oc bracing: 28-30, 24-26 1 Row at midpt 7-27, 9-22, 10-22 2 Rows at 1/3 pts 8-26 f roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch i; Lumber DOL=1.60 plate grip DOL=1.60 :quate drainage to prevent water ponding. 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. oint(s) 36 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify bearing surface. chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) sign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum applied directly to the bottom chord. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekl0connectors. This design is based only upon parameters shown, and is for an individual building component, not • a .as 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 llequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftmsses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood �Alo T74262675 J36188-J36I 88A ROOF SPECIAL 1 1 Job Reference o tional East Coe Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:15 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-3vlAlLSaL3ihwMfeKW WDoVA5cQ52IKp3T7seamz7QdA 39-6-12 -2-0-0 511-15 12:1-6 2-2-10 16-3-5 20-4-0 25-0-0 211-0 0. 36-11A 8-11-8 2-0-0 511-15 4S7 1-9-0 4-0-it 4-0-11 S0-0 4_M -4-0 638 2-0-00.7.4 Scale = 1:90.4 5x5 = 34 ? N J OS N Id 23 zz z1 zu -- 1a 165x8 = 2x4 II 3x6 —_ 4x4 = 2x4 II 2x4 II 4x4 = 5x8 = 3x4 = 2x4 II 3x4 = 5x8 =5x8 = 6x8 = 12-2.10 11-&0 39-6-12 511-15 10-5-6 1,1-5613-2-1p 16-3-5 20-0-0 254-0 29-4-0 y0-&q 36-11-6 r38-11-8 511-15 4-5-7 1-0.d 1-0-0 3-0-11 ' 4-0-11 r So-0 4-0-0 -4-a —. 2-0-0 0-7 0-0-10 LOADING ;'(psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.26 TC 0.68 Vert(LL) 0.27 15-16 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.27 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.01 34 n/a n/a BCDL 1.0.0 Code FBC2017/TPI2014 Matrix -AS LUMBER-1 BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORb 2x4 SP No.2 *Except* BOT CHORD 5-28,7-22: 2x4 SP No.3 WEBS i 2x4 SP No.3 `Except` WEBS 13-14: 2x6 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (lb/size) 25=2713/0-8-0, 34=874/0-3-8 Max Horz 25=442(LC 7) Max Uplift 25=-1183(LC 8), 34=-484(LC 4) Max Grav 25=2713(LC 1), 34=959(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=517/929, 3-5=-706/1566, 5-6=-720/1667, 6-7=-670/1614, 7-8=-421/1178, 8-9=-436/297, 9-10=-449/274, 10-11=-922/531, 11-12=-1119/543, 12-13=-850/472 BOT CHORD 2-29=747/612, 25-26=-1371/924, 24-25=-1096/593, 7-24=-747/1608, 20-21=-387/295, 19-20=-271/733, 15-16=-461/873 WEBS 3-29=-257/305, 26-29=-659/528, 3-26=693/370, 7-25=-1979/861, 21-24=-402/289, 8-24=-1914/871, 8-20=445/965, 9-20=-253/116, 12-15=-979/373, 5-25=-275/132, 10-20=-839/489, 16-19=-272/734, 10-16=160/372, 13-15=-753/1283, 13-34=-1074/542 PLATES GRIP MT20 2441190 Weight: 325 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 26-28, 22-24 1 Row at micipt 7-25, 8-24, 9-20, 12-16, 10-20 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASdE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exji C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. uss 4) This tras 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing atgoint(s) 34 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of'bearing surface. 7) Provide m Chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=1183, =484. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly Incorporate this design into the overall MiTek* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k• is always riiquired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ry fabrication ,'storage, delivery, erection and bracing of trusses and truss systems, see gNSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infolrmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I ' Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262676 J36188-J361i 88A A10A Roof Special 1 1 Job Reference o tional Last L;oasti I russ, F[. Fierce, FL 34946 8.220 s May 24 Z018 Mi I eK Industries, Inc. Mon Jun 11 07:23:18 201 B Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-UU 1 JVNVSe_4GngNDOe4wQ7obld664e6W9551 B5z7Qd7 39-6-12 -2-0-0 5-11-15 10SE 2-2-10 16-3-5 20.40 246-0 28-6-0 37-9.8 3 11- 2-0-0 5-11-15 45-7 1-9-4 4b11 4-0-11 42-0 40-0 -2-0 8-1-e -2-0 d-7-4 Scale = 1:89.9 5x5 = Plate 6.00 12 4x4 2x4 II 8 4x6 i 3x6 :-,4x6 6 7 5 3x4 i:- 4 3 n m ci n 2 I 1 0 30 29 2824 �26 23 22 37 3x6 —_ 44 = 2x4 II 2x4 II 48 = 5x8 =5x8 = 6x8 = 9 5x8 M18SHS = 5x8 = 10 3x4 12 1 6x10 = 5x16 = 5x5 = 13 14 36 1 d A N rp 1 16 15 21 18 208 19 2x4 II _ 3x6 4x8 = 2x4' I I 5x5 = 5x8 = 12-2-10 11-6-0 304&o 39512 5-11-15 105-6 11- 1 2-1 16-3.5 24.6-19 2850 37-9-8 3 11- 5-11-15 4-5-7 -0- A- BA, 8.2-11 -2-0 7-1-8 -2A 0-0-10 14)-D 0-74 (X,Y)— [10:0-5-4,0-2-8], [11:0-6-0,0-2-8], [13:0-2-8,0-3-0], [14:0-5-12,0-3-0], [16:0-2-8,0-2-12], [17:0-2-12,0-2-8], [25:0-5-8,0-2-8], [27:0-5-8,0-2-8], [32:0-3-1 LOADING (psf) SPACING- 1-11-4 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.18 20-22 >999 240 TCDL 5.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.32 20-22 >999 180 BCLL 0.0 �0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.02 36 n/a n/a BCDL Code FBC2017/TPI2014 Matrix -AS LUMBER- I BRACING - TOP CHORY 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 5-29,7-23,12-19: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x8 SP No.2 WEBS JOINTS REACTION$. (lb/size) 26=2712/0-8-0, 36=878/0-3-8 Max Horz 26=379(LC 7) Max Uplift 26=-1000(LC 9), 36=-252(LC 9) Max Grav 26=2712(LC 1), 36=980(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=517/929, 3-5=-703/1566, 5-6=-723/1668, 6-7=-688/1616, 7-8=-557/1178, 8-9=-306/469, 9-1 0=-853/376, 10-11=-940/369,11-12=-998/397,12-13=-11571315, 13-14=712/190 BOT CHORD 2-30=-747/612, 26-27=-1371/924, 25-26=-1095/638, 7-25=-544/1630, 20-22=-52/362, 16-17=-221/793 WEBS 3-30=-254/305, 27-30=-658/528, 3-27=693/367, 22-25=-318/390, 8-25=-1935/711, 8-22=-383/1194, 9-22=1079/360, 9-20=393/1056, 10-20=-864/398, 17-20=-141705, 10-31=-162/417, 17-31=-209/492, 13-16=-1403/533, 14-16=-482/1710, 5-26=-277/153, 7-26=-1986/733, 14-36=1029/256 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 321 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. Except: 6-0-0 oc bracing: 23-25 10-0-0 oc bracing: 27-29, 17-19 1 Row at midpt 8-25, 9-22, 10-20, 13-17, 7-26 1 Brace at Jt(s): 31 NOTES- t 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Ex 'I C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.alate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss f 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 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at'�oint(s) 36 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 26=1000,3b=252. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock ,e applied directly to the bottom chord. Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARMING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall � of building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k• is always ieiquired for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabricationlistorage, delivery, erection and bracing of trusses and truss systems, see ANS9TPH Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infoirmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood l T14262677 J36188-J36188A At Roof Special 1 1 Job Reference o tional Last Coast I russ, Ft. Pierce, I=L 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:20 2018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-Qs83w2 Wj9bK_18Xc736OVYtxgRouYXvodPaPFzz7Qd5 r2-0.0 i 5-11-15 10.66 12-2-14 16-3-5 20-40 22-8-0 26-8-0 32.5.13 i 38-3-11 i 44-8-0 A6-8-O i 2.0.0 5.11-15 45-7 1-9-0 4-0-11 4-0.11 2.4.0 40.0 5-9-13 5-9-13 64-5 5x8 M18SHS = 6.00 12 5x5 = g g Sx5 = II � 10 2x4 II 2x4 II 2x4 = 4 15 28 27 22 21 20 IEF .". o = 46 -_ 4x6 = 3x4 I I 3x4 = 46 = 3x6 - 3x6 = 34 = 3x6 = 4x6 5x8 = 5x8 = 6x8 = 13-2-10 12-2-10 11-6-0 i 5.11-15 10-5-6 11-5-6 16-3-5 20-40 22A 26-8-0 35-4-12 44-8-0 S-11-15 4-5-7 1�-0-d 1 0- 3� 4-0-11 2-0A 40.0 &8-12 9-3-0 0-0.10 Scale = 1:102.6 Plate Offsets (X,Y)- 110:0-2-8.0-2-41.f21:0-0-0.0-1-81,123:0-5-8.0-2-81 f25:0-5-8 0-2-81 LOADING, (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.20 16-18 >999 240 MT20 244/190 TCDL 115.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.39 16-18 >999 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 321 lb FT = 0% LUMBER- I BRACING - TOP CHOf1'D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHO D 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. Except: 5-27: 2.4 SP No.3 10-0-0 oc bracing: 25-27, 21-23 WEBS 2x4 SP No.3 `Except- WEBS 1 Row at midpt 11-18, 7-24, 9-20 8-23: 2x4 SP No.2 2 Rows at 1/3 pts 8-23 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 24=2977/0-8-0, 14=1378/0-8-0 Max Horz 24=493(LC 7) Max Uplift 24=-1092(LC 9), 14=-520(LC 9) Max Grav 24=2977(LC 1), 14=1584(LC 14) FORCES. II(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-534/959, 3-5=725/1618, 5-6=746/1717, 6-7=-727/1756, 7-8=554/1202, '! 8-9=-639/296, 9-1 0=-1 130/450, 10-11=1318/445, 11-13=-2283/631, 13-14=-2578/660 BOT CHOR 2-28=-771/632, 24-25=-1416/954, 23-24=-1078/818, 7-23=-475/1614, 18-20=0/802, A 6-1 8=- 146/1586, 14-16=-390/2206' WEBS 3-28=-262/315, 25-28=-685/547, 3-25=-716/378, 20-23=71/414, 8-23=-2092/729, 9-18=-254/777, 11-18=-917/390,11-16=-146/671, 13-16=-481/262,5-24=-291/163, 7-24=-2378/951, 9-20=-1149/422, 8-20=398/1266 NOTES- 1) Unbalanc d of live loads have been considered for this design. 2) Wind: AS�E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) All plates re MT20 plates unless otherwise indicated. 5) This truss l�as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This trusl 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 betvieen 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) 24=1092,14=520. 8) This truss �esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING G. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. ■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual tmss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always rtl'quired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood I T14262678 J36188-J361lr8A Al2 ROOF SPECIAL 1 1 Job Reference o tional East Coast, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:22 2018 Page 1 ID:ACzXF5ZNyEa pNQ9dnkZfEyGOD2-MFGpLkYzhDbhGRh_FU8sazzDuFTWOT154j3VKsz7Qd3 -2-0-0 511- 5 10-5-6 2.2.1 16-3-5 20.4-0 2 -4- 1:4.0 31-7-3 37.10-5 448-0 46-&0 2-0.0 511-15 4S7 1-9-0 4-0-11 4-0-11 1-0. 4-0.0 6-3-3 6-3-3 rr9-11 2-0-0 5x5 = 5x5 = 5x5 = 6.00 12 9 10 Scale = 1:94.5 d II 2x4 = 16 oIP 4x6 —_ 4x6 = 3x4 II 3x4 II 46 = 3x8 = 5x8 = 6x6 = qx0 — 5x8 = 5x8 = 6'13 2-1 0 12-2-10 11-0-0 li 511-15 105-6 11-54 16-3-5 20Ao 254-0 34-e-12 44-0-0 51145 r 4-5-7�1- -0. 3-0-11 4-0-11 SO-0 9-0-12 9-11-4 0-0-10 0-8-10 Plate Offsets (X,Y)— Ill 1:0-2-8 0-2-41.117:0-3-0.0-3-41 f18:0-4-0 0-3-01 123.0-5-8 0-2-81 f25:0-5-8 0-2-81 LOADING (Qsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 710.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.44 17-37 >904 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.48 17-18 >827 180 BCLL 10.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.04 15 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 339 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins, BOT CHOR 2x4 SP No.2 *Except* except end verticals. Except: 15-17: 2x4 SP No.1 10-0-0 oc bracing: 25-27, 21-23 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-24, 8-23, 10-18, 11-18, 9-19, 12-18, 10-19 REACTIONS. (Ib/size) 24=2977/0-8-0, 15=1378/0-8-0 Max Horz 24=-574(LC 6) Max Uplift 24=1337(LC 4), 15=-767(LC 4) Max Grav 24=2977(LC 1), 15=1586(LC 14) FORCES. (' b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=533/958, 3-5=-728/1618, 5-6=-738/1718, 6-7=-689/1668, 7-8=-408/1195, 8-9=677/430, 9-10=-583/410, 10-11=-996/632, 11-12=-1178/664, 12-14=2239/1237, 14-15=-2556/1253,7-23=-875/1822 BOT CHORD 2-28=-771/632, 24-25=-1414/1000, 23-24=-1111/785, 19-20=354/484, 18-19=27/610, 17-18=-607/1505,15-17=-1013/2179 WEBS 3-28=-265/318, 25-28=-684/569, 3-25=716/381, 7-24=-2223/1008, 20-23=-361/445, 8-23=-2125/1037, 10-18=-516/918, 14-17=-515/286,5-24=-286/134, 9-19=-299/345, 8-19=-517/1093,12-17=574/741,12-18=-10071563,10-19=-1179/648 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASOI= 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Expl C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adgquate 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 betwgen the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24=1337,15=767. 7) Graphical p.urlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 AWARNI�G . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building ddiign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always r, quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication) storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety InfoIrmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262679 J36188-J3g188A A13 HIP 1 1 Job Reference 6o tional East Coast Truss, FL Pierce, FL 34946 8.220 s May 24 2018 MI I ek Industries, Inc. Mon Jun 11 0/:23:24 ZU1B Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-IeOamQZDDgrPWIrNMvBKfO2eK2CYUKeOXOYcOkz7Qd 1 2-0.0 511-15 10.56 1 -2-1 16.9.5 21.4.0 3.4-0 30-3-3 37-2-5 44- 2-0.0 571-15 4-5-7 -9-0 4-6-11 4-6-11 2-40 6-11-3 571-3 W11 5x5 = Scale = 1:105.0 6.00 12 5x5 = 9 10 2x4 11 3x6 i 8 4x6 % 4x6 3x6 I- 3x6 7 11 3x6 5 6 3x6 m 3x6 512 12 13 3 2x4 II 2x4 II 2x4 = WIt1 2LN 14 0 24 28 27 26 22 21 20 38 39 19 40 15 0 18 17 16 0 0 = 4x6 -_ 4x6 = 3x4 II 3x4 II 4x8 = 5x8 = 4x6 3x6 = 2x4 II 5x8 = 5x8 = 3x6 = 6x8 = 13-2-10 12-2-10 11-6-0 i 511-15 105-6 1.1541L 16-9-5 21A-D 23-0-0 30-3-3 3:7 -1 44-8-0 511.15 4-5-7 { 0-d 1-0. 3-6-15 4-6-11 2-D-0 6-11-3 6-11, 75-11 0-0-10 0-a-10 Plate Offs ets (X Y)- I9:0-2-8,0-2-41.f10:0-2-8 0-2-41.It9:0-4-0,0-3-01 f23:0-5-8,0-2-81,125:0-5-8,0-2-81 lI LOADINC9 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL ° 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.27 16-37 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.24 18-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 329 lb FT=0% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins, BOT CHC]RD 2x4 SP No.2 except end verticals. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 25-27, 21-23 7-21: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. OTHERS' 2x4 SP No.3 WEBS 1 Row at midpt 7-24, 8-23, 9-19, 10-19. 11-19, 9-20 REACTIONS. (lb/size) 24=2977/0-8-0, 14=1378/0-8-0 Max Horz 24=-597(LC 6) Max Uplift 24=-1332(LC 4), 14=-763(LC 4) Max Gram 24=2977(LC 1), 14=1576(LC 14) FORCES! (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHARD 2-3=-533/958, 3-5=728/1618, 5-6=-739/1719, 6-7=-687/1665, 7-8=-409/1181, 8-9=-301/312,9-10=-800/528,10-11=-967/545,11-13=-1777/913,13-14=-2519/1290, 1j 7-23=-886/1832 BOT CHORD 2-28=771/632, 24-25=-1414/1000, 23-24=-1092/784, 19-20=0/551, 18-19=-544/1393, 16-18=-1028/2132, 14-16=1028/2132 WEBS 3-28=-265/318, 25-28=-683/568, 3-25=716/381, 7-24=2233/1004, 20-23=-211/401, 8-23=-2128/1037,9-19=-600/1051,11-19=-1153/675,11-18=-488/610,13-18=-841/551, 13-16=-262/307, 5-24=-283/135, 8-20=-702/1193, 9-20=-1158/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This t uss 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 etween the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24=1332,14=763. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING -Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■■ Desiin valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an IndividuaI 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 buildf'ng design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is al ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job russ Truss Type Qty Ply J36188 GHO Lot 95 Meadowood At T14262680 J36188-J36188A 4 HIP 1 1 Job Reference o tional East Coast; russ, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:26 2018 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-FOVKA6bTIR5713 mUJDolp7zgst4yEQh?K1jTdz7Qd? i-2-0.0 i 5-11-15 10.5.E 12-2-1Q 16-8.9 21.2.E .23.5-8 304-3 37-2-13 44-8-0 i46-8-0 2-0-0 5-11-15 4-57 1.9-0 4-5.15 4-515 2-3-0 6.10.11 6-10.11 7-5.3 2.0-0 6.o0 12 G III �n mot 1 �I 5x5 = 5x5 = 10 Scale=1:92.7 �1 3x6 = qx0 - 4x6 -_ 4x6 - 3x4 II 3x4 II 4x8 = 5x8 = 3x6 = 2x4 II 5x8 = 5x8 = 6x8 = 13-2-10 III 12-2-10 11-6-0 5-11-15 10-5-6 11- 1643-9 21-2-8 2358 30-0-3 37-2-13 44�0 5-11-05 4-5-7 - -0. 3b15 45-156.10-11 6-10.11 7-5-3 0-0-10 0.8-10 Plate Offsets (X,Y)- 19:0-2-8,0-241,110:0-2-8 0-2-41.f19:04-0,0-3-01 123:0-5-8 0-2-81 f25:0-5-8 0-2-81 LOADING (psf) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.26 16-37 >999 240 MT20 244/190 TCDL Lumber DOL 1.25 BC 0.72 Vert(CT) -0.24 18-19 >999 180 �5.0 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.05 14 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -MS Weight: 328 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. Except: WEBS 2x4 SP No.3'Except' 10-0-0 oc bracing: 25-27, 21-23 7-21: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-24, 8-23, 9-19, 10-19, 11-19, 9-20 REACTIONS. (lb/size) 24=2977/0-8-0, 14=1378/0-8-0 Max Horz 24=-594(LC 6) Max Uplift 24=-1332(LC 4), 14=-763(LC 4) I(Ib) Max Grav 24=2977(LC 1). 14=1577(LC 14) FORCES. -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORI 2-3=-533/958, 3-5=-728/1618, 5-6=739/1719, 6-7=-687/1664, 7-8=409/1179, 8-9=-292/318, 9-10=814/535, 10-11=-982/553, 11-13=-1786/919, 13-14=-2524/1293, 7-23=-887/1835 BOT CHORD 2-28=-771/632, 24-25=1414/1000, 23-24=-1092/784, 19-20=0/547, 18-19=-550/1403, 16-18=-1031/2137, 14-16=-1031/2137 WEBS 3-28=-265/318, 25-28=-662/568, 3-25=-716/381, 7-24=-2232/1004, 20-23=-213/405, 8-23=-2129/1040,9-19=-596/1044,11-19=-1145/670,11-18=-484/605,13-18=-836/548, 13-16=260/305, 5-24=-283/135, 8-20=709/1206, 9-20=-1168/524 NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASdE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposeid; 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 trus� 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 betWen the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide melchanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 24=1332, 114=763. 7) Graphical Rurlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ®WARNI,IG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design vaLd for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss sys(em. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V r iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication;) storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lot , ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262681 J36189 J36188A A15 ROOF SPECIAL 1 1 i„ Job Reference o tional East toast I fuss, Ft. Pierce, t-L 34946 8.220 s May 24 2018 Mt I eK Industries, Inc. Mon Jun 11 07:23:27 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-jC3iOSc6 WID_NCZy11 k 1 H1 gAEG9ChiFgE_mG?3z7Qd_ -2-0-05-4-7 -1-11 10-2-7 13-B-13 15-9-3 20-4-0 21-4- 25-4-0 31-7-3 37-9-0 44. 6-B-0 2-0-0 5.4-7 1-9-3 3-0-12 3-G-7 2-0-6 4-6-13 -0- 4-0-0 6-3-3 6-1-13 6-11-0 2-0-0 Scale = 1:87.1 5x5 = 5x5 = 5x5 = a nn 77 7 8 46 —_ 2x4 II 5x8 = 3x8 = 3x8 = 6x6 = 4x6 = 3x6 = 54-7 9-8-12 10.2'7 15-9-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.49 18-19 >852 240 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.62 18-19 >668 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.07 13 n/a n/a BCDL 10.0 Code FBC2017IrP12014 Matrix -AS TOP C BOT C WEBS OTHEI REAC FORCI TOP C BOT C WEBS NOTES- 1) Unbak 2) Wind:, Cat. II; left exl 3) Provid, 4) This III 5) • This I will fit t 6) Provide 19=121 7) This to 2x4 SP No.2 2x4 SP No.2 `Except' 13-15: 2x4 SP No.1 2x4 SP No.3 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 285 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at mid Pt 10-16, 8-18 2 Rows at 1/3 pts 6-19 S. (lb/size) 19=2792/0-11-5, 13=1517/0-8-0 Max Horz 19=493(LC 6) Max Uplift 19=1290(LC 4), 13=-828(LC 4) Max Grav 19=2792(LC 1), 13=1720(LC 14) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. D 2-3=-521/918, 3-5=-601/1375, 5-6=-487/1382, 6-7=-1074/613, 7-8=-939/578, 8-9=-1265/752, 9-1 0=-1 4721796, 10-11=-2539/1375, 11-13=-2846/1387 D 2-20=-744/615, 19-20=-744/615, 18-19=0/450, 16-18=-185/905, 15-16=725/1766, 13-15=-1131/2436 8-16=414/733,10-16=-1000/561, 10-15=-583/755,11-15=-513/284, 5-19=-446/270, 3-19=-479/230,7-18=-425/594,8-18=-1089/589,6-18=-485/902,6-19=-2445/1060 ad roof live loads have been considered for this design. ;E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; p C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch .d; Lumber DOL=1.60 plate grip DOL=1.60 ]equate drainage to prevent water ponding. 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 /een the bottom chord and any other members, with BCDL = 10.Opsf. echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=828. design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum be applied directly to the bottom chord. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is alwayg required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r 1 s Truss Type City Ply J36188 GHO Lot 95 Meadowood TA'lu6 T14262682 J36188-J361aBA ROOF SPECIAL 1 1 Job Reference o tional Last Uoast'I cuss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:29 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-fbBTp7dM2MTicWjjL9SmWMSIS73sH9cH7hl FN3yz7Qcy 2.0-0 511-2 1 11-3-13 150-0 20-4 0 23-40 27-4-0 32 171. 3 38-6-5 44.8-0 468-0 2-0-0 S71.2 0. 0. 2 4574 3.8-3 S40 3.0-0 4-0-0 5-7.3 57-3 6-1-11 2.0-0 Scale = 1:87.1 l 5x5 = I 6.00 12 6 5x5 = 5x8 = 4x6 7 5 3x6 3x6 9 3x6 4x8 % 4 10 d 2x4 i M ch 3 11 odS 2x4 I I 2x4 II 2 2x4 = u 12 17 13 21 20 19 31 18 17 16 15 32 33 14 cs 3x6 II 3x6 = 3x8 — 3x6 —_ 3x6 = 3x6 = 4x6 = 4x6 = 4x6 = 3x6 = 3P 6-0-4 6- - 5 15-0-0 16.6-7 20-4-0 1�i- 274-0 35-6-12 44-8.0 6-0-4 0. - 1 8-2-1 1-8-7 37-9 -0 2-0-0 4-6-0 e-0-12 8-11-4 Plate Offsets (X.Y)— 18:0-6-0.0-2-81 LOADING l!psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.22 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.46 14-16 >994 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.08 12 n/a n/a BCDL 0.0 Code FBC2017frP12014 Matrix -AS Weight: 289 lb FT = 0% LUMBER- '! TOP CHORb BRACING - 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 5-20: 2x4 SP No.3 6-0-0 oc bracing: 5-20 WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 9-16, 3-20, 7-18, 8-17 3-21: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 21=2543/0-11-5, 12=176610-8-0 Max Horz 21=-493(LC 6) Max Uplift 21=959(LC 9), 12=666(LC 9) Max Grant 21=2543(LC 1), 12=1880(LC 14) FORCES. ICIb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-534/996, 3-5=-1481/493, 5-6=1551/679, 6-7=-1463/687, 7-8=-1659/726, 8-9=-2044/784, 9-11=-2963/957, 11-12=-3243/983 BOT CHOR 2-21=-782/632, 20-21=-830/632, 18-20=-44/1436, 17-18=16811691, 16-17=-197/1713, 1 4-16=-454/2216, 12-14=-681/2801, 5-20=-699/333 WEBS 7-17=-102/288, 8-16=-228/831, 9-16=-880/373, 9-14=-134/635, 11-14=-453/247, 6-18=-447/1043, 3-21=-2358/998, 3-20=-721/2098, 7-18=-11831475, 5-18=-148/256, 8-17=-327/126 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. . 4) This truss'Ilhas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This trusls 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�een the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 21=959, 112=666. 7) This trusslidesign requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocklbe applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 zAWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss sotem. 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 w A iTe l.' is always;, required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MYi 1 li fabricatlop, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262683 J36188-J361 8A A17 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 I,2-M i 7-1-11 12-7-7 -0-0 7-1 -1 1 5-5-13 6.00 12 3x6 3x6 5 4 4x8 3 19 4x6 = 3x6 11 20-4-0 7-8-9 18 29 5x10 = 5x5 = 6 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:31 2018 Page 1 I D:ACzXF5Z NyEa_pNQ9dnkZfEyGO D2-b_JD EpfcaJ Q rgtjGtp_Stgq UtYmdX?Q8ckU7gz7Qcw 25-4-0 29-4-0 36-8-12 44-8-0 A6-8-0 , 5.0-0 4-0-0 7-4-12 7-11-4 2-0-0 Scale = 1:87.1 5x5 — 5x5 = 7 3x6 3x6 9 10 17 30 16 31 15 14 13 3x8 = 4x6 3x8 = 4x6 2x4 II 36.8-12 44-8-0 2x4 II 2x4 II 2x4 = 11 L 12 d d 4x6 = LOADING j(psf) TCLL 1120.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.68 DEFL. Vert(LL) in (loc) I/defl Lid 0.46 15-17 >999 240 PLATES GRIP MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.58 15-17 >825 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.11 11 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 260 lb FT = 0% LUMBER -I BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS I 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-17, 6-17, 7-17, 7-15, 10-15. 3-18 3-19: 2x6 SP No.2 OTHERS p 2x4 SP No.3 REACTIO S. (lb/size) 19=2416/0-11-5, 11=18,94/0-8-0 Max Horz 19=493(LC 6) Max Uplift 19=1118(LC 4), 11=-1000(LC 4) Max Grav 19=2416(LC 1), 11=1990(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOF D 2-3=484/781, 3-5=-1945/974, 5-6=-1971/1077, 6-7=-1863/1052, 7-8=-2262/1288, I 8-1 0=-2593/1386, 10-11 =-3406/1795 BOT CHO,, D 2-19=-616/565, 18-19=-707/565, 17-18=-570/1627, 15-17=-923/2178, 13-15=-1477/2924, 11-13=-1477/2924 WEBS 6-17=857/1249, 7-1 7= 1250/702, 8-15=-498/705, 10-16=941/604, 10-13=-264/311, 3-19=-2267/959,5-18=-549/297,3-18=-1082/2319 NOTES- '' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Ep C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide'dequate 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 In. 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 loMween the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide .i echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=1118,11=1000. 7) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetrocC be applied directly to the bottom chord. Thomas A, Albani.PE No.39380 MiTek USA, Inc. FL Celt 6634 8904 Parke East Blvd. Tampa FL 33610 Date; June 11,2018 AIWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev, 1010312015 BEFORE USE. Design iwaltd for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not e{ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety'info rmation available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262684 J36188-' 36188A A18 ROOF SPECIAL 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:33 2018 Page 1 I D:ACzX F 5Z NyEa_rN Q9dnkZf EyGOD2-Y M R_eVg s5bz857160i rSXlwBrg Em5P GjcwDbCjz7Q cu II 1-2-0-0 , 6-8-5 11-9-6 19-0-0 , 21-11-0 27-4-0 31:4-0 37-8-12 44-8-0 A6$-0, 2-M 6-8-5 5-1-1 7-2-10 2-8-0 5-8-0 4-0-0 6-0-12 6-11-0 2-M Scale = 1:87.1 6.00 12 5x5 = 5x5 = 6 7 4x6 —_ 3x6 I 4xl0 = 3x6 = 3x8 = 4x8 = 3x6 = 2x4 II 4Xb 4x6 = 19-0-0 21-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.28 17-18 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.58 17-18 >833 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.11 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 3-21: 2x6 SP No.2 OTHERS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 278 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-18, 8-17, 7-18, 7-17 REACTIONS. (lb/size) 21=2386/0-8-0, 12=1923/0-8-0 Max Harz 21=464(LC 6) Max Uplift 21=900(LC 9), 12=-725(LC 9) Max Grav 21=2386(LC 1), 12=2010(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-474/727, 3-5=-2098/668, 5-6=-2075/811, 6-7=-1749/791, 7-8=-3149/1245, 8-9=2689/1002, 9-11=2801/981, 11-12=-3518/1097 BOT CHORD 2-21=-575/551, 20-21=654/551, 18-20=-271/2056, 17-18=-229/1928, 15-17=489/2342, 14-15=-773/3035,12-14=-773/3035 WEBS 3-20==858/2371, 5-20=-537/291, 5-18=-255/160, 6-18=-180/674, 8-17=-1699/715, 9-17=-1301621, 9-15=-135/447, 11-15=-824/326, 11-14=0/288, 3-21=-2280/950, q 7-18=-474/182,7-17=-653/1755 NOTES- 1) Unbalan ed roof live loads have been considered for this design. 2) Wind: ASiCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.66 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This trusqI 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 rr'echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 21=900, 12=725. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39360 MITek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: June 11,2018 ,&WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II-7477 rev. 10/07/2015 BEFORE USE. ��• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss sV" tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always'�equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSffTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intbrmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss • Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262685 J36188-J36188A A19 HIP TRUSS 1 1 ' I Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:35 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-UIYk3Bi7dCDrKRAU Vtwcj?XEUx3ZK203EihGbz7Qcs -2-0.0 0.0.5 10.9-6 17-0-0 23-8-0 29-4.0 0.9.0 33-4 39-10- 44-B-0 4-9-1 6-2-10 6-81- 5-8-0 -9- 2-7-0 5-6-4 4-L- 0 Scale = 1:83.0 6.00 12 5x8 = 5x5 = 6 7 3x6 = 15 14 13 12 9 2x4 II 6x8 = 4x6 II i 33-4-0 4-0-0 0 10-9-6 17-0-0 2343l1 30.9-0 1-9 32104 448-0 40.0 0 6-5.6 6-2-10 643-0 7-1.0 -0- 1-7-0 5-0-0 5.9.12 Plate Offsets (X.Y)- I6:0-6-0,0-2-81 17:0-3-0 0-2-81 I9:0-2-8,0-2-41 I12:Edoe.0-3-81 I16:0-2-12 0-3-01.117:0-2-12,0-3-41.119:0-1-12.0-3-41 ,.I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.58 16-17 >828 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.59 16-17 >813 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.13 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 288 lb FT = 0% LUMBER'- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except` BOT CHORD 9-14: 2x4 SP No.3, 16-17: 2x4 SP No.1 WEBS j 2x4 SP No.3 *Except* WEBS 3-20: 2x6 SP No.2 REACTICSNS. (lb/size) 12=1802/Mechanical, 20=2399/0-8-0 Max Horz 20=507(LC 7) Max Uplift 12=-965(LC 4). 20=-1106(LC 4) Max Grav 12=1896(LC 14), 20=2399(LC 1) FORCES; (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-482/751, 3-5=-1916/965, 5-6=-2077/1112, 6-7=-2193/1240, 7-8=-2490/1343, 8-9=-2744/1463, 9-10=3082/1567, 10-11=-2202/1127, 11-12=1838/885 BOT CHORD 2-20=601/563, 19-20=-704/567, 18-19=-713/1637, 17-18=-785/1782, 16-17=1483/2940, 9-16=-622/1023 WEBS 3- 1 9=-1 100/2349, 5-19=-636/316, 5-18=-108/292, 6-17=-381/707, 7-17=-461/653, 8-17=-13111659, 10-16=-286/841, 10-13=-1220/466, 3-20=-2272/937, 11-13=926/1881, 8-16=-607/254, 13-16=-1051/1997 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 14-16 1 Row at midpt 6-18, 8-17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exp 6 sed; 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 tr ss 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, girders) for truss to truss connections. 7) Provide"Triechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=965, 20=1106. 8) This tru'Is design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrocrk be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. met 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 aiwa�is required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabhcatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type City Ply J36188 GHO Lot 95 Meadowood 11 T14262686 J36188-J36188A A20 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:38 2018 Page 1 I D:ACzXF5ZNyEapN Q9dnkZfEyGOD2-u KEti Ck?w7 cQBvv3 BrRdELd3Eh_KmizSm CxLtwz7 Q cp r-2-0-0 i 7-9-4 9-9-6 i 15-0-0 i 20-4-0 25-8-0 i 31-4-0 35-4-0 i 3T10-4 44-8-0 r2.0.0 7-9-4 2.0-2 5-2-10 5-4-0 5-4-0 5-8-0 4-0.0 4.6.4 4.9-12 Scale = 1:83.1 6.00 12 5x8 2x4 II 5x8 = 6 7 8 3x4 5x8 M18SHS 3x6 % 5x5 = 5 9 4 d I� 4x8 i 3x4 d ^ 3 11 d F 4x6 � m n 2 12 o 0 10 8 17Iro 26 25 24 30 23 22 21 1 IN N 5) 1= 3x6 —_ 3x6 II 5x8 = 3x4 = 3x8 = 3x6 3x4 = f 20 16 15 14 13 2x4 II 2x4 I 48 = 3x6 II 2 II 31.9-0 i 4-0-0 25-5-0 30-. 314,035-4-0 39-104 448-0 216 1:52 02 V0:2 4-0-0 0 0 5-56 5-2-10 r 54-0 54-0 5-1-0 017- 3-7-0 464 49-12 05.0 Plate Offsets (X.Y)—f6:0-6-0,0-2-81.f8:0-6-0,0-2-81,f9:0-2-12.0-2-41,f10:0-2-8 0-2-41,f17:0-2-8,0-3-01 f25:0-2-8 0-3-01 I LOADIN„G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.34 19-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.41 19-21 >999 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.17 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 305 lb FT = 0% LUMBER! BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 9-19: 2x4 SP No.3 4-8-0 oc bracing: 18-19 WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 8-23, 9-21 3-26: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 17 REACTICJNS. (lb/size) 13=1783/Mechanical, 26=2391/0-8-0 Max Horz 26=464(LC 7) Max Uplift 13=978(LC 4), 26=-1087(LC 4) Max Grav 13=1839(LC 14), 26=2391(LC 1) FORCES,! (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-491/771, 3-5=1753/865, 5-6=2050/1065, 6-7=-2236/1215, 7-8=-2236/1215, 8-9=2723/1385, 9-10=-2795/1539, 10-11=-3091/1643, 11-12=-2024/1082, 12-13=-1790/906 BOT CHORD 2-26=-624/575, 25-26=-688/579, 24-25=864/1498, 23-24=-992/1757, 21-23=-1320/2344, 19-21=-1817/3356, 18-19==1622/3350, 17-18=-1622/3350 WEBS 5-25=-759/350, 5-24=-173/428, 6-23=-439/885, 7-23=-401/193, 8-23=-311/129, 8-21=-595/1046, 9-21 =-1 380/655, 10-17=-694/1086, 3-25=-104712279, 3-26=-2269/932, 12-14=-928/1791, 11-14=-1335/571, 9-17=-993/498, 14-17=-914/1800, 11-17=-453/1096 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Prxp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide,ladequate drainage to prevent water ponding. 4) All plate 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 trtlrss 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 b6tween the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer toigirder(s) for truss to truss connections. 8) Provide' nectianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=978, 26=1087. 9) This trusts design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design'valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall�- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricagon, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ' Truss Truss Type Qty Ply Lot 95 Meadowood T14262687 J36188-J3618 A A21 ROOF SPECIAL 1 1 �J36188G[10 Job Reference (optional) cast Coasi i toss, rr. rierce, rL -D o.<cv s may — N io mi r ek muusares, 4— ry raye I D:ACzXF5ZNyEa_pN Q9d nkZf EyGOD2-326iz9xGA4ayoaq DZvrImB U6YnQ7EKGwgdjFB?z7 P I1 -2-0-0 6-10 4 13-2-0 20-4-0 27 6-0 33-2-0 37-2-0 42-7-8 44-8-0 II 2-0-0 6-10 4 6-3-12 7-2-0 7-2-0 5 8-0 4-0-0 5-5-8 2-0 8 Scale = 1:83.6 6.00 12 5x8 = 5x8 M18SHS = 5x5 = 5 30 6 7 3x6 3x4 - 4 5x5 = 5x8 = � 3 8 5x6 = m :5x5 = 10 11 m V M 2 0 '�}' 26 25 24 31 23 22 21 20 d 19 16 12 o 7 13 _ N N 3x6 = 2x4 II 5x6 = 3x8 = 4x6 3x4 = 6x6 = 4x4 — 2x4 II WO = 18 15 14 2x4 11 3x6 = 8-2-0 2x4 II 2x4 II 3x8 = 4-3-14 6- 0 3- -0 20-- -6-0 33- 36-6-0 37-2 0 40-6-0 42-7.8 4-8-0 4-3-14 2-6-6 6-3-12 7-2-0 7-2-0 5-8-0 3-4-0 0-8 3-4-0 2-1-8 2-0.8 Plate Offsets (X,Y)—f5:0-6-0.0-2-81,f6:0-2-8,0-3-41,f7:0-5-8 0-2-41 f9:0-6-0.0-2-81f13:0-3-8 0-1-81,f14:0-2-8,0-1-81f20:0-2-8 Edgel.f24:0-2-8 0-3-41 LOADING Ipsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.33 21-23 >999 240 MT20 244/190 TCDL 15.B 0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.57 21-23 >834 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES W0.71 Horz(CT) 0.31 14 n/a n/a BCDL 0.0 Code FBC20171TP12014 Matrix -AS Weight: 274 lb FT = O% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 *Except* TOP CHORD Sheathed, except end verticals. 5-6,6-7: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP 285OF 1.8E *Except' WEBS 1 Row at midpt 8-21 14-18: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 13, 16 WEBS 2x4 SP No.3'Except* MiTek recommends that Stabilizers and required cross bracing 11-14: 2x6 SP No.2, 11-13: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS. (lb/size) 2=1667/4-8-0, 14=1943/Mechanical, 26=535/0-3-8 Max Horz 2=447(LC 7) Max Uplift 2=-685(LC 9), 14=-659(LC 9), 26=-139(LC 9) Max Grav 2=1692(LC 13), 14=1947(LC 14), 26=562(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3141/1091, 3-4=-2974/1068, 4-5=2881/1105, 5-30=-3173/1248, 6-30=-3173/1248, 6-7=3173/1248, 7-8=-3472/1273, 8-9=-4237/1516, 9-10=-3577/1219, 10-11=-2824/918, 12-14=-1887/663,11-12=-1774/587 BOT CHORD 2-26=768/2891, 25-26=-768/2891, 24-25=768/2891, 24-31=-610/2689, 23-31=-610/2689, 22-23=76613055, 21-22=-766/3055, 20-21=1246/4266, 19-20=-860/3133, 17-19=-860/3133, 16-17=-875/3069, 13-16=-875/3069 WEBS 3-25=-298/150, 3-24=-266/181, 5-24=-68/400, 5-23=-271/929, 6-23=-552/274, 7-23=-84/372, 7-21=284/1052, 8-21 =-1 502/582, 8-20=-1012/403, 9-20=-521/1537, 10-13=-1857/700, 11-13=-1079/3178 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: AS6E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=son; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates) re 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, with BCDL = 10.Opsf. 7) Refer to g1rder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 lb uplift at joint 2, 659 lb uplift at joint Thomas A. Albani PE No.39380 14 and 13lb uplift at joint 26. MiTek USA, Inc. FL 9) This truss ert 6634 )design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum 6904 Parke East FL Cd. Tampa FL 33610 sheetrock be applied directly to the bottom chord. Date: LOAD CAS (S) Standard June 11,2018 i� A WARNIG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design val d 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 with possible personal injury and property damage. For general guidance regarding the fabrication'l storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII QualityCriteria, DSB.89 and BCSI Building Component 9 P 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 N Job Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262688 J361861 J36188A A22 ROOF SPECIAL 1 1 Job Reference o lional east ui asl r russ, ri. rierce, rL 34740 a.zzu s May Z4 Z01d MI I eK Inausines, Inc. Mon Jun 11 07:23:43 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-FH 1 mlwo81gEjHgo 1 zOOoxPKznifgRwaBvUe6Y8z7Qck q 2-0-0 -9- 4-11-0 3-11-0 1-5-0 6-2-11 6.2.11 6-2-11 5-8-0 4-0-0 -1-8 Scale = 1:84.4 5x5 = 2x4 II 3x6 = 3x4 = 2x4 II 5x8 = F nn F17 5 6 37 38 7 8 9 39 10 3x6 = "� — ��� — —1 — 4x6 = 2x4 11 32 31 30 29 3x8 M18SHS = 20 3x4= 16 15 2x4 II 4x10 = 2x4 II 2x4 II 2x4 II 3x8 = 6x8 = i 8-2-0 i 1.9-0 11-0-0 40-6-0 17-2-11 20.1-8 23b-5 29-8-0 35-0-0 :F 448-0 3-11-0 3-11-0 -0-0 6-2-11 2-10.13 3313 12-11 S&0 -2-0 2-1. .1.8 42-0 1-0-0 0-5-0 0.0-8 Plate Offsets (X.Y)— (6:0-2-8.0-2-41.f10:0-5-8 0-2-41.111:0-2-12.0-3-01 f12:0-6-0 0-2-81 115.0-2-8 0-1-81 f25:0-2-8 0-3-41 127:0-2-0 Edgel 133:0-6-4 Edgel LOADI� G (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.41 25 >999 ' 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.70 24-25 >763 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.36 15 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 313 lb FT = 0% LUMBER- BRACING - TOP CHi )RD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 13-14: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP 285OF 1.8E *Except* 10-0-0 oc bracing: 31-33, 27-29 3-31,15-20: 2x4 SP No.2, 5-29: 2x4 SP No.3 WEBS 1 Row at midpt 11-24, 9-26, 13-17 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 19 14-15: 2x6 SP No.2 REACTIONS. (lb/size) 2=218810-8-0, 15=2002/Mechanical Max Horz 2=426(LC 7) Max Uplift 2=-799(LC 9), 15=-671(LC 9) FORCE . (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3983/1130, 3-4=-3766/1188, 4-5=3585/1230, 5-6=-3511/1279, 6-7=-3866/1412, 7-9=-3866/1412,9-10=4041/1479,10-11=-4079/1418,11-12=-5266/1801, 12-13=-3713/1261,15-17=-1952/676 BOT CHORD 2-33=-870/3580, 26-27=-759/3011, 25-26=-1109/4041, 24-25=-965/3603, 22-24=-1612/5334, 21-22=-931/3342, 19-21=-931/3342, 18-19=-951/3326, 17-18=-951 /3326 WEBS 10-24=273/966, 11-24=-1939/722, 11-22=-1279/496, 12-22=-801/2356, 4-30=2098/610, 27-30=-623/2361, 4-27=-297/1346, 30-33=-580/2136, 4-33=-395/1699, 7-26=-452/236, 6-26=-379/1226, 9-25=-392/165, 10-25=-193/751, 9-26=-314/91, 6-27=-164/644, 13-17=-3661/1243 NOTES- 1) Unbal,nced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II;, Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plali s are MT20 plates unless otherwise indicated. 5) This tr ss 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 6 tween the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=799; 15=671. Thomas A. Albani PE No.39380 9) This truss Mi7ek USA, Inc. FL Cert 6634 design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroick a FL 33610 be applied directly to the bottom chord, 6904 Parke East Blvd. Tampa Date: June 11,2018 ® W. {RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is alwdys 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 tmsses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. . I Tampa, FL 36610 Job I Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262689 J36188-136188A A23 HIP TRUSS 1 1 I. Job Reference (optional) East Ca i. TCLL TCDL BCLL BCDL LUMBI TOP C BOT C WEBS TOP C BOT C WEBS ast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:46 2018 Page 1 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-fsjuNxgO2bcH87 Wcf WaVY1 yR?wh1 eHGdbStn9Tz7Qch 2-0-0 , 4-9 4 9-0-0 14-9-5 20-6-11 26-4-0 31-8-0 34-5-8 39-5-0 44-8-0 2-0-0 4-9 4 4-2-12 5-9-5 r 5-9-5 5-9-5 5-4-0 2-9-8 4-11-8 5-3-0 6x8 = 2x4 II 7x8 = 6.o0 12 4 33 34 5 6 3x4 3 2 2x4 II a 4x4= 0 0 22 U 2 4x6 2x4 11 2X4 I I 2x4 11 2x4 11 2x4 II 2x4 11 Or8-8 9-11-8 i 20 0 19 7x8 = w 2X4 11 2x4 11 6x8 = 7 35 36 8 5x8 = 9 18 8x8 = 17 16 15 14 2x4 II 4x8 = 5x5 = (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.34 19 >999 240 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.60 18-19 >894 180 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.22 12 n/a n/a 10.0 Code FBC2017ITP12014 Matrix -AS BRACING- 2x6 SP DSS *Except* TOP CHORD 1-4: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP 285OF 1.8E *Except* 2-20,18-20: 2x6 SP No.2, 7-16,23-28: 2x4 SP No.3 WEBS 2X4 SP No.3 `Except* JOINTS 15-18,8-18: 2x6 SP DSS (lb/size) 12=2014/Mechanical, 2=2160/0-8-0 Max Horz 2=402(LC 7) Max Uplift 12=-671(LC 9), 2=-809(LC 9) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-4064/1306, 3-4=-3697/1268, 4-5=-4549/1603, 5-6=-4546/1601, 6-7=-4884/1702, 7-8=-4864/1698, 8-9=-3218/1197, 9-10=-1833/721, 10-11=-1833/721, 11-12=-1963/693 2-22=-1017/3596, 21-22=-1017/3596, 20-21=-874/3263, 19-20=-1487/5121, 18-19=-1487/5121,7-18=-415/211,14-15=-914/3093,13-14=-912/3095 3-21=-471/164, 4-21=-67/386, 6-18=415/104, 15-18=874/3146, 8-18=-872/2942, 8-15=-966/220, 9-15=-495/229, 9-13=-1806/597, 10-13=-407/229, 11-13=-844/2563, 5-20=-459/222, 6-19=0/273, 4-20=-536/1685, 6-20=-777/237 Scale = 1:81.6 2x4 11 5x6 = 10 11 rn n 0 0 0 Ic'� 13 12 4x8 = 3x6 11 PLATES GRIP MT20 2441190 Weight: 365 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 16-18 1 Row at midpt 11-12, 9-13 1 Brace at Jt(s): 22 1) Unbalanced roof live loads have been considered for this design. 2) Wind: SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. IIExp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 3) 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 o girder(s) for truss to truss connections. 7' Provi 16 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=671,2=809. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ■■! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and 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 properly damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suide 312, Alexandria, VA 22314. Tampa, FL 36610 Job i Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowcod T14262690 J36188-J36188A A24 HALF HIP TRUSS 1 1 Job Reference o tional East Boast I russ, Ft. Pierce, t-L "54B4b B.ZZU s May 24 ZU18 Walk ek Industries, Inc. Mon Jun 11 07:23:48 2018 Pagel I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-bFrfodsHZCs?ORg_mxczeS2hrjQN6CNw31M(ELz7Qcf 2-0-0_ i 2-8-0 7-40 i 14-7.7 i 22-1-2 29-6-14 37-0-9 44-8-0 0-0 2-8-0 4-4.0 7-7-7 7-511 7-511 7-511 7-7-7 Scale = 1:83.0 5x8 M18SHS = 3x6 = 6.00 12 3x8 = 3x6 = 2x4 II 3x4 = 4x4 = 46 = 3 26 274 5 6 28 729 8 9 10 c> d i c� 2 5x8 = -0- 18 d 19 N RZ w 3x6 = 2x4 /i 20 17 16 15 22 5x5 = 4x6 = 30 14 31 13 32 12 11 33 6-3-, 7x6 = 3x8 = 5x6 1NB __ 4x4 = 6x6 = 3x8 M18SHS 11 2x4 II u 14i8 39-0 7-0-0 14-7-7 22-1-2 29814 37-0-9 44-8-0 3-2-12 ' 7-7-7 ' 75-11 ' 7-.5-117511 1-0-0 1-1-4 Plate Offsets (X Y)— f12:0-2-4.0-3-41. f16.0-2-B Eddel 118:0-5-8 0-3-41 121:0-2-8 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.33 15 >999 240 MT20 244/190 TCDL °, 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.55 13-15 >964 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 288 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT C ORD 2x4 SP 285OF 1.8E 'Except* BOT CHORD Rigid ceiling directly applied. Except: 3-17: 2x4 SP No.3, 11-12: 2x4 SP No.2 8-7-0 oc bracing: 2-21 WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 10-11, 10-12. 4-18 OTHER 10-12,9-13,4-15,7-15: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 18, 19 2x4 SP No.3 REACTI DNS. (lb/size) 11=2001/Mechanical, 2=2174/0-8-0 Max Horz 2=372(LC 7) Max Uplift 11=675(LC 9), 2=-804(LC 9) Max Grav 11=2008(LC 13), 2=2177(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP Cyi RD 2-3=-3385/1105, 3-4=-2587/952, 4-6=-4072/1497, 6-7=-4072/1497, 7-9=-3642/1353, 9-10=-2364/907, 10-11=-1929/700 BOTCH RD 2-21=810/2994, 19-21=-376/1549, 18-19=-302/1152, 16-17=-475/1555, 15-16=1092/3601, 13-15=1105/3642, 12-13=-659/2331, 17-18=-424/215, 3-18=-124/620 WEBS 'I 10-12=-958/2847, 9-12=-1545/613, 4-16=412/215, 9-13=-556/1645, 4-15=-196/618, 7-13=-833/377, 6-15=-520/269, 7-15=-180/536, 16-18=-640/2121, 4-18=1225/429, 3-19=-141/564, 17-21=493/1599 1) Unbalanced 2) Wind;�SCE roof live loads have been considered for this design. 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 3) Provide plate grip DOL=1.60 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) ` Thisii}russ 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 fitl etween 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 100 lb uplift at joint(s) except Qt=lb) 11 =67%, 2=804. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetri ck be applied directly to the bottom chord. Thomas A. Aibani PE No.3938D MiTek USA, Inc. FL Cert9634 6904 Parke East Blvd. Tampa FL 33810 Date: June 11,2018 A t� Design RNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not HV a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall build" i g design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing for MiTek set fabrication, ays required stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the delivery, bracing Safety storage, erection and of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood � T14262691 J36188-J36188A A25 HALF HIP TRUSS 111 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946�2--0--0� 2-8-OS0-013-0-4 207--1100--81 2 2-8-0 2-4-0 8-0-4 : 6x6 = 6.004x10 = ��,,12 3 427 28 M d y 2 1 '0- 19 h LOADING ( TOLL 2e TCDL 1 BOLL BCDL 1 LUMBER - TOP CHORE BOT C WEBS FORCES. TOP CHC BOT CHC WEBS 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:50 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-YeyPDJtX5p6jdlgNuMeRjt75HX7ca7IDW3r IEz7Qcd 28.9.4 36.7-12 i 44-8-o i 7-10-8 7-10-8 8-0-4 Scale = 1:80.2 4x8 = 2x4 II 4x4 = 4x8 = 4x4 = 5x6 = 5 6 7 298 9 10 ;= 6x8= 23 21 18 17 16 15 14 13 12 11 2x4 // 5x6 = 5x5 = 5x8 — 4x8 = 6X8 — 4x4 = 7x8 = 4x8 11 — 2x4 } I I q 1--8 2-94 7-10-8 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud Plate Grip DOL 1.25 TO 0.58 Vert(LL) 0.32 13-15 >999 240 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.54 13-15 >986 180 Rep Stress Incr YES WB 0.88 Horz(CT) 0.06 11 n/a n/a Code FBC2017/TP12014 Matrix -AS BRACING- 2x6 SP DSS *Except* TOP CHORD 1-3: 2x4 SP 285OF 1.8E BOT CHORD 2x6 SP DSS `Except` 2-19: 2x4 SP 285OF 1.8E, 3-18: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' JOINTS 10-12,9-13,4-15,7-15: 2x4 SP No.2, 17-19,4-19: 2x6 SP DSS (lb/size) 11=2001/Mechanical, 2=2174/0-8-0 Max Horz 2=294(LC 7) Max Uplift 11=-674(LC 9), 2=-805(LC 9) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=3477/1079, 3-4=-2572/890, 4-6=-5116/1817, 6-7=-5116/1817, 7-9=-4714/1685, 9-1 0=-3052/1126, 10-11 =-1 9201695 2-22=-817/3088, 20-22=-341/1588, 19-20=-231/1023, 17-18=-483/1541, 15-17=-1347/4295, 13-15=-1490/4714, 12-13=-930/3052, 18-19=-745/315, 3-19=-105/521 10-12=-1160/3446, 9-12=-1521/614, 4-17=-550/271, 9-13=-641/1903, 4-15=-314/957, 7-13=-768/358, 6-15=-533/277, 7-15=-168/461, 17-19=-893/2844, 4-19=-1857/683, 3-20=-205/819, 18-22=-551/1736 PLATES GRIP MT20 244/190 Weight: 349 lb FT = 0% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. Except: 8-7-0 oc bracing: 2-22 1 Row at midpt 10-11, 10-12, 4-19 1 Brace at Jt(s): 19, 20 NOTES- 1) Unbalance roof live loads have been considered for this design. 2) Wind: ASC7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 trussi 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 gider(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) 11=674, 2-J 8) This truss resign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock lie applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inf(I rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job II Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262692 J36188-J36188A A26 HALF HIP TRUSS 1 2 Job Reference c tional Last poast I russ, Ft. Pierce, FL 34946 12 6x6 = 3 d � J2 2 3x6 = 20 193x4 11 5x8 = 2x4 II 2x4 11 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:52 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-UO49e?vndRMRt2—I?nhvoICWPLph21MW NK5N6z7Qcb 23-10-0 i 30.8-12 i 37-7-8 448.0 6.10.12 6-10-12 6-10.12 7-0 -e Scale = 1:80.2 4x8 = 4x8 = 4x8 = 4x4 = 2x4 II 4x4 = 4x4 = 5x6 = 4 27 28 5 6 7 829 9 30 10 11 18 17 16 15 14 13 12 7x6 = 48 — 4x4 = 7x8 = 7x6 = 04 = 2x4 II I� N 1-&8 3b0 16-11-4 07--00 2-1z 37-7130-81 02448-0 6-101za 0^11q 7 0 8 1-0-0 0-0-0 Plate Offsets (X.Y)—I3:0-3-0.0-2-71,f14:0-2-8.0-4-81 115.0-4-0.0-4-81 f21:0-5-8 0-3-81 LOADI G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.27 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.45 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.87 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 639 lb FT = 0% I LUMB . R- BRACING - TOP CHORD 2x6 SP DSS 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. Except: BOTC111ORD 2x6 SP DSS `Except* 10-0-0 oc bracing: 19-21 2-21: 2x4 SP 285OF 1.8E, 3-19: 2x4 SP No.3 WEBS ° 2x4 SP No.3 OTHER 2x4 SP No.3 REACT ONS. (lb/size) 12=2002/Mechanical, 2=2198/0-8-0 Max Horz 2=226(LC 7) Max Uplift 12=673(LC 9), 2=798(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4149/1244, 3-4=-3850/1210, 4-6=6240/2162, 6-7=-6584/2282, 7-9=6584/2282, 9-10=-5673/1981, 10-11=-3516/1257, 11-12=-1921/687 BOT C', ORD 2-21=-979/3687, 19-21=0/265, 3-21 =-408/1539,16-18=-1492/4701, 15-16=-2011/6240, 14-15=1829/5673, 13-14=-1106/3516 WEBS 11-13=-1293/3848, 10-13=-1572/619, 4-18=-1163/457, 10-14=-806/2404, 4-16=-581/1729, 9-14=-920/395,6-16=-630/298,9-15=-336/1015, 6-15=-210/388, 7-15=-487/252, 18-21 =1 45514585, 4-21=-842/419 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top cr ords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webslconnected 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) Unbalnced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. Ili Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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)' Thisi russ 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 etween the bottom chord and any other members. 8) Refer,fio girder(s) for truss to truss connections. Thomas A Albani PE No.393 .393 60 9) Provide e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MiTek USA, Inc. Celt 12=673, 2=798. 6904 Parke East Blvd. Tamp a FL 33610 10) This russ design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Date; shee' rock be applied directly to the bottom chord. June 11,2018 �II ARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Desi6n for Mnrek® • valid use only with connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is a+ys required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. I _ Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262693 J36188-J3618BA A27G HALF HIP TRUSS 1 1 Job Reference o tional East Coast,TrusS, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:55 2018 Page 1 I D:ACzXF 5ZNy Ea_p N Q9d nkZfEyGO D2-ubm I GOxgwMlOk Wi KgvEcQxgtBYjg FNdyg LYIzRz7QcY 28-1-2 26-0-2 7-11-6 32-3-5 3-6-1 38-2-9 3 -0- 441-12 4 7 3-8E 1-7-5 4-2-31-3-5 47-15 St-11 0. 0-1-12 Scale = 1:78.7 6.00 12 4x6 = 3x6 = 3x6 = Sx5 = 3x4 II 3x4 = 4x6 = 2x4 II 4x8 = WO = 3x4 = 3x4 = 4x6 = 2 3 26 27 4 28 29 530 631 32 33 7 34 8 35 36 9 1037 3839 40 41 1142 43 12 1344 45 46 14 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS FORCES. TOP CHC BOT C WEBS 25 47 48 49 24 50 51 23 52 53 54 22 55 21 56 57 20 58 1959 60 61 18 17 62 63 64 16 65 66 67 15 5x6 = 3x4 = 5x6 = 6x12 = 4x8 = 4x6 = 3x4 = 3x4 = 5x6 = 3x6 II 4x6 = 33-8-6 6-2-7 11-7-5 17-1-0 20.14 22-7-11 26-0-2 28-1-2 32-3.5 3-6-1 38-2-9 3 1 447-0 6-2-7 5-0-15 5-5-15 3-0-0 2-6-7 3-8-6 1-9-1 4-2-3 135 4-6-3 9 57-3 0-1-12 (X,Y)— (3:0-2-8,0-2-41.16:0-3-O.Edge1.110:0-3-8.0-1-81 123:0-2-8,0-3-01 3sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP 0.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.27 18 >999 240 MT20 244/190 5.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.45 18-19 >732 180 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.08 15 n/a n/a 0.0 Code FBC2017rrP12014 Matrix -MS Weight: 254 lb FT = 0% BRACING- 2x4 SP No.1 'Except' TOP CHORD 1-3: 2x4 SP No.2 2x4 SP No.2 *Except* BOT CHORD 17-20: 2x4 SP No.1, 20-23: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 *Except* 14-15,2-25,5-22,8-22: 2x6 SP No.2, 8-21,7-22: 2x8 SP No.2 14-16,10-21: 2x4 SP No.2 (lb/size) 15=1580/Mechanical, 25=851/0-7-4, 22=3918/0-4-5 Max Horz 25=167(LC 5) Max Uplift 15=547(1-C 9), 25=-382(LC 9), 22=-1395(LC 9) Max Grav 15=1640(LC 27), 25=880(LC 25), 22=4078(LC 25) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3-4=-717/315, 4-5=-254/535, 5-7=-1134/3493, 7-8=-1134/3493, 8-10=-3261988, 10-11=-2596/896,11-13=-3843/1318,13-14=-3133/1085,14-15=-1524/572, 2-25=-324/378 23-24=-263/724, 22-23=-590/242, 21-22=-1030/405, 19-21=829/2585, 18-19=1267/3827, 16-18=1049/3113 8-21=-436/1632, 5-22=-3274/1110, 3-24=-262/602, 5-23=-131/794, 4-23=-1356/457, 3-25=-642/294, 14-16=-1072/3223, 13-18=-253/777, 10-21=-3816/1283, 7-22=-421/233, 8-22=-3294/1107, 10-19=-116/815, 13-16=-986/485, 11-19=-1357/477 Structural wood sheathing directly applied or 2-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 5-7-5 oc bracing. 1 Row at midpt 5-22, 10-21, 11-19 NOTES- 1) Wind: AA ICE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 belIween the bottom chord and any other members. 5) Refer to:girder(s) for truss to truss connections. 6) Provide rilechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=547.25=382. 22=1395. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a trusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall f buildingl design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety 'iInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job � Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood 11 T14262693 J36188-J36188A A27G HALF HIP TRUSS 1 1 11 Job Reference o lional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:55 2018 Page 2 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-ubmlGOxgwMlOkWiKgvEcQxgtBYjgFNdygLYIZRz7QCY NOTES- 7) Hanget'(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 164 lb down and 124 lb up at 0-11-4. 162 lb down and 115 lb up at 3-0-12d162 lb down and 115 lb up at 5-0-12, 162 lb down and 115 lb up at 7-0-12, 162 lb down and 115 lb up at 9-0-12, 162 lb down and 115 lb up at 11-0-12, 162 lb down a d 115 lb up at 13-0-12, 162 lb down and 115 lb up at 15-0-12, 162 lb down and 115 lb up at 17-0-12, 162 lb down and 115 lb up at 19-0-12, 162 lb down and 115 lb up at�21-0-12, 162 lb down and 115 lb up at 23-0-12, 162 lb down and 115 lb up at 25-0-12, 162 lb down and 115 lb up at 27-0-12, 162 lb down and 115 lb up at 29-0-12, 162 lb down and 115 lb up at 31-0-12, 162 lb down and 115 lb up at 33-0-12, 162 lb down and 115 lb up at 35-0-12, 162 lb down and 115 lb up at 37-0-12, 162 lb dow nand 115 lb up at 39-0-12, and 162 lb down and 115 lb up at 41-0-12, and 162 lb down and 115 lb up at 43-0-12 on top chord, and 54 lb down at 1-0-12, 54 lb down al 3-0-12, 54 Ib down at 5-0-12, 54 lb down at 7-0-12, 54 lb down at 9-0-12, 54 lb down at 11-0-12, 54 lb down at 13-0-12, 54 lb down at 15-0-12, 54 lb down at 19-0-12, 54 lb down at 21-0-12, 54 lb down at 23-0-12, 54 lb down at 25-0-12, 54 lb down at 27-0-12, 54 lb down at 29-0-12, 54 lb down at 31-0-12, 54 lb down at 33-0-12, 54 lb down at 35-0-12, 54 lb down at 37-0-12, 54 lb down at 39-0-12, and 54 lb down at 41-0-12, and 54 lb down at 43-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 3-14=-70, 15-25=-20 Concen rated Loads (lb) Vert: 3=68(B) 6=-68(B) 12=-68(B) 9=-68(B) 7=-68(B) 26=-68(B) 27=68(B) 28=-68(B) 29=-68(6) 30=-68(B) 33=-68(B) 34=-68(B) 35=68(B) 36=-68(8) 37=-68(B) 39=68(B) 41=-68(B) 42=-68(B) 43=-68(B) 44=-68(B) 45=-68(B) 46=-68(B) 47=-35(B) 48=-34(B) 49=-34(B) 50=-34(8) 51=-34(B) 52=-34(8) 53=-34(B) 54=-34(B) 55=-34(B) 56=34(B) 57=-34(B) 58=34(B) 59=-34(B) 60=-34(B) 61=34(B) 62=-34(B) 63=34(1]1) 64=-34(B) 65=-34(B) 66=-34(B) 67=-34(B) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp pp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k• is alway0equired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �yf fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood J T14262694 J36188- 6188A B01G Common Girder 1 2 i� Job Reference o floral East Coast Truss, Ft. Pierce, FL 34946 -2-0-0 3-0-0 4-3-0 2-0-0 3-0-0 1-3-0 I� cs Plate 3x4 4 3x4 ! 31 6x8 M18SHS 3 1x4 II 1x4 II 1x4 II 2 20 19 3x6 I I 7x6 = 1 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:58 2018 Page 1 3-3-0 3-5-0 3-5-0 3-3-0 0-9 1-3-0 3-0-0 2-0-0 ' Scale = 1:47.5 5x8 M18SHS II 6.00 12 7 8x8 = 10x10 M18SHS = ""`V BxB = 7x6 = 3x6 II 6Z M18SHS HUS26 HUS26 HUS28-2 1x411 3-0-0 5-0-0 8-3-0 , 9-5-5 11-8-0 13-10-11 15-1-0 18-4-0 20-4-0 23-4-0 3-0-0 2-0-0 1 3-3-0 1-2=5 ` 2-2-11 2-2-11 1-2-5 3-3-0 2-0-0 (X,Y)— [1:0-2-4,0-0-8], [2:0-5-9,0-3-0], [5:0-3-0,Edge], [9:0-3-0,Edge], [12:0-5-9,0-3-0], [13:0-2-4,0-0-8], [15:0-3-0,0-5-0), [16:0-4-0,0-5-8], [17:0-5-0,0-6-0], 118:0-4-0,0-5-81.119:0-3-0.0-5-01 c4 I d ii LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP L 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.32 17-18 >884 240 MT20 244/190 L 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.50 17-18 >556 180 M18SHS 244/190 L L 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.14 12 n/a n/a L I 1 11 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 367 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.t 'Except* TOP CHORD 1-5,9-13: 2x4 SP 286OF 1.8E BOT CHORD BOT CORD 2x8 SP DSS WEBS II 2x4 SP No.3 -Except' 7-17: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=904710-8-0, 12=8269/0-8-0 Max Horz 2=-302(LC 23) Max Uplift 2=3490(1_C 9), 12=-3062(LC 9) FORC ,IS. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-19021/7089, 3-4=-19851/7426, 4-6=-16462/5981, 6-7=-12940/4721, 1 7-8=-12946/4725, 8-10=-16021/5754, 10-1 1=-18214/6543,11-12=-17322/6152 BOT CHORD 2-20=-6216/17026, 19-20=-6216/17026, 18-19=-6324/17523, 17-18=-5058/14645, 16-17=4872/14291, 15-16=-5667/16301, 14-15=-5346/15450, 12-14=5346/15450 WEBS 7-17=-4056/11202, 6-18=-1 896/5075, 4-19=756/2092, 4-18=-3569/1570, 6-17=-4757/1841, 10-15=-253/875, 8-16=-1535/4391, 10-16=-2493/986, 8-17=-4212/1554, 3-20=-1346/588,3-19=-190/620,11-14=-996/416,11-15=-476/1062 Structural wood sheathing directly applied or 2-2-10 oc purlins. Rigid ceiling directly applied or 8-5-9 oc bracing. 1) 2-ply1truss to be connected together with 10d (0.131"xTnails as follows: Top chords connected as follows: 2x4 - 1 row at 0-3-0 oc. Bottgm chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Web, 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; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. ,11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL , 1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` Th!:$ 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) except Qt=lb) 2=3490, 12=3062. 9) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 10-3 i4 from the left end to 14-3-4 to connect truss(es) to back face of bottom chord. Thomas A, Albani PE N0.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a I ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW buf Iding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I iT�i k' 191ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saifety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Tmss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262694 J36188-J36188A B01G Common Girder 1 A2 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:23:58 2018 Page 2 I D:ACzXF5ZNyEa,pNQ9dnkZfEyGOD2-JARQu2_YDH7bbzRvM2oJ2ZSNFIotSi00MJnParnz7QcV NOTES- 10) Use Simpson Strong -Tie HUS28-2 (6-16d Girder, 6-16d Truss) or equivalent at 16-2-8 from the left end to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1753 lb down and 1033 lb up at 4-3-4, and 1358 lb down and 652 lb up at 1,B-3-4 on top chord, and 1976 lb down and 693 lb up at 6-1-4, and 1982 lb down and 691 lb up at 8-3-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. I LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) ,Vert: 1-7=70, 7-13=-70, 2-12=-20 Concentrated Loads (lb) Vert: 18=-1982(B)10=-1318(B)31=-1713(B)32=1976(B)33=-1994(B)34=-1981(B)35=-1981(B)36=-1982(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is alway0equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Iq, ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262695 J36188- 36188A B02 Common 10 1 Job Reference o tional East C ast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2Ulti MI I eK Industries, Inc. Mon Jun 77 0/:24:00 2Oi8 rage -i i�i ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-FZZBJk?okuNlgHblTSgn7 Xs2ZWHwoVhpdGWffz7QcT -2-0-0 6-1-4 11 8-0 17-2-12 23-4-0 ,_ 26-4-0 Ij 2-0-0 6-1-4 5-6-12 5-6-12 6-1-4 2-0-0 Scale = 1:47.5 44 = 4 3x4 = 3x4 — 7-11-8 15-4-8 23-4-0 t4 II _c? 0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.12 8-10 >999 240 MT20 2441190 TCDL ,, 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.22 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.05 6 n/a n/a BCDL 'll 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 118 lb FT = 0% TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS it 2x4 SP No.3 OTHERS 2x4 SP No.3 (lb/size) 2=1195/0-8-0, 6=1195/0-8-0 Max Horz 2=-302(LC 6) Max Uplift 2=-489(LC 9), 6=-489(LC 9) Max Grav 2=1218(LC 13), 6=1218(LC 14) FORCFIS. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1805/594, 3-4=-1610/613, 4-5=-1611/613, 5-6=-1806/594 BOT C ORD 2-10=-335/1746, 8-10=-97/1116, 6-8=-335/1548 WEBS 4-8=-195/711, 5-8=-469/251, 4-1 0=-1 95/710, 3-10=-468/251 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. 1) Unblanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. h; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber OL'r1.60 plate grip DOL=1.60 3) Thi n{IIcuss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. e loads.l 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 fi between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Pro , de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=49, 6=489. 6) This russ design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Shea, rock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 II LYARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. ' Deign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a (cuss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p� n but ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 iTe ka is'" Iways required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the V' fa 'cation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saifety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job �, Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262696 J36188-JI6188A B03 Hip 1 1 Job Reference o tional tast t;oast I russ, K. Pierce, l-L 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:01 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-jl7ZX40QVCV9SRAU 1 ALOfC42gzvcfBwr2H03B5z7QcS -2-0-0 5-9-4 11-0-0 12-4-0 17 6-12 23-4-0 25-4-0 2-0-0 5-9-4 T 5-2-12 1-4-0 5-2-12 5-9-4 2-0-0 Scale: 1/4"=l' 48 = 4x4 = 4 5 3x4 = 'xv " SX4 — JX6 — 1X4 a oxv — ill 5-9-4 11-0-0 121-0 17-6-12 23-4-0 5-9-4 r 5-2-12 1-4-0 5-2-12 5-9-4� Plate Off ets X Y — 1:0-2-4 0-0-8 4:0-5-8 0-2-0 8:0-2-4 0-0-8 10:0-2-4 0-3-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.07 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.14 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 137 lb FT = O% i LUMBER! BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No,3 OTHERS 2x4 SP No.3 REACTIO S. (lb/size) 2=1195/0-8-0, 7=1195/0-8-0 Max Horz 2=-288(LC 6) Max Uplift 2=-489(LC 9), 7=-489(LC 9) FORCES .1 (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-18451585, 3-4=13031501, 4-5=1097/500, 5-6=1296/498, 6-7=-1844/584 BOT CHO D 2-12=-333/1699, 11-12=-333/1699, 10-11=-113/1124, 9-10=-332/1582, 7-9=-332/1582 WEBS 3-11=-664/253, 4-11=-101/340, 5-10=-101/386, 6-10=-667/253 NOTES- '; 1) Unbala ced roof live loads have been considered for this design. 2) Wifid: A, CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1'60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide {mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=489, 7 1 =489. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 11,2018 ®WARING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design ' alid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, notF� a tmss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A C` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is alwayo required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 it I Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262697 J36188-J308A B04 Hip 1 1 Job Reference o fional East Coast russ, Ft. Pierce, FL 34946 ll -2-0-0 4-9-4 it 2-0-0 4-9-4 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS OTHERS 4x4 = 9-0-0 9-0-0 4-2-12 4x4 = 4 24 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.39 Lumber DOL 1.25 BC 0.74 Rep Stress Incr YES WB 0.22 Code FBC2017rrP12014 Matrix -AS 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:03 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-f8FJxl2h1 plthkJt8bNUId9Mym WO79M7VbVAF_z7QcQ 14-4-0 18E-12 23-4-0 , 25-4-0 5-4-0 4-2-12 4-94 2-0-0 Scale: 1/4"=1' 48 = 255 1 X4 6 10 9 3x4 = 3x4 = 7 1x4 II 1x4 II 8 0 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.15 9-23 >999 240 MT20 244/190 Vert(CT) -0.34 9-23 >832 180 Horz(CT) 0.05 7 n/a n/a BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 2x4 SP No.3 (lb/size) 2=1195/0-8-0, 7=1195/0-8-0 Max Horz 2=-244(LC 6) Max Uplift 2=-489(LC 9), 7=-489(LC 9) FORCES. I0b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORQ 2-3=-1826/614, 3-4=-1498/529, 4-5=-1286/521, 5-6=-1498/530, 6-7=-1826/614 BOT CHOR 2-11=-369/1692, 9-11 =-1 90/1286, 7-9=-369/1598 WEBS I1 3-11=-440/204, 4-11=-49/378, 5-9=-49/378, 6-9=442/203 Weight: 124 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanc d roof live loads have been considered for this design. 2) Wind: LE 7-10; Vult=160mph' (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Er C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.fiC plate grip DOL=1.60 3) Provide a' equate 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 trus 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. 6) Provide n6 chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=489, 7= 89. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 A INARA,�IING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always''required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricatiot, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety, 16 ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262698 J36188-J36188A B05G HIP GIRDER 1 1 Job Reference o tional test t t I mss, m. Fierce, f-L 34946 8.220 s May 24 2018 Mi l ek Industries, Inc. Mon Jun 11 07:24:05 2018 Pagel I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-cWM4MR3xZQ?bw2TFGOQyg2FjoaGkb 1 ZQzv_H Ksz7QC0 �2-%0 , 3-9-4 7-0-0 11-8-0 16-4-0 19-0-12 23-4-0 25-0-0 2-0-0 3-9-4 3 2-12 1 4-8-0 4-8-0 3-2-12 3-9-4 2-0-0 Scale: 1/4"=l' 4x8 = 1x4 11 4x8 = 4 25 26 27 5 28 29 30 6 3x8 = 'x� — oxo — sx4 — 3xd — 3-9-4 7-0-0 11-8-0 16-4-0 19-6-12 23-4-0 3-9-4 3-2-12 q-8-0 4-8-0 3-2-12 3-9-4 Plate Offsets (X,Y)— 11:0-2-4,0-0-81 12:0-3-4.0-1-81,14:0-5-4 0-2-01 16:0-5-4 0-2-01 18.0-3-4 0-1-81 19:0-2-4 0-0-81 111:0-4-0 0-3-41 ,I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.20 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.29 10-11 >961 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 128 lb FT = 0% TOP CHORD 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP 285OF 1.8E WEBS I 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. REAC, IONS. (lb/size) 2=2275/0-8-0, 8=2275/0-8-0 Max Horz 2=-200(LC 6) Max Uplift 2=1020(LC 9), 8=-1020(LC 9) Max Grav 2=2428(LC 29), 8=2428(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4526/1755, 3-4=-4299/1727, 4-5=-4561/1946, 5-6=-4561/1946, 6-7=-4299/1727, 7-8=-4527/1755 BOT C ORD 2-12=-1396/4113, 11-12=-1318/3942, 10-11=-1316/3848, 8-10=-139613964 WEBS 3-12=-346/224, 4-12=-1931855, 4-11=-473/988, 5-11=-841/515, 6-11=-473/988, it 6-10=-193/856, 7-10=-347/224 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat.' III; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOIy--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Thisitruss 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) 2=1020, 8=1020. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 224 lb down and 175 lb up at 7-0-P, 230 lb down and 178 lb up at 9-0-12, 230 lb down and 178 lb up at 11-0-12, 230 lb down and 178 lb up at 12-3-4, and 230 lb dow, and 178 Ito up at 14-3-4, and 224 lb down and 175 lb up at 16-4-0 on top chord, and 594 Ib down and 224 lb up at 7-0-0, 87 Ito cl )wn and 26 lb up at 9-0-12, 87 lb down and 26 lb up at 11-0-12, 87 lb down and 26 Ib up at 12-3-4, and 87 lb down and 26 lb up at 14-3-4, and 594 Ib down and 224 lb up at 16-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADiCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �NAot building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I iTe k' IslPlways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the VI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. S'dfety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262698 J36188 36188A 605G HIP GIRDER 1 1 Job Reference o tional East Ooast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. on Jun 11 07:24:05 2018 Page 2 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-cWM4MR3xZQ?bw2TFGOQyg2FjoaGkblZQzv_HKsz7QcO _OAD CASE(S) Standard LIN rm Loads (plf) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 19-22=-20 Concentrated Loads (Ib) Vert:4=-140(F) 6=-140(F) 12=-508(F) 10=-508(F) 25=-149(F) 27=-149(F) 28=-149(F) 30=-149(F) 31=-68(F) 32=-68(F) 33=-68(F) 34=-68(F) WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. sign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• vss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Iding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' V' iTek� always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. rety Information available from Truss Plate Institute, 218 N. Lee Street, Suile 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply J36188 GHO Lot 95 Meadowood T14262699 J36188136188A C01 G Roof Special Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May'24 2018 MiTek Industries, Inc. Mon Jun 11 01:24:012018 Page 1 I D:FOzOEfHnMVNaUwbMujnL80yhM15-YvUgn75B52FJAMdeNRSQvTK3vOpl3nOjQDTOPIz7QcM -2-0-0 4-9-0 6-8-6-0 10-7-0 13-3.8 16-3-8 2-0-0 4-9-0 15-0 -8-0 2-1-0 2-1-0 &6-8 3-M Scale: 3/8"=1' 21 4x4 = 22 HUS26 HUS26 HUS26 i 4-9-0 6-5-0 11-6-0 10-7-0 13-3-8 163-8 4-9-0 ' 11 8-0 1 2-1-0 2-1-0 2-8-8 3-0-0 Plate Offsets MY)— f1:0-2-4.0-0-81.f2:0-5-8.0-0-21 f3:0-54.0-2-01f6:0-54.0-2-81.f9:0-4-0.0-2-141 f12:0-4-0 0-4-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.12 12-13 >999 240 MT20 244/190 TCDL ' 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.19 12-13 >999 180 13CLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.05 9 n/a n/a BCDL 1 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 229 lb FT = 0% LUMBER- BRACING - TOP C, ORD 2x4 SP No.2 TOP CHORD BOT C ORD 2x6 SP No.2 WEBS' 2x4 SP No.3 *Except* BOT CHORD 8-9: 2x8 SP No.2, 6-10,8-10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=4702/Mechanical, 2=3273/0-8-0 Max Harz 2=237(LC 24) Max Uplift 9=1730(LC 9), 2=-1366(LC 9) Max Grav 9=4702(LC 1), 2=3280(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6548/2547, 3-4=-7295/2887, 4-5=-6302/2481, 5-6=-6305/2481, 6-7=4563/1758, 7-8=4563/1758, 8-9=-3936/1490 BOT O, ORD 2-14=-2322/5828, 13-14=-2329/5855, 12-13=-2891/7350, 11-12=-2678/7021, 10-11=-2693/7071 WEBS] 3-14=-108/434,3-13=-1090/2728,4-13=-882/357, 6-11=-245/802, 6-10=-3318/1300, 7-10=-275/171, 8-10=-2167/5782, 5-12=-1975/5153, 6-12=-2079/798, 4-12=-2648/1073 Structural wood sheathing directly applied or 4-6-1 oc purlins, except end verticals. Rigid ceiling directly applied or 9-3-2 oc bracing. 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat, II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DO L=1.60 plate grip DOL=1.60 5) Pro ide adequate drainage to prevent water ponding. 6) Thiltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' Th Is truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the Bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=1730, 2=1366. 10) Use Simpson Strong -Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect truss(es) to back face of bottom chord. 11) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at Thomas A, Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. ■ DCsign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not• a russ system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall b ilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi l'p ek• is�ialways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the faitrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job , TrC0uss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood L T14262699 J36188-J3618 1 G Roof Special Girder 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:07 2018 Page 2 I D:FOzOEfHnMVNaUwbMujnL80yhMI5-YvUgn75B52FJAMdeNRSQvTK3vOpl3nOjQDTOPIz7QcM NOTES- 12) Fill all nail holes where hanger is in contact with lumber. 13) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 158 lb down and 134 lb up at 4-9-0, 158 lb down and 139 lb up at 6-9-12, „158 lb down and 133 lb up at 8-1-12, 158 lb down and 140 lb up at 10-1-12, and 158 lb down and 123 lb up at 12-1-12, and 154 lb down and 109 lb up at 14-1-12'on top chord, and 360 lb down and 154 lb up at 4-9-0, 53 lb down and 24 lb up at 6-9-12, 53 lb down and 24 lb up at 8-1-12, 53 lb down and 24 lb up at 10-1-12 , and 53 lb down and 24 lb up at 12-1-12, and 51 lb down at 14-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform loads (plf) ert: 1-3=-70, 3-4=-70, 4-5=-70, 5-6=-70, 6-8=-70, 2-9=-20 Concentrated Loads (lb) Vert: 3=-70(F) 14=-219(F) 10=-899(B) 20=70(F) 21=70(F) 22=70(F) 23=-70(F) 24=-59(F) 25=-2012(F=-41, B=-1970) 26=-41(F) 27=-899(8) 28=41(F) 29=-899(B) q0=41(F) 31=-30(F) 32=-899(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Designivatid 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 ivi i YT ek� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jab Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262700 J36188�J36188A D01 COMMON 1 1 Job Reference o tional tast abast I russ, t-t. Pierce, t-L 34945 6 6-3-0 6.00 12 4x4 = 3 8.220 s May Z4 201B M1Tek Industries, Inc. Mon Jun 11 07:24:08 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-052C?T5gsLNAn WCgx8zfSgt9FnDeoSltftCxxBz7QcL 12-6-0 14-6-0 6-3-0 2-M 1x2 II// \\ 41x4 II = SV E 8 V 6 c 9 1x4 II 7 1x4 II 1x4 II Scale: 1/2"=1' 5 1x4 II I� 1X4 II d 3x4 = r, 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.09 8-9 >999 240 MT20 244/190 TCDL' 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.09 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 7 n/a n/a BCDL, 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 53 lb FT = 0% LUMB R- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. ,C,IHORD WEBSI 2x4 SP No.3 OTHE S 2x4 SP No.2 *Except* 11-12: 2x4 SP No.3 REACTIONS. (lb/size) 9=526/0-8-0, 7=744/0-8-0 Max Horz 9=-168(LC 6) Max Uplift 9=-322(LC 9), 7=-614(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-276/205, 3.4=-295/226 WEBS 2-9=-394/203, 4-7=519/358 1) Unbalanced roof live loads have been considered for this design. 2) Wi(jd: ASCE 7-10;'Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft;' Cat''I. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Thi 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 lftt between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9= 22, 7=614. 6) Thls truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. t Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall Building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Ids always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. 'Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 !II Job I I Truss Truss Type City Ply J36188 GHO Lot 95 Meadowocd T14262701 J36188-J36188A D02 COMMON 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 2-0-0 2-M 6-3-0 6-3-0 8.ZZU s May Z4 ZU18 MI I eK Incluslnes, Inc. Mon Jun 11 U/:Z4:UV ZU18 rage i ID:FOzOEfHnMVNaUwbMujnL80yhM15-UlcbCp6SdfV1 Pfn1 VrUu_u PLiBarXviOuXyUTdz7QcK 14-0-0 6-3-0 2-0-0 4x4 = 4 Scale = 1:28.3 6.00 12 1x4 11 1x4 II 3 5 1x4 II 6 1x4 II 2 d 1 a II s s s s 1x4 II Id II s s 9 s s J3x4 7 1, 3x4cs 10 1x4 II 8 = d 1x4 11 1x4 II 1-4-8 1 8• 6-3-0 10-10-8 1 -2 12-6-0 1-4-8 -4- 4-" 4-7-8 -4- 1-3-8 Plate Offsets (X,Y)— 11:0-2-4,0-0-81,17:0-2-4,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.11 9 >975 240 MT20 244/190 TCDL I 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.11 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -AS Weight: 60 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS , I 2x4 SP No.3 OTHERS 2x4 SP No.2 *Except* 12-13,15-16: 2x4 SP No.3 REACTIONS. (lb/size) 10=713/0-8-0, 8=701/0-8-0 Max Horz 10=-183(LC 6) Max Uplift 10=501(LC 9), 8=-570(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-494/297, 5-8=-503/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind] ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat.,ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=501, 8=570. 6) This }russ design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheettrock be applied directly to the bottom chord. Thomas A: Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33810 Date; June 11,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 10/03/2015 BEFORE USE. ��• aalesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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• isi always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. dafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood i T14262702 J36188it136188A D03 COMMON 2 1 Job Reference o tional Last (;,cast I russ, Ft. Pierce, FL 34945 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:10 2018 Page 1 ID:FOzOEfHnMVNaUwbMujnL80yhM15-yUAzP9740zeulpMD2Z?7X5yaQb BGMn96Ah2?4z7QcJ -2-0-0 6-3-0 12-6-0 14-6-0 II 2-0-0 6-3-0 6-3-0 2-0-0 Scale = 1:28.3 44 = 3 III Id 6.3-0 12-6-0 J 6-3-0 6-3-0 Plate'Offsets (X,Y)— f1:0-2-4,0-0-81,f5:0-2-4,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.10 6-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.08 6-15 >999 180 BCLL, 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 58 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTH a RS 2x4 SP No.2 *Except* 8-9,11-12: 2x4 SP No.3 REA , TIONS. (lb/size) 2=707/0-9-0, 4=707/0-8-0 Max Horz 2=183(LC 6) Max Uplift 2=-569(LC 9), 4=-569(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP'CHORD 2-3=-750/535, 3-4=-750/535 BOT CHORD 2-6=-284/596, 4-6=-284/596 WEBS 3-6=232/282 1) Unbalanced roof live loads have been considered for this design. 2) Wig d: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch lel and right exposed; 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) * TPis 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 wili 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) 2=569,4=569. 6) Th�s truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cent 6634 6904 Parka East Blvd, Tampa FL 33610 Date: June 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■■■■ V Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• it is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262703 J36188-,J36188A D04GE COMMON SUPPORTED GAB 1 1 III Job Reference o lional East ( Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:11 2018 Page 1 I D: FOzOEfHnMVNaUwbMujnL80yhM15-QgjLdV8i9GmkezxPcGXM3JUlz?O—?gMJLgRbYWz7Qcl -2-0-0 6-3-0 12-" 14-6-0 2-0-0 6-3-0 6-3-0 2-0-0 Scale = 1:28.3 4x4 = 5 IR 0 12-6-0 Plate Offsets (X Y)— 11:0-2-4,0-0-81.19:0-2-4.0-0-81 CI s II td LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLIJ 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 9 n/r 90 MT20 244/190 TCDH 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.06 9 n/r 120 BCLI; 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 8 n/a n/a BCD 10.0 Code FBC2017lrP12014 Matrix-S Wind(LL) 0.01 9 n/r 120 Weight: 67 lb FT = 0% TOP„CHORD 2x4 SP No.2 BOTiCHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 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. NS. All bearings 12-6-0. (lb) - Max Horz 2=-183(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 14, 10 except 2=-264(LC 8), 8=-264(LC 8), 13=126(LC 8), 11=-126(LC 8) Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10 except 2=315(LC 1), 8=318(LC 14) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60' 3) 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/rPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10 except (j(11b) 2=264, 8=264, 13=126, 11=126. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 & WARNING -Verify design paramete/s and READ NOTES ON THIS AND INCLUDED MITEK REFERENCELPAGE M11.7473 rev. 1010312015 BEFORE USE. � Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �' �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job I Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood i T14262704 J36188-J361,I8A E01 Monopiich 1 1 Job Reference (optional) tasl Goasl I russ, H. Pierce, 1-L34846 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:12 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-vtHjgg8KwaubG7VbA 2bcWlsnPd7k9GSaUA94yz7QcH i -2-0.0 7-10-12 i 14.3.0 16-0-0 2-0-0 ' 7-10-12 6-4-4 1.1_0 Scale = 1:46.0 .... 1— 6 3x4 = 3x4 = 2x4 II Plate Offsdts (X,Y)— 11:0-2-4,0-0-81,I8:0-2-12 0-2-01 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 • Vert(LL) 0.09 11-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.21 11-17 >908 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 111 lb FT = 0% LUMBER BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied. Except: 5-10: 2x4 SP No.3 10-0-0 oc bracing: 8-10 WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 8 OTHERS 1! 2x4 SP No.3 REACTIONS. (lb/size) 7=725/Mechanical, 2=869/0-8-0 Max Horz 2=516(LC 5) Max Uplift 7=-249(LC 5), 2=-361(LC 9) Max Grav 7=831(LC 13), 2=904(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 2-3=-1010/279, 3-5=437/163, 5-6=327/235, 6-7=-763/298 BOT CHORD 2-11=-298/938, 5-8=-324/168 WEBS I11 8-11=-308/951, 3-8=-695/309, 6-8=-364/900 NOTES- J 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. ll; xp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1160 plate grip DOL=1.60 2) This miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) is truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7== 419 2=361. 6) This t ss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrc ck be applied directly to the bottom chord. Thomas A. Albani PE No.3938D MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Deslg' n 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 ah6ys 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 tmsses and truss systems, see ANSIfrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe�y Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 19 TruSs Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262705 J36188-J36188A E02 MONOPITCH 2 1 , Job Reference o tional cam r ...... r. nm , .vrayo Nzu s may L9 LU 10 MI eK muusmes, Inc. mon uun l I ue:40:zz zui o rage i ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-kJa3jrGxdFJ8RFZCft?K7SBo45BCy42mgATNJFz7PNN -2-0-0 2-7-0 8-0-0 13-5-0 15-3-0 1 -0- 2-0-0 5-5-0 5-5-0 1-10-0 -9- 3x4 i 6 on 111 _2 7 3x4 = 2x4 11 - II - II Scale = 1:50.1 2-7-0 8-0-0 13-5-0 15-3-0 1 -0- 2 71 5-5-0 5-5-0 1-10-0 9-0 PlatelOffsets (X,Y)— 11:0-2-4.0-0-81,12:0-0-4 Ed -gel 12:0-1-8.0-0-21 13:0-3-12.0-2-121 110:0-2-12 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.28 3-14 >688 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.40 3-14 >475 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.21 8 n/a n/a BCD L 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 125 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* I" 1-5: 2x4 SP 285OF 1.8E BOTiICHORD 2x4 SP No.2 *Except* 3-15: 2x6 SP No.2, 3-13: 2x6 SP SS, 6-12,9-11: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Lefti 2x6 SP No.2 , 2x4 SP No.3 REACTIONS. (lb/size) 8=685/Mechanical, 2=886/0-8-0 Max Horz 2=516(LC 5) Max Uplift 8=-255(LC 5), 2=-369(LC 9) Max Grav 8=790(LC 13), 2=922(LC 13) BRACING - TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, CES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 3-20=-612/41, 34=1284/380, 4-5=-448/132, 5-6=430/172, 6-7=-366/252, 7-8=668/271 CHORD 3-14=-416/1218, 6-10=-322/155 S 4-14=4/316, 7-10=343/805, 10-14=343/1005, 4-10=-977/376 1) V (ind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) T}1is 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 wPI 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 255 lb uplift at joint 8 and 369 lb uplift at joint 2. 6) T�1is truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum s.Iheetrock be applied directly to the bottom chord. LOAD CASES) Standard Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1y� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262706 J36188J36188A E03 Monopitch 1 1 I Job Reference o tional cast wasr i russ, rc. pierce, r� dvnvo o.zzu s may za zv io inn ex mousmes, mc. mon dun r i ua:va:da zu i o rage r I D:ACzXF5ZNyEa,pNQ9dnkZfEyGOD2-d9xHgS86fNOw4J42t-ID2eA756nSggMNNNwBr4z7PMF -2-0-0 2-7-0 8-0-0 13-5-0 15-3-0 2-0-0 2-7-0 5-5-0 5-5-0 1-10-0 -9- 3x6 i 6.00 F1_2 7 Jx9 - _... . _ _... .. 3x4 11 2-7-0 Scale = 1:49.7 Plate Offsets (X.Y1- 11:0-2-4.0-0-81. f2:0-0-4.Edoel, 12:0-1-8 0-0-21. 13.0-3-8 0-2-81 r10:0-2-12 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.25 15 >769 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.36 15 >527 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 128 lb FT = 0% TOP CHORD 2x4 SP No.2 *Except* 1-5: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 `Except' 3-13: 2x6 SP SS, 6-12,9-11: 2x4 SP No.3, 3-16: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except` 7-8: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied. rbe:insta ek recommends that Stabilizers and required cross bracing lled duringtruss erection, in accordance with Stabilizer allation uide. WEDGE I Left: 2x6'St' No.2, 2x4 SP No.3 REACTIONS. (lb/size) 8=683/0-8-0, 2=889/0-8-0 Max Horz 2=494(LC 5) Max Uplift 8=-250(LC 5), 2=-361(LC 9) Max Grav 8=787(LC 13), 2=925(LC 13) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-21=-597/0, 3-4=-1279/374, 4-5=-458/134, 5-6=-440/174, 6-7=-407/259, 7-8=-668/247 BOT CHORD 3-14=392/1212, 6-10=-309/174 WEBS '.I 7-10=-346/833,10-14=-382/1162,4-10=-887/357 1) Wind:,ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II',I Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL .60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This, truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit, between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 8 and 361 lb uplift at joint 2- 5) This tr ss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrl ck be applied directly to the bottom chord. LOAD CASE(S) Standard Thomas A, Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall my building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job �II Truss Truss Type Qly Ply GHO Lot 95 MeadowoodT74262707 TJ36188 J36188-Ji6188A E04 Half Hip Reference (optional) mzzu s may zu zu i o mi i ex mousmes, mc. men dun i i us:ou:i r zut o rage i ID•ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-tR1 Xs9f4XbpgkwslvWZl HjSTFRSWP5XiGZgzs4z7PLa - •o- - •0i 5- s-o- 2-0-0 2.7-0 5-5-0 W. Scale: 1/4"=l' 3x4 = 3x6 = 6.00 12 2x4 II 6 7 8 3x4 = 2x4 11 2X4 II 3x4 11 2-7-0 2-7-0 8-0-0 5-5-0 13-5-0 5-5-0 15-3-0 1 -0- 1-10-0 -9-0 Plate Offsets (X Y)- f1:0-2-4 0-0-81 12:0-1-8 0-0-21 12:0-0-4 Edgel 13.0-3-8 Edoel 17.0-2-0 0-2-81 f11:0-2-12 0-2-01 u� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.25 16 >764 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.36 16 >528 180 BCLIl 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 126 lb FT = O% LUMBER- TOFICHORD 2x4 SP No.2 *Except* 1-5: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 *Except* 3-14: 2x6 SP SS, 6-13,10-12: 2x4 SP No.3, 3-17: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* I 8-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left; 2x6 SP No.2, 2x4 SP No.3 REACTIONS. (lb/size) 9=683/0-8-0, 2=889/0-8-0 Max Horz 2=454(LC 5) Max Uplift 9=-249(LC 5), 2=-370(LC 9) Max Grav 9=750(LC 13), 2=931(LC 13) BRACING - TOP CHORD Sheathed, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. DES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CHORD 3-22=-572/3, 3-4=1288/382, 4-5=-397/135, 5-6=-379/175, 6-7=-303/206, 7-8=-278/208, 8-9=-627/237 CHORD 3-15=-408/1205 S 4-15=0/317,4-11=-977/377, 11-15=-348/1011,8-11=-240/672 1) Uhbalanced roof live loads have been considered for this design. 2) V1{ind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) P ovide adequate drainage to prevent water ponding. 4) T�iis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ',;'his 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 w✓ill fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint 9 and 370 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sI eetrock be applied directly to the bottom chord. LOAD CASE(S) Standard Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall MiTek' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the " fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. i Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 • Job , Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262708 J36188-J361BBA E05 Half Hip 1 1 .11 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 -2-0-0 2-7-0 2-0-0 2-7-0 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:17 2018 Page 1 7-3-8 4-8-8 4-8-8 1-5-0 ' 1-10-0 b-9-0' 4x8 = 2x4 II 3x6 = 5 6 27 7 13-5-0 , 15-3-0 Z Scale = 1:39.8 Plate Offsets X Y — 1:0-2-4 0-0-8 2:0-1-8 0-0-2 2:0-0-4 Ed a 3:0-6-11 Ed a 5:0-5-4 0-2-0 LOADING, (pso 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) 0.25 16 >766 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.36 16 >520 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.18 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 125 lb FT = 0% LUMBERIIi BRACING - TOP CHO,rD 2x4 SP 285OF 1.8E 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHO D 2x4 SP No.2 *Except* 3-13,3-17: 2x6 SP No.2, 6-12,9-11: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 7-8: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 I REACTIONS. (Ib/size) 8=683/0-8-0, 2=889/0-8-0 Max Horz 2=386(LC 5) Max Uplift 8=-244(LC 5), 2=-374(LC 9) Max Grav 8=713(LC 13), 2=933(LC 13) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-24=-530/0, 3-4=-1403/420, 4-5=-5121223, 5-6=-300/200, 6-7=-308/199, 7-9=-612/249 BOT CHORD 3-15=-440/1305, 14-15=-441/1306, 13-14=-182/414, 10-13=-166/526 WEBS 5-14=-99/329, 5-13=-384/141, 7-10=-218/606, 4-15=-69/420, 4-14=-1023/370 NOTES 1) Unbala iced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II;;Exp C; EQ., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=11.60 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 Cuss 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 Qt=lb) 8=244,2=374. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a tress system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6l A iTek• Is ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job iJIl Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262709 J36188-J 6188A E06 Half Hip 1 1 Job Reference o tional East (;oast I russ, Fl. Fierce, t-L 34846 0.G4V s Andy cy to 10 wn A — u mumucv, u,c. Awuu —1. , , vr.c-r. , a v , U. , ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-BDCNIEEjGkmccCYy4ygEO?gOTDv4tNeUB4NOg2z7QcA -2-0-0 2-7-0 7-0-0 10-0-0 , 13-5-0 15-3-0 ,16-0-0, r 2-0-0 2-7-0 4-5-0 3-0-0 3-5-0 A 1-10-0 �0-9-0 1x 4x8 = Scale = 1:33.9 2x4 I I 3x6 = 5 6 27 7 2-7-0 7-0-0 10-0-0 , _ 13-5-0 15-3-0 16-0-0 2-7-0 3-0-0 3-5-0 r 1-10-0 AO-9-0 A (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.23 16 >807 240 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.35 16 >536 180 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.17 8 n/a n/a 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER- TOP'I HORD 2x4 SP 285OF 1.8E *Except* 5-7: 2x4 SP No.2 BOT HORD 2x4 SP No.2 *Except* 3-13,3-17: 2x6 SP No.2, 6-12,9-11: 2x4 SP No.3 WEBtS 2x4 SP No.3 *Except* 7-8,2-2: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=683/0-8-0, 2=889/0-8-0 Max Horz 2=317(LC 5) Max Uplift 8=-239(LC 5), 2=-378(LC 9) Max Grav 8=683(LC 1). 2=928(LC 13) I PLATES GRIP MT20 244/190 Weight: 119 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. ES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. :HORD 3-24=493/0, 3-4=1430/437, 4-5=-771/306, 5-6=-423/216, 6-7=-416/212, 7-8=-609/230 HORD 3-15=44711310, 14-15=-448/1312 5-14=-102/347, 7-10=-239/678, -10-14=209/530, 5-10=294/103, 4-15=-93/419, 4-14=-863/302 1) Uj(ibalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber D`PL=1.60 plate grip DOL=1.60 3) P{ovide 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) % his 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) P'rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) S,=239, 2=378. 7) Tjrjs truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum soeetrock be applied directly to the bottom chord. M 0 N Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 004 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 ,i ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a trusuildis system. Before use, indm pthe building designer must verify the applicability of design parameters and property incorporate this design into the overall � �• bng design. Bracing icated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 6 iTek• it Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Oty Ply J36188 GHO Lot 95 Meadowood I' T14262710 J36188-J361Q8A E07 Half Hip 1 1 Job Reference (optional) East Coast;; russ, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:20 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-gPmIWZFLI I uTEM78efBTxCMBDdMncgxeQk6aMVz7Qc9 -2-0-0 5-8 2-7-D B-0-0 13-5-015-3-0 16-0-0 2-0-0 5-8 2-0-8 5-5-0 5-5-0 1-10-0 0-9-0 Scale = 1:33.1 4xS = 2x4 11 3x6 = 4 5 25 6 6.00 12 N 7 5xl2 M Y 3x10 11 1 8 e e � 1 4x8 = m c 3 1x4 II 2x4 II 44 1x4 II 1a 2x4 II N 0 0 2 0 0 13 2x4 " 1x4 II 4x4 = a 14 11 10 d 3xa II 2x4 II 2x4 II 3x4 = 11 i 2-7-0 8-0.0 13-5-015-3-0 0-16-0 2-7-0 5-5-0 5-5-0 1-10-0 0-9-0 'late Offsdts (X,Y)- 11:0-2-4.0-0-81 12:0-1-8.0-01 12:0-0-4 Edgel 13:0-3-8 0-2-81,14:0-5-4.0-2-01 19:0-2-12.0-2-01 LOADING; (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.24 14 >804 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.36 14 >520 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.18 7 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 109 lb FT = 0% LUMBER, BRACING - TOP CHORD 2x4 SP 2850F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. ,I 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 13-12: 2x6 SP SS, 5-11,8-10: 2x4 SP No.3, 3-15: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 6-7: 2x6 SP No.2 OTHERS! 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 "I REACTIONS. (lb/size) 7=683/0-8-0, 2=889/0-8-0 Max Horz 2=249(LC 5) Max Uplift 7=-236(LC 5), 2=-381(LC 9) Max Grav 7=683(LC 1), 2=918(LC 13) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-22=-463/2, 3-4=1184/383, 4-5=-615/264, 5-6=589/249, 67=566/205 BOT CHORD 3-13=-373/1042, 5-9=-318/163 WEBS 4-13=0/325, 9-13=319/879, 4-9=-503/147, 6-9=274/766 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: gSCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11`1 Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This tr}�ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This;jruss 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 etween the bottom chord and any other members. 6) ProvidIr mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=236 2=381. 7) This tr�ss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheet��ock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 A {NARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I', Tru Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262711 J36188-J36188A E08G Half Hip Girder 1 1 � Job Reference o tional East Coast fuss, rt. F9efce, I-L 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:22 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-couVxFGcZf8BTfG WI4DxOdSa3R3j4i4wt2bgQNz7Qc7 -2-0-0 3-3-4 6-0-0 1 D-7-8 14-M 16-0-0 2-0-0 3-3-4 2-8-12 4-7-8 3-7-8 1-9-0 I' Scale = 1:32.9 4xl0 = 4x4 = 2x4 II 3x6 = 3 21 22 4 23 5 6 6.00 12 16 e e n a 4x8 = s' 1x4 II 2x4 = 4 g = 2x4 II o `� 1x4 II N 2 M -; tx4 11 o a C N 11� e a 12 11 10 9 — d 2x4 II 5x6 = 3x4 = 3-3-4 6-0-0 10-7-8 14-3-0 15-3-0 16-0-0 3-3-4 2-8-12 4-7-8 3-7-8 1-0-0 0-9-0 Plate Offsets (X,Y)— 11:0-2-4.0-0-81 13:0-7-4 0-2-01 18:0-2-12 0-2-01 111:0-2-8.0-3-01 117:0-2-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.05 12-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.11 12-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 102 lb FT = 0% LUMBER - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 5-10: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 *Except` 10-0-0 oc bracing: 8-10 6-7,3-12: 2x6 SP No.2, 16-17,8-17: 2x4 SP No.2 JOINTS 1 Brace at Jt(s): 16 OTHERS' 2x4 SP No.3 REACTIONS. (lb/size) 7=722/0-8-0, 2=865/0-8-0 Max Horz 2=203(LC 9) Max Uplift 7=-258(LC 5), 2=-3B9(LC 9) Max Grav 7=773(LC 36), 2=914(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1122/348, 3-4=-862/342, 4-5=-1015/369, 5-6=1015/364, 6-7=-703/245 BOT CHORD 2-12=-326/961,11-12=-325/972, 10-11=-312/878, 8-1 0=-1 58/546 WEBS 4-17=-382/195, 8-17=-297/820, 6-8=-380/1125, 10-17=-950/339 NOTES- 1) Unbala ced roof live loads have been considered for this design. l 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; IExp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1160 plate grip DOL=1.60 3) Providel 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 Gt=lb) 7=258;12=389. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 99 lb up at 6-0-0, 1188 lb down and 86 lb up at 8-0-12, 188 lb down and 86 lb up at 10-0-12, 188 lb down and 86 lb up at 12-0-12, and 188 lb down and 86 lb up at 14-0-12, and 58 lb down and 21 lb up at 15-9-4 on top chord. The design/selection of such connection . device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAISE(S) Standard 1) Dead +I Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Alban! PE No.39380 Uniform Loads (plf)Cent MiTek USA, Inc. FL 9934 Vert: 1-3=70, 3-6=-70, 10-18=-20, 9-10=-20, 7-8=-20 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WfIRNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Desiggn valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a tmss system. 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 Individual prevent of truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to collapse with Injury damage. For MiTek' prevent possible personal and property general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262712 J36188-J36188A FG04 Roof Special Girder 1 1 1 Job Reference o tional East 0 d N Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:23 2018 Page 1 ID:ACzXF5ZNyEa_1NQ9dnkZfEyGOD24—St8bHEKyGl5prjJokAYr nJgREp7L46iLEzpz7Qc6 34-8 6-5-6 34-8 3-1-0 3x4 = 1 8 3x4 II 3x4 = 3x4 = 3 4 / 3x4 = 2x4 II HUS26 HUS26 6x8 = HUS26 Scale = 1:15.2 3-4-8 6-5-8 34-8 3-1-0 Plate Offsets (X.Y)— 17:04-0,0-3-121 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.03 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.04 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 45 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins, BOT C�IORD 2x6 SP No.2 `Except* except end verticals. 3-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=1501/Mechanical, 6=1162/0-8-0 Max Horz 8=-80(LC 6) Max Uplift 8=-561(LC 4), 6=-445(LC 5) Max Grav 8=1567(LC 26). 6=1194(LC 25) FORC S. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-775/307, 1-2=-1412/542, 2-3=-1412/542 BOT CHORD 3-6=-854/347 WEBS,I 1-7=-547/1468, 3-7=-519/1409 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vascf=124mph; TCDL=9.Opsf; BCDL=3.0l5sf; h=16ft; B=60ft; L=449ft; eave=46ft; Catalll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOI�=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) ThisIitruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` Th s 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) Pro�ide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=561, 6=445. 7) UseSimpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-7-i12 from the left end to 4-7-12 to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In t,'e 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) Ded + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-70, 6-8=-20, 5-6=-20 Concentrated Loads (lb) Thomas A. Albani PE No.39360 Vert: 9=-71 O(B) 10=-665(B) 11=-665(B) MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. gesign 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' �ii always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �/qgiTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job 1 Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262713 J36188-J36188A G01G MONOPITCH GIRDER 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:24 2018 Page 1 I D:ACzXF5ZNyEa_1NQ9dnkZfEyGOD2-YAOGLxls5GOuizQvtVFP52XyVEgiYaDDKM4nVGz7Qc5 i -M-0 i 7.0.12 1 -5-8 i 15-5-0 16-8-0 , 2_o' 7-0-12 3-4-12 4-11-8 1-3-0 W t 0 3x4 II 1x411 sxv - 3x8 II "--`- 7x8 = `- /xo - HUS26 HUS26 HUS26 1_2 Scale = 1:53.2 HUS26 te-e-0 7-0.12 tOS-8 15-0-0 15. 0 7.12 NM 4-10-6 0. -o d 1.3-0 Plate Offsets (X.Y)- 11:0-2-4,0-0-81 12:0-1-12,0-1-81 13:0-2-0 0-3-01 18:0-2-0 0-4-121 19:0-4-0 0-4-41 110:0-4-0 0-4-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.06 11-16 >999 240 MT20 244/190 TCDL ° 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.11 11-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(CT) 0.03 9 n/a n/a BCDL 110.0 Code FBC20171TPI2014 Matrix -MS Weight: 312 lb FT = 0% LUMBER-' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, BOT CHORD 2x6 SP No.2 'Except* except end verticals. 5-9: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 6-7,8-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2448/0-8-0, 9=6120/0-4-0 Max Horz 2=534(LC 5) Max Uplift 2=-967(LC 9), 9=-2374(LC 9) FORCES..I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4609/1651, 3-4=-2718/1059, 4-5=-372/399, 5-6=-269/348, 6-7=385/865 BOT CHORD 2-11 =-1 53314040, 10-11=-1574/4157, 9-10=-202/515, 8-9=-4654/1829, 5-8=-377/182 WEBS 3-11=-750/2170, 3-10=-2457/957, 4-10=-1116/2927, 8-10=-801/2040, 4-8=-3212/1312, 6-8=-961/442 NOTES. 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads) are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This trusts 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 0t=1b) 2=967, 14=2374. 7) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-10d Truss) or equivalent at 7-0-12 from the left end to connect truss(es) to front face of 1)1ottom chord. I 8) Use Si rl son Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 from the left end to 14-10-10 to connect truss(es) to front face of bottom chord. Thomas A. Albani PE No.39380 9) Use Sim son Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 16-0-12 from the left end to connect MiTek USA, Inc. FL Cert 6634 truss(e7o back face of bottom chord, 6984 Parke East Blvd. Tampa FL 33610 p 10) Fill all hail ail holes where hanger is in contact with lumber. Date; June 11,2018 ®WARNING. Verify design READ parameters and NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Designivalid for use ontywith MiTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not a tmssisystem. 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 alw6gs required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component Safety) nfonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job '' Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262713 J36188-J361BBA G01G MONOPITCH GIRDER 1 2 1 Job Reference (optional) East Coat Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead T Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=70, 2-9=-20, 7-8=-20 Conce trated Loads (lb) Vert: 11 =-1 856(F) 9=-899(F) 17=-899(F) 18=-899(F) 19=-899(F) 20=-1488(B) 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:24 2018 Page 2 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-YAOGLxls5GOuizQvtVFP52XyVEgiYaDDKM4nVGz7Qc5 IWARNING • Verify design. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ■■■■ D sign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is^always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r I Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262714 J36188-J36188A H01GE COMMON SUPPORTED GAB 2 1 Job Reference o tional East Coas Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:25 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-ONaeZHJUsaXIK775RDneeG48ReAHH9vNZOgL1 iz7Qc4 -2-0-0 4-2-0 8-4-0 10-4-0 2-0-0 4-2-0 4-2-0 2-0-0 Scale = 1:23.2 4x4 = LOADI, G (ps1) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 7 n/r 90 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.06 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.01 7 n/r 120 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHE14S 2x4 SP N0.2 PLATES GRIP MT20 2441190 Weight: 46 lb FT = 0% 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. NS. All bearings 84-0. (lb) - Max Horz 2=-137(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 9, 10, 8 except 2=-277(LC 8), 6=-277(LC 8) Max Grav All reactions 250 lb or less at joint(s) 9, 10, 8 except 2=315(LC 1), 6=322(LC 14) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1) Unbalanced roof live loads have been considered for this design. 2) Wirtd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=2ft; Caf II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DO,�=1.60 plate grip DOL=1.60 3) T. 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. 4) Gable requires continuous bottom chord bearing. 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) • 7�is 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) Prbvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10, 8 except at=1b) 2=277, 6=277. 9) Bd',Wed plate or shim required to provide full bearing surface with truss chord at joint(s) 6. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 11,2018 ,�AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. ■■■ Design valid for use only with WOO connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 L_ Job i i Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262715 J36188-J36188A H02G COMMON GIRDER 1 1 '� Job Reference (optional) East CoastiTruss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:27 2018 Page 1 I D:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-ylh0_zKkOBnTZR9UYdp6jh9WDSkcIO1 g 1 KJR6bz7Qc2 4-2-0 8-4-0 4-2-0 4-2-0 4x4 = 2 6 6x8 = 4 2x4 I I 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.02 4-5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.05 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBERr BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS I 2x4 SP No.3 `Except` BOT CHORD 1-6,3-4: 2x6 SP No.2 REACTIONS. (lb/size) 6=927/0-8-0, 4=928/0-8-0 Max Horz 6=159(LC 7) I Max Uplift 6=-240(LC 9), 4=-240(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH(0RD 1-2=828/252, 2-3=828/252, 1-6=-697/209, 3-4=697/209 WEBS it 2-5=-120/442,1-5=-128/629, 3-5=-129/630 Scale = 1:24.6 PLATES GRIP MT20 244/190 Weight: 49 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: I SCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. IIExp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This trIuss 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 j6etween the bottom chord and any other members. 5) Provia mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=240, 4=240. 6) Hang�r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down and 74 lb up at 1-6 1 , 287 lb down and 74 lb up at 3-6-12, and 287 lb down and 74 lb up at 4-94, and 287 lb down and 74 lb up at 6-9-4 on botto chord. The design/selection of such connection device(s) is the responsibility of others. 7) In theTLOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CpSE(S) Standard 1) Dead'l+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=-70, 4-6=-20 J Concentrated Loads (lb) Vert: 7=-287(B) 8=-287(B) 9=-287(B) 10=-287(13) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 11,2018 �'INARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. De�gn valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an Individual building component, not a i ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp�, bul ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe k• is Iways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rye fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood I T14262716 J36188-J36188A H03G COMMON GIRDER 1 1 Job Reference o Ilona/ East Coast'(fruss, FL Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:28 2018 Page 1 ID:ACzXF5ZNyEa—pNQ9dnkZfEyGOD2-RyFmBJLM8VvKBakg6LKLFuidTr8vUUCpF 27elz7Qc1 -2-0-0 - 4-2-0 84-0 , 10-4-0 2-0-0 4-2-0 4-2-0 2-0-0 4x4 = 8 US = 62x4 II 2x4 4-2-0 8-4-0 A-9-n A_o_n Plate Offsbts fX.Y1— f1:0-2-4.0-0-81.f5:0-2-4.0-0-81 Scale = 1:25.4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.02 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.03 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 63 lb FT = 0% LUMBEI I- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 Gc bracing. 2-8,4-6: 2x6 SP No.2 OTHERS 2x4 SP No.2 *Except* 10-11,13-14: 2x4 SP No.3 REACTI?NS. (lb/size) 8=793/0-8-0, 6=775/0-8-0 Max Horz 8=210(LC 6) Max Uplift 8=-331(LC 9), 6=-327(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-541/183, 3-4=-541/183, 2-8=-688/327, 4-6=-692/328 WEBS 2-7=-93/456, 4-7=-98/471 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind?1ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. $ Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-IIII1.60 plate grip DOL=1.60 3) This (fuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit' between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=331,6=327. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 180 lb down and 54 lb up at 2-5-1, and 180 lb down and 54 lb up at 3-9-12, and 180 lb down and 54 lb up at 5-9-12 on bottom chord. The design/selection of such onnection device(s) is the responsibility of others. 7) In the�LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unit Loads (pl0 Vert: 1-2=70, 2-3=-70, 3-4=-70, 4-5=70, 6-8=-20 Conc ntrated Loads (lb) Thomas A. Albani PE No.39380 Vert: 15=-180(6) 16=-180(8) 17=-180(B) MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 A"WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■■ • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a'truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is j (ways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job , V Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood II T14262717 J36188-J36188A V4 Valley 1 1 Job Reference (optional) Last t:oasl I cuss, K. Pierce, F L 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:29 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-v8p8PeM?volBpkJtg2rao6EveFXVDz9yUeoYATz7QcO 2-0-0 4-0-0 2-0-0 2-0-0 TCLL TCDL BCLL BCDL LUME TOP ( BOT( 3x4 = 2 2x4 2x4 (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a 10.0 Code FBC20171TPI2014 Matrix-P 2x4 SP No.3 2x4 SP No.3 S. (lb/size) 1=124/4-0-0, 3=124/4-0-0 Max Horz 1=-30(LC 6) Max Uplift 1=-42(LC 9), 3=42(LC 9) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.7 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 2) Windt, ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. jl; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLi1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This,iruss 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 fii 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 Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date; June 11,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ��• p'esign valid far use only with Mi reke connectors. This design is based only upon parameters shown, and is for an individual building component, not a�truss system. Betore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' I always required for stability and to prevent collapse wish possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Siafety Information available from Truss Plate Institute,Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r ;, Truss Type Qly Ply J36188 GHO Lot 95 Meadowood Puss T14262718 J36188-J361r8A Valley 2 1 Job Reference o tional Last coast, 'I7uss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:30 2018 Page 1 I D:ACzXF5ZNyEa_pN09dnkZfEyGOD2-NKNXc_Mdg692Quu3DmMpLJn?_fr6yQk6jlX6jvz7Qc? 4-0-0 8-0-0 4-0-0 4-0-0 Scale = 1:15.1 4x4 = TCLL TCDL BCLL BCDL LUME TOP C BOTC 2 4 2x4 i 1x4 II 2x4 (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a n/a 999 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a n/a 10.0 Code FBC2017/TP12014 Matrix-S 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 S. (lb/size) 1=139/8-0-0. 3=139/8-0-0, 4=331/8-0-0 Max Horz 1=-74(LC 6) Max Uplift 1=-56(LC 9), 3=-56(LC 9), 4=-93(LC 9) Max Grav 1=142(LC 13), 3=153(LC 14), 4=331(LC 1) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 25 lb FT = 0% 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. 1) Unbq'anced roof live loads have been considered for this design. 2) Wind,; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gabl� requires continuous bottom chord bearing. 4) This'{russ has been designed'for a 10.0 psf bottom chord live load honconcurrent with any other live loads. 5) ' Thi§ truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 9 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 11,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 bMiTek' ins always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component t Blvd. e East .Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 6904 Parke East0 Job , Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262719 J36188-J361188A V8A VALLEY 1 1 Job Reference (optional) East 1 Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Mon Jun 11 07:24:30 2018 Page 1 ID:ACzXF5ZNyEa_pNQ9dnkZfEyGOD2-NKNXc Mdg692Quu3DmMpLJn?MfgsyQF6jlX6jvz7Qc? -2-0-0 4-2-0 B-4-0 10-4-0 2-0-0 4-2-0 4-2-0 2-0-0 4x4 = 4 3x8 11 1 x4 I I 3x8 11 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.01 7 n/r 90 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.02 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 6 n/a n/a BCDL ° 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.01 7 n/r 120 LUMBE�- TOP CHiORD 2x4 SP No.2 BOT CORD 2x4 SP No.3 OTHER 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-4-9, Right 2x6 SP No.2 2-4-9 REACT ONS. (lb/size) 2=457/8-4-0, 6=457/8-4-0, 8=125/8-4-0 Max Horz 2=-137(LC 6) Max Uplift 2=-303(LC 9), 6=-303(LC 9) Max Grav 2=457(LC 1), 6=472(LC 14), 8=189(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-312/177, 4-6=-3011177 Scale = 1:23.2 PLATES GRIP MT20 244/190 Weight: 48 lb FT = 0% 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. 1) Unbelanced roof live loads have been considered for this design. 2) Winn: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; B=60ft; L=449ft; eave=46ft; Cat. �1; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL 1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=303, 6=303. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 8904 Parke East Blvd. Tampa FL 33810 Date: June 11,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building idesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1y1 'Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' 'jabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSffTPl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. ,Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I I Truss Truss Type Qty Ply J36188 GHO Lot 95 Meadowood T14262720 J36188-J36188A V8B VALLEY 1 1 Job Reference o tional Last Coast-IYuss, Ft. Pierce, FL 34945 8.220 s May 24 2018 Mil eK Industries, Inc. Mon Jun 11 07:24:31 2018 Page 1 I D:ACzXF5ZNyEa—pNQ9dnkZfEyGOD2-rWxvgKNFRQHv22SFnTu2tXJA63A5htVFyyHfFMz7Qc_ 2-0-0 4-2-0 B-4-0 10-4-0 2-0-0 4-2-0 4-2-0 20 -0 Scale = 1:23.2 4x4 = 3x8 11 1xa II 3x8 1I e-4-o 8-4-0 Plate Offsets X Y — 2:0-6-1 0-0-5 6:0-6-1 0-0-5 LOADIN (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.01 7 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.02 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix-S Wind(LL) 0.01 7 n/r 120 Weight: 48 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 SLIDEF i, Left 2x6 SP No.2 2-4-9, Right 2x6 SP No.2 2-4-9 REACTIONS. (lb/size) 2=457/8-4-0, 6=457/8-4-0, 8=125/8-4-0 Max Horz 2=137(LC 7) Max Uplift 2=303(LC 9), 6=-303(LC 9) Max Grav- 2=457(LC 1), 6=472(LC 14), 8=189(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-312/177, 4-6=-301/177 1) Unbalanced roof live loads have been considered for this design. 2) WindE ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=16ft; 13=60ft; L=449ft; eave=46ft; Cat. ',^I; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Gabl, requires continuous bottom chard bearing. 4) Thislruss 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 ff between the bottom chord and any other members. 6) ProV,de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=303, 6=303. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cent 6634 6904 Parka East Blvd. Tampa FL 33610 Date: June 11,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111.7473 rev. 10/03/2015 BEFORE USE. ���• "esign 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 propedy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see A.S"", quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center 1 late on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. O _11 G c1-2 c2-3 2. Truss bracing must be designed by an engineer. For T I 0 WEBS v 4 O m �y, 0 U O = �Y 3 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. U ab 3. Never exceed the design loading shown and never d u U stack materials on inadequately braced trusses. For 4 X 2 orientation, locate Op� c�-a csa cs s 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0- '10 from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slats in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ft soware or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate X 4 width measured perpendicular -T ESR-1311, ESR-1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the in all respects, equal to or better than that specified. by text in the bracing section of the truss unless Otherwise shown. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at ft. spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek(@ All Rights Reserved ' approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18) 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: W1 project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. - BCSJ — - Buildirt -C-om orient-Safet -Information, — -- 9 p Y _-- — __ — — -9 Design assumes manufacture in accordance with 20J�MSI/TP_1_1 Guide to Good Practice for Handling, - [T _ quality criteria. - — - - - -- -- Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015