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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 FekSCAN `�NE�tese truss designs rely on lumber values established by others. BYSt. Lucie C00V M! RE: J3 840 - J35840 GHO Lot 56 Spec. Residence MiTek USA, Inc. Site Inl ormation: 1 6904 Parke East Blvd. C'ustor ier Info: GHO Homes Project Name: J35840 Model: Grenadine -Classic Tampa, FL 33610-4116 Lot/BI ck: 56 Subdivision: Meadowood Lot/BI ck:56 City: F . Pierce State: FL Name kddress and License # of Structural Engineer of Record, If there is one, for the building. Name: .D ot)a•l I a. VVL&.CtA,.r_ License #: oSp— 0 y (o Add re City: G, State: >C�. Gener I Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loadi g Conditions): Desig Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind ode: ASCF, 7-10 [All HeighIl Wind Speed: 160 mph Roof ad: 45.0 psf Floor Load: N/A psf This p', ckage includes 54 individual, Truss Design Drawings and 0 Additional Drawings. With nly seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet confor s to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. eal# Truss Name_ Date No. Seal# _Truss Name I Date 1 T12946523 —CJ1 1/12/18 18 IT12946 1/12/18 12 _f 129465241—CJ1A _ 1/12/18 119 IT12946541 —HJ7A 1/12/18 J 3 12946525 1 —CJ3 1/12/18 120 1 T12946542 1 --HJ24 1/12/18 111 12946526 1 —CJ3A 1 1/12/18 121 I T12946543 I A01 1/12/18 L-1112946527 I T12946544 I A02 1 1/12/18 1 6 112946528 1 —CJ5 1/12/18 123 1 T12946545 1 A03 1/12/18 7 ,12946529 —CJ5B 1/12/18 124 1 T12946546 1 A04 1/12/18 8 12946530 —CJ5S 1/12/18 125 IT12946547IA05 1 1/12/18 9 17112946531 --EJ3A 1/12/18 126 1 T12946548 1 A06 1/12/18 10 1 T12946532 1 —EJ3G ' 1/12/18 127 IT12946549IA07 1/12/18 11 12946533 —EJ4 1/12/18 28 1 T12946550 1 A08G 1/12/18 12 12946534I —EJ7 .1 1/12/18 29 T12946551 A09 _ _1_1/12/18 13 112946535 —EJ7A 1/12/18 30 I T12946552 1 A10 1/12/18 " 14 12946536 —EJ7B 1/12/18 131 IT12946553 All 11/12/18 1 15 12946537 —EJ24 1/12/18 32 IT12946554IA12 1/12/18 16 12946538 —HJ3A 1/12/18 33 T12946555 A13 1/12/18 17 1 T12946539 1 —HJ4 1/12/18 134 T12946556 A14 1/12/18 The tru drawing(s) referenced above have been prepared by MiTek I ISA, Inc. under my direct supervision based on the parameters provide by East Coast Truss. Truss esign Engineer's Name: Magid, Michael My lice' se renewal date for the state of Florida is February 28, 2019. IMPOFii ANT NOTE: The seal on these truss component designs is a certification that the a gineer named is licensed in the jurisdiction(s) identified and that the designs c mply with ANSI/TPI 1. These designs are based upon parameters shown (e.. loads, supports, dimensions, shapes and design codes), which were given to Tek. Any project specific information included is for MiTek's customers file refere ce purpose only, and was not taken into account in the preparation of these des ns. MiTek has not independently verified the applicability of the design parameter 3 or the designs for any particular building. Before use, the building designer should ve ify applicability of design parameters and prop�rly incorporate these. designs into the o rall building designs per A%NSI/TPI 1, Chapter ILE COPY G0p,Et S. Mq� �J. • • DENS ♦i ft NO 53681 • 10 STA E OF •: 4U 1. S 0 NV A► ►ECG ,,• Michael S. Magid PE No.53681 ! MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 12,2018 , i Magid, Michael 1 of 2 I RED J35840 - J35840 GHO Lot 56 Spec. Residence Site' Information: Cu omer Info: GHO Homes Project Name: J35840 Model: Grenadine -Classic Lo lock: 56 Subdivision: Meadowood Lott' Block: 56 City Ft. Pierce State: FL i No Seal# ITruss Name Date 35', T129 66557 1 A15G 1/12/18 361 T12946558 1 A16 1 1/12/18 1 37 IT12946559IA17 1/12/18 38 1 T12946560 1 Al 1 1/12/18 39' J T12946561 I A19 1 1/12/18 J 40, 1 T12946562 1 A20 1/12/18 1.41 I T12946563 I A21 1 1 /12/18 1 42 T12946564 1 A22 1/12/18 1431 I T12946565 1 A23G 1 1/12/18 44 T1 9946566 1 B01 1/12/18 145i IT129465671BO2 1/12/18 461 1 T12946568 1 B03 1/12/18 471 1 T12946569 1 B04GE 1/12/18 481, 1 T12946570 1 CO G 1 1/12/18 f IWI I T12946571 I CO2 1 1/12/18 1 5011 1 T12946572 1 CO3 1 1/12/18 51 T12946573 1 MV2 1/12/18 52 T12946574 1 MV4 1/12/18 53 LT12946575 1 MV6 1 1/12/18 54 IT129465761MV24 1/12/18 2of2 Job Truss Truss Type Ply J35840 GHO Lot 56 Spec. Residence T12946523 J35840 —CJ1 JACK -OPEN �Qty 11 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34945 0 6 0 1 2-0-0 0.13U s aep 17 ZU I I IVII t eK inuusines. Inc. rn Jan rG iu:uo: iv Gu io rayel 1 ID:?Hkp10z9iOewXZ 89ySR3pywr3A-lw5VKWONe6gFu777CsWUx9nR9m?zNYGrhlY?epzw7rnA 1-0-0 1-0-0 Scale = 1:9.5 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 2 .0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 10 >999 240 TCDL 1 .0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 10 >999 180 BCLL .0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHOI BOT CHOI OTHERS FORCES. NOTES- 1) Wind: AS II; Exp C; and right 2) As reque: the respo 3) Plates ch 4) This truss 5) ' This tru: will fit bet 6) Refer to c 7) Provide It 2=339. 2x4 SP No.3 2x4 SP No.3 2x4 SP No.3 (Ib/size) 2=354/0-8-0, 3=-44/Mechanical, 6=80/Mechanical Max Horz 2=111(LC 8) Max Uplift 2=-339(LC 8), 3=-44(LC 1), 6=80(LC 1) Max Grav 2=355(LC 13), 3=65(LC 8). 6=113(LC 8) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. N CS PLATES GRIP MT20 244/190 Weight: 11 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 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=15ft; 13=74ft; L=40ft; eave=5ft; Cat. ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left posed; Lumber DOL=1.60 plate grip DOL=1.60 ed plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is sibility of the fabricator to increase plate sizes to account for these factors. cked for a plus or minus 0 degree rotation about its center. las 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. rder(s) for truss to truss connections. :chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 6 except Qt=lb) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design vali 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 M. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building de ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �i't'�k' is always r ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, lorage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In!c mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence I T12946524 J35840 -CJ1A JACK -OPEN TRUSS 1 1 �J35840 Job Reference (optional) East Coast Tn Ft. Pierce, FL 34946 0 ts. i su s bep i o zu i t ml t eK inat I D:?Hkp10z9iOewXZ_89ySR3pywr3A-V6ftXsP?PC -2-0-0 0-114 1 0 0 2-0-0 0-114 o- - 2 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING ( 0SPACING- 2-0-0 CSI. TCLL 2 .0 Plate Grip DOL 1.25 TC 0.55 TCDL 1 .0 Lumber DOL 1.25 BC 0.21 BCLL .0 Rep Stress Incr YES WB 0.00 BCDL 1 .0 Code FBC2017/TPI2014 Matrix -MP LUMBER- 1x4 II Inc. rn Jan 7G-i U:Uo:zvzuio ravelt N CS Scale DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) -0.00 6 n/r 120 MT20 244/190 Vert(CT) 0.00 6 n/r 120 Horz(CT) 0.00 n/a n/a Weight: 11 lb FT = 0% BRACING - TOP CHOR 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTION (lb/size) 3=230/Mechanical, 6=0/0-3-4 Max Horz 3=-654(LC 8), 6=765(LC 8) Max Uplift 3=-193(LC 8) FORCES. I) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE 2-3=-675/683 BOT CHOR 2-6=-652/765 NOTES- 1) Wind: AS(, E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. - II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 'plate grip DOL=1.60 2) As requesl, ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch ked for a plus or minus 0 degree rotation about its center. 4) This truss I ias 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be leen the bottom chord and any other members. 6) Refer to gl der(s) for truss to truss connections. 7) Provide mi mhanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=193. 8) Beveled p to or shim required to provide full bearing surface with truss chord at joint(s) 6. ,&WARNAS. Verrty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design vali I for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall�• building de; gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M �'!T* 'ek' is always r �uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Infohnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence T12946525 J35840 —CJ3 JACK -OPEN 6 1 �J35840 Job Reference (optional) East Coast Tr Ft. Pierce, FL 34U4li 1 o. 1ou soeP ia—a ""i enaiuumuca, nice. ID:?Hkp 1 Oz9iOewXZ-89ySR3pywr3A-V6ftXsP?PQo6VHiJmZ1jUMKcvAK06?W_wyHZBF -2-0-0 3-0-0 2-0-0 3-0-0 Scale = 1:14.6 Plate Offset (X Y)— 11:0-2-4 0-0-81 12:0-1-12 0-1-01 LOADING ( sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.01 6-12 >999 240 MT20 244/190 TCDL 1 5.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.00 6-12 >999 180 BCLL .0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1.0 Code FBC2017lrP12014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHOR17 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORE, 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTION . (lb/size) 2=326/0-8-0, 3=65/Mechanical, 6=19/Mechanical Max Horz 2=164(LC 8) Max Uplift 2=-270(LC 8), 3=-41(LC 8), 6=-40(LC 5) Max Grav 2=326(LC 1), 3=72(LC 13), 6=49(LC 3) FORCES. lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASEposeiji E 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. ll; Exp C;ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right Lumber DOL=1.60 plate grip DOL=1.60 2) As reque ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch cked for a plus or minus 0 degree rotation about its center. 4) This trusE has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 5) ' This tru 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 een the bottom chord and any other members. 6) Refer to for truss to truss connections. 7) Provide�rder(s) echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 6 except Qt=lb) 2=270. AWARNlII G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design va iJ for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss sy em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall myT �• building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi 7'e,�° is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatior✓, 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 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 J35B40 GHO Lot 56 Spec. Residence T12946526 J35840 —CJ3A JACK -OPEN 1 1 1 Job Reference o tional East Coast Tru' Ss, Ft. Pierce, FL 34846 2-0-0 1 0.10V50UP 1-11 Ivlllen umwuiw,uiV. au Ic iv.v i a�w rau. I D:7Hkp 10zgiOewXZ_89yS R3pywr3A-zJD FI CPdAjwz7 Q H W KHYyOasnfag 2rSm79c16jizw7 m8 3-0-0 3-0-0 CI Scale = 1:14.6 Ig i I 3-M Plate Offsets X Y — 1:0-2-4 0-0-8 2:0-1-12 0-1-0 LOADING (I f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2,0 Plate Grip DOL 1.25 TIC 0.55 Vert(LL) -0.01 4-10 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-10 >999 180 BCLL .0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a Na BCDL 1 .0 Code FBC2017ITP12014 Matrix -MP Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTION (lb/size) 3=64/Mechanical, 2=328/0-8-0, 4=17/Mechanical Max Horz 2=163(LC 8) Max Uplift 3=-29(LC 5), 2=-215(LC 8) Max Grav 3=76(LC 13), 2=330(LC 13), 4=45(LC 3) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp C; Eric]., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6¢ plate grip DOL=1.60 2) As reque ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo 'sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch irked for a plus or minus 0 degree rotation about its center. 4) This truss) las been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This tru, has been designed for a live load 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) Refer to I der(s) for truss to truss connections. 7) Provide rn chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=215. ® WARNI IS - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. ' Design vat r! for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy 1 m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is alwa s uired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek Y 9 Y P P P P 1 rY P P Y 9 9 9 9 9 I 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 Inf, �rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply GHO Lot 56 Spec. Residence T12946527 J35840 -CJ3S JACK -OPEN TRUSS 1 1 �J35840 Job Reference (optional) East Goast I loss, H. Pierce, FL 34946 o. wv s acp w cv i r rvu i cn a iuuau ica, a w. ,- , oU.1 . ID?Hkp l OzgiOewXZ_89ySR3pywr3A-RVmeyYQFxl2glarit_3BZnP3P-OzavDHNGmfF8zw7m7 2-3-0 2-3-D Scale = 1:12.2 _ _ f 6 4 3x6 I I 2-3-0 2-3-0 d' d N Plate Offset P X Y - 6:0-3-12 0-1-8 LOADING ( sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP - TCLL .0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 5-6 >999 180 BCLL .0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -MR Weight: 8 lb FT = 0% LUMBER- i BRACING - TOP CHOR , 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins, BOT CHOR 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION I. (lb/size) 6=89/0-7=0, 2=68/Mechanical, 5=27/Mechanical Max Horz 6=77(LC 8) Max Uplift 2=56(1-C 8), 5=-7(LC 8) Max Grav 6=89(LC 1), 2=82(LC 13), 5=44(LC 3) FORCES. , Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AJechanical E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp Cncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.plate grip DOL=1.60 2) As requed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respibility of the fabricator to increase plate sizes to account for these factors. 3) Plates cked for a plus or minus 0 degree rotation about its center. 4) This trusas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This trhas been designed for a live load 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. 6) Refer toder(s) for truss to truss connections. 7) Provide connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. WARN+ VG- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 1010312015 BEFORE USE. l Design vaj d for use only with MiTekO 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 verifythe applicability of design parameters and property incorporate this design into the overall building d sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always quired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek• fabricatio � storage, delivery, erection and bracing of trusses and truss systems, see pNSIRPl1 quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety fnl ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Qty Ply J35840 GHO Lot 56 Spec. ResidenceT12946528 CJ5 FJACKOPENTRUSS 4 1 Job Reference (optional) East Goast I ss, I-t. Fierce, I-L 349415 6.130 s aep -15 2017 Mi i ex industries, inc. nt dan i z i u:uo:cc cu io rdye I i ID:?Hkp10z9iOewXZ_8gySR3pywr3A-RVmeyYQFxl2gladt_3BZnPyk_yBavOHNGmfF8zw7m7 -2-M 5-0-0 2-0-0 5-0-0 Scale = 1:19.5 0 tx4 II LOADING (p'sf) TCLL 2 .0 TCDL 1 .0 BCLL 0 BCDL 1 .0 LUMBER - TOP CHOR 2x4 SP No.3 BOT CHOR 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTION (lb/size) 2=394/0-8-0, 3=140/Mechanical, 6=55/Mechanical Max Horz 2=218(LC 8) Max Uplift 2=-300(LC 8), 3=-100(LC 8), 6=-74(LC 5) Max Grav 2=394(LC 1), 3=152(LC 13), 6=91(LC 3) CSI. TC 0.53 BC 0.38 WB 0.00 Matrix -AS 5-0-0 S1V DEFL. in (loc) I/defl L/d Vert(LL) 0.06 6-12 >930 240 Vert(CT) -0.05 6-12 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS , E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right xposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As reque ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo �I sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch cked for a plus or minus 0 degree rotation about its center. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This tru has been designed for a live load 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 teen the bottom chord and any other members. 6) Refer to rder(s) for truss to truss connections. 7) Provide chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 2=300, 3 100. 8) This trus design.requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroc be applied directly to the bottom chord. A INARNI" G -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design va id for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• I a truss sy i am. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building of ign. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing M iTe k• is ahvays quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatio4, storage, delivery, erection and bracing of trusses and truss systems, see gNSUTPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. Tampa, FL 36610 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 Job Truss Truss Type Oty Ply J35840 GHO Lot 56 Spec. Residence T12946529 J35840 ��l -CJ5B JACK -OPEN 1 1 I Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 2-0-0 1 8.130 s Sep 15 2D17 MiTek Industnes, Inc. f'n Jan 1Z 1U:U6:Z3 ZU18 F'age p ID?Hkp10z9iOewXZ_89ySR3pywr3A-vhKO9uRtiLBhMkQuRiaQ6?y7UGHDJMGQcwWDoazw7m6 5-0-0 5-0-0 5-0-0 5-0-0 2 d N Scale = :19.5 Plate Offsets X Y- 1:0-2-4 0-0-8 2:0-1-12 0-1-0 I LOADING ( � f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 210 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.02 4-10 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 4-10 >999 180 BCLL .0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 1 .0 Code FBC2017rrP12014 Matrix -AS Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORE I 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORE 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTION (lb/size) 3=138/Mechanical, 2=397/0-8-0, 4=54/Mechanical Max Horz 2=217(LC 8) Max Uplift 3=82(LC 8), 2=-207(LC 8) Max Grav 3=161(LC 13). 2=401(LC 13), 4=88(LC 3) FORCES. I) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 2) As reque ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo ibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch ked for a plus or minus 0 degree rotation about its center. 4) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tru has been designed for a live load 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 ean the bottom chord and any other members. 6) Refer tog der(s) for truss to truss connections. 7) Provide chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=207. 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 a applied directly to the bottom chord. ® WARNII;IIG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vali for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � of I building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• Is always r uued far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,' torage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 QualityCriteria, DSB-89 and BCSI Building Component g6904 Parke East Blvd. Safety Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, Parke East � t � Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence T12946530 J35840 —CJ5S JACK -OPEN TRUSS 1 1 Job Reference (optional East Coast Tr 'ss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 10:08:23 2018 Pagei11 I D:?Hkp 10z9iOewXZ_89ySR3pywr3A-vhKO9uRtiLBhMkQuRiaQ6?y99OJhJ MGQcwWDoazw7m6 4-3-0 4-3-0 Scale=1:17.1 o I 3x6 11 LOADING ( TCLL 2 TCDL 1 BCLL BCDL 1 f) .0 .0 .0 .0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.42 BC 0.30 WB 0.00 Matrix -AS DEFL. in (loc) I/dell Ud Vert(LL) 0.02 5-6 >999 240 Vert(CT) -0.03 5-6 >999 180 Horz(CT) -0.02 2 n/a n/a I PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHOR� 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTION (lb/size) 6=179/0-7-0, 2=133/Mechanical, 5=52/Mechanical Max Horz 6=131(LC 8) Max Uplift 6=16(LC 8), 2=-98(LC 8), 5=-6(LC 8) Max Grav 6=179(LC 1), 2=156(LC 13), 5=82(LC 3) i FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 2) As reque ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch cked for a plus or minus 0 degree rotation about its center. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This tru has been designed for a live load 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 I een the bottom chord and any other members. 6) Refer to rder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 5. 8) This trus design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroc be applied directly to the bottom chord. ' I i - I I WARM(��G •Verily desigrip meters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. 1 Design varitl for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not Not a truss syJq em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d( 5ign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek' is always iiii quired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricatio , storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 QualityCriteria, DSB-89 and BCSI Building Component 9 P 6904 Parke East Blvd. Safety Infl rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J35840 GHO Lot 56 Spec. Residence t T12946531 J35840 -EJ3A JACK -OPEN TRUSS 1 1 Job Reference o tional East Coast Tr LOADING TCLL 2 TCDL 1 BCLL BCDL 1 LUMBER - TOP CHORI SOT CHORI Ft. Pierce, FL 94946 0. lJ0 5 aep 10 [O t I tvu r en utuubur.b, mc. n, V.I. is iv.vo c '. ray.; i D:?Hkp10z9iOewXZ_89ySR3pywr3A-OuuONESV reJY_u?5?P5feCUOhnh_2pWaraFmKOzw7m5 2-10-8 2-10-8 1 2x3 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 " Rep Stress Incr YES Code FBC2017fTP12014 CSI. DEFL. in (loc) I/deft Ud TC 0.18 Vert(LL) 0.01 3-6 >999 240 BC 0.17 Vert(CT) -0.01 3-6 >999 180 WB 0.00 Horz(CT) -0.00 2 n/a n/a Matrix -MP 2x4 SP No.3 2x4 SP No.3 (lb/size) 1=127/0-3-0, 2=84/Mechanical, 3=43/Mechanical Max Horz 1=75(LC 8) Max Uplift 1=22(1_C 8), 2=-54(LC 8), 3=-S(LC 8) Max Grav 1=130(LC 13), 2=96(LC 13), 3=55(LC 3) FORCES. (1b) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. Scale = 1:11.8 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: AS I E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 2) As reque ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo ' sibility of the fabricator to increase plate sizes to -account for these factors. 3) Plates ch cked for a plus or minus 0 degree rotation about its center. 4) This trus as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This tru has been designed for a live load 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 Yeen the bottom chord and any other members. 6) Refer to rder(s) for truss to truss connections. 7) Provide mhanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 2, 3. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vaI for use only with Nlilrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HV 11' building d ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always 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 ANSltTPl1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inf irmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type City Ply J35840 GHO Lot 56 Spec. Residence T12946532 J35840 —EJ3G MONOPITCH TRUSS 1 1 Job Reference (optional)I East Coast l S. Ft. Pierce, FL J4946 O.' JV J ..P - —, r 1 OIL uumuca a w.. u a — c , X i, ID:?Hkp10z9iOewXZ_89ySR3pywr3A-s4SmaaT8EyRPc2aHZ6duBQlVoBssnGlj3E?KsTzw7m4 2-10-8 2-10-8 Scale = 1<11.6 2 2x4 II LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 2 .0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.02 3-5 >999 240 TCDL 1 .0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.03 3-5 >999 180 BCLL .0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 file n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -MP LUMBER- TOPCHORE 2x4 SP No.2 BOT CHORE,2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS,(lb/size) 1=1213/0-3-0, 3=637/Mechanical Max Horz 1=91(LC 5) Max Uplift 1=-393(LC 8), 3=-212(LC 8) FORCES. (1p) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. NOTES- 1) Wind: AS iE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 Iplate grip DOL=1.60 2) Plates ch ked for a plus or minus 0 degree rotation about its center. 3) This truss ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This tru has been designed for a live load 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. 5) Refer tog der(s) for truss to truss connections. 6) Provide chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=393, 3 12. 7) Use Simp on Strong -Tie HUS26 (14-10d Girder, 4-1 Od Truss, Single Ply Girder) or equivalent at 0-11-4 from the left end to connect truss(es) S, back face of bottom chord. 8) Fill all naR oles where hanger is in contact with lumber. 9) In the LO D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CAS I(S) Standard 1) Dead + R of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L' ads (plf) rt:1-2=-70,1-3=-20 Concentraa ed Loads (lb) V�rt: 5=-1604(B) ®WARNING- Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® 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 properly incorporate this design into the overall building de ign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always r' uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTek' fabrication ! storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1. 1 dob Truss Truss Type Qty . Ply J35840 GHO Lot 56 Spec. Residence t T12946533 J35840 -EJ4 JACK -OPEN 7 1 Job Reference (optional East coast I n i-t. Hierce, FL S4V46 0. Ou s oup ru [u I r Ivi I , IIIUUJl11CJ, nlc. — dau Ic o ray. / ID:?Hkp10z9iOewXZ_89ySR3pywr3A-s4SmaaT8EyRPc2aHZ6duBQ1TzB?OnGlj3E?KsTzw7m4 -2-M 4-0-8 i I I 2-0-0 4-0-8 Scale = 1:18.4 1 1x4 II LOADING ('f) SPACING- 2-0.0 CSI. DEFL. in (too) I/defl Lid PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.04 4-10 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.04 4-10 >999 180 BCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -AS Weight: 22 Ito FT = 0% I LUMBER- BRACING - TOP CHOR 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTION (lb/size) 3=122/Mechanical, 2=379/0-8-0, 4=46/Mechanical Max Horz 2=205(LC 8) Max Uplift 3=-85(LC 8), 2=-293(LC 8), 4=68(LC 5) Max Grav 3=131(LC 13), 2=379(LC 1), 4=78(LC 3) FORCES. I) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. i NOTES- 1) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; incl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and rightigder(s) posed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respibility of the fabricator to increase plate sizes to account for these factors. 3) Plates cked for a plus or minus 0 degree rotation about its center. 4) This trusas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truhas been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit been the bottom chord and any other members. 6) Refer to for truss to truss connections. 7) Provide rr 6chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=293. 8) This truss Jesign requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2".gypsum sheetrockl, a applied directly to the bottom chord. ,&WARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design val for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building de, ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always r quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication lorage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnf4 available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J35840 GHO Lot 56 Spec. Residence 1 T12946534 J35840 -EJ7 JACK -OPEN TRUSS 8 1 Job Reference o tional East Coast lss, Ft. Pierce, FL 34948 0. IOU s OUP 10 cu I I rvu i art umuauas, ur, ni jail r< iu.uo——ro raq" � ID:?Hkpl Oz9iOewXZ_89ySR3pywr3A-KGOBowTm?GZGDC9T6g87jdaclbCi Wj?tluktOvzw7m3 2-0-0 7-0-0 rt-n 7-0-0 Scale: 1/2"=1' Plate Offset X Y - 1:0-2-4 0-0-8 2:0-1-0 0-1-8 LOADING ( so SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL I.V Plate Grip DOL 1.25 TIC 0.66 Vert(LL) 0.27 4-10 >314 240 MT20 244/190 TCDL 1 i.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.23 4-10 >363 180 BCLL .0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 1 .0 Code FBC2017ffP12014 Matrix -AS Weight: 29 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTION . (lb/size) 3=210/Mechanical, 2=478/0-8-0, 4=80/Mechanical Max Horz 2=271(LC 8) Max Uplift 3=-153(LC 8), 2=347(1-C 8). 4=-106(LC 5) Max Grav 3=226(LC 13), 2=478(LC 1), 4=125(LC 3) FORCES. Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp C;, ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right xposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As reque ed, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo" sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch ' cked for a plus or minus 0 degree rotation about its center. 4) This trus 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 be4 een the bottom chord and any other members. 6) Refer to Irder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=153, 2 1 347, 4=106. 1 8) This trus design requires that a minimum of 7/16" structural wood sheathing.be applied directly to the top chord and 1/2" gypsum sheetroc be applied directly to the bottom chord. i i A WARN I G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design v d for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��• a truss sy am. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building d sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalio 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 ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence 1 T12946535 J35840 —EJ7A JACK -OPEN 3 1 Job Reference (optional) East Coast 1 n LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO OTHERS I-L Fierce, FL 34y415 O. 1— J JCp io cu , r rvu rcn umumrma, mom, r au is w.w. o o , U. , ID:?Hkp 1 Oz9i OewXZ_89ySR3pywr3A-oTaX? F U OIZh7 rLkfgXfM Gr6nV?XxFAFOXYUQxLzw7m2 -2-0-0 7-0-0 I 2-0-0 7-0-0 Scale: 1/2"= I j SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. DEFL. in (loc) I/deft Ud TC 0.66 Vert(LL) 0.09 4-10 >886 240 BC 0.86 Vert(CT) -0.23 4-10 >363 180 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix -AS BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 - (lb/size) 3=210/Mechanical, 2=478/0-8-0, 4=80/Mechanical Max Horz 2=271(LC 8) Max Uplift 3=-130(LC 8), 2=-213(LC 8) Max Grav 3=243(LC 13), 2=485(LC 13), 4=125(LC 3) d A PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. FORCES. (, ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.601 Diate 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 respo ibility of the fabricator to increase plate sizes to account for these factors. 3) Plates chE ked for a plus or minus 0 degree rotation about its center. 4) This truss ilas 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 betv Ban the bottom chord and any other members. 6) Refer to g der(s) for truss to truss connections. 7) Provide IT chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=130, 2= 13 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 Pe applied directly to the bottom chord. ®WARNI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design vali 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 m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i.Y■■ building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 dob Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence T12946536 J35840 -EJ7B JACK -OPEN 1 1 Job Reference (optional) East Coast Truss, Ft. Fierce, Fl- 34y46 LOADING TCLL TCDL 1 BCLL BCDL 1 LUMBER - TOP CHOR[ BOT CHOR[ OTHERS 2-0-0 1 7-0-0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 o. wu s aap ro—II weicn a—ou Iwo, nu.. ,n"u ,< I- _ — CSI. DEFL. in (loc) I/deft Ud TC 0.66 Vert(LL) 0.09 4-10 >886 240 BC 0.86 Vert(CT) -0.23 4-10 >363 180 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix -AS BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 (lb/size) 3=210/Mechanical, 2=478/0-8-0, 4=80/Mechanical Max Horz 2=271(LC 8) Max Uplift 3=130(LC 8), 2=-213(LC 8) Max Grav 3=243(LC 13), 2=485(LC 13), 4=125(LC 3) Scale: lf. PLATES GRIP MT20 244/190 Weight: 29 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. FORCES. (i ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 6=74ft; L=40ft; eave=5ft; Cat. II; Exp C; I ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late grip DOL=1.60 2) As reques d, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the respo ibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch ked for a plus or minus 0 degree rotation about its center. 4) This truss ias 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 bet an the bottom chord and any other members. 6) Refer to g der(s) for truss to truss connections. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=130, 2= 13 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 a applied directly to the bottom chord. A WARNI 3. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design vali for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��• building de i gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek� is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r Job Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence , T12946537 J35840 —EJ24 JACK -OPEN TRUSS 1 1 �J35840 � Job Reference o tional I East Coast Truss, Ft. Pierce, t-L 34846 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI 1 2x3 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 ' Rep Stress Incr YES Code FBC2017/TPI2014 o. wu a ocp ID:?Hkp10z9iOewXZ_89ySR3pywr3A-OuuONESVTeJY 2-4-8 2-4-8 CSI. DEFL. in (loc) I/deft Ud TIC 0.11 Vert(LL) -0.00 6 >999 240 BC 0.12 Vert(CT) -0.00 3-6 >999 180 WB 0.00 Horz(CT) -0.00 2 n/a file Matrix -MP BRACING- 2x4 SP No.3 TOP CHORD 2x4 SP No.3 BOT CHORD (lb/size) 1=104/0-8-0, 2=68/Mechanical, 3=36/Mechanical Max Horz 1=62(LC 8) Max Uplift 1=18(LC 8), 2=-44(LC 8), 3=-7(LC 8) Max Grav 1=107(LC 13), 2=78(LC 13), 3=45(LC 3) FORCES. Klb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% Structural wood sheathing directly applied or 2-4-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 2) As reque ad, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the resp( sibility of the fabricator to increase plate sizes to account for these factors. 3) Plates ch cked for a plus or minus 0 degree rotation about its center. 4) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tru 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 be een the bottom chord and any other members. 6) Refer to rder(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) 1, 2, 3. WARNII G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-7473 rev. 10/02/2015 BEFORE USE. ' Design vaj` d for use only with 1,17ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy, am. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always quired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabricatio 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 In ormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t Truss Truss Type Qty Ply GHO Lot 56 Spec. ResidenceT72946538 J35840 -HJ3A DIAGONAL HIP GIRDER 1 1b L5840 Reference (optional) East coast I rus81 FL Ylerce, rL a4tl40 ID:?HkplOzgiOewXZ 89ySR3pywr3A-dQIBfxRHIgF7XAs5tLfUkgoMc6A547U4Z4z?Evzw6 _2_9_15 4-0-1 2-9-15 4-0-1 1x4 II PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d TCLL .0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 7-14 >999 240 ISO TCDL .0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.01 7-14 >999 180 BCLL .0 Rep Stress Incr NO WB 0.07 Horz(CT) -0.00 3 n/a n/a BCDL .0 Code FBC2017rrP12014 Matrix -MP LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD BOT CHOR 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 (lb/size) 7=65/Mechanical, 3=256/0-3-8, 8=O/Mechanical Max Horz 3=304(LC 14), 8=309(LC 13) Max Uplift 7=-70(LC 8), 3=304(LC 8) Max Grav 7=65(LC 1), 3=256(LC 1) 2x3 II 4 5 PLATES GRIP MT20 244/190 Scale 1:16.4 Weight: 24 lb FT = 0% Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide FORCES. '(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO 1-2=-102/336, 2-3=-89/348 WEBS 1-9=-309/110, 8-9=-309/110 NOTES- 1) Wind: A E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1. plate grip DOL=1.60 2) As requ ;led, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsi ility of the fabricator to increase plate sizes to account for these factors. 3) Plates c cked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This tr 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 beI Neen the bottom chord and any other members. 6) Refer to 1 irder(s) for truss to truss connections. 7) Refer to i irder(s) for truss to truss connections. 8) Provide iechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 7 and 304 lb uplift at joint 3. 9) Hanger(',) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 lb up at 1-3-15, and 127 lb up at 1- -15 on top chord, and 98 lb up at 1-3-15, and 98 Ib up at 1-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the I. OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA$E(S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform' oads (plf) �ert: 1-4=-70, 4-5=-30, 6-10=-20 Cc21i I?Wftf) design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. i� Design va for use onlywilh MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ��• a truss sy e, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building cl ' ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' - is always fabricatiortl� quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety in rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i Job r Truss Truss Type City Ply IJ35840 GHO Lot 56 Spec. Residence Tti 946538 J35840 —HJ3A DIAGONAL HIP GIRDER 1 1 Job Reference (optional) East Coast Tru , FL Pierce, FL 34945 LOAD CAS (S) Standard Concenlr ted Loads (Ib) ert: 15=115(F=58, B=58) 16=114(F=57, B=57) ID:?Hkpl INA IG • Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 rev, 1010312015 BEFORE USE. Design va 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 sy� em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d ,sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatioi storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Ingrmation available from Truss Plate Institute, 218 N. Lee Street, Suke 312, Alexandria, VA 22314. le MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job t Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence -HJ4 DIAGONAL HIP GIRDER 1 1b C5840 Reference o tional I East Coast Trus , FL Pierce, FL 34946 8.130 s Oct 26 2017 MiTek Industries, Inc. Fri Jan 12 12:35:13 201it Page 1 I D?Hkp l Oz9 iOewXZ_89yS R3pywr3A-hOpZ4 KRLI KiM?xi 2EHeycBk WRZVYOhAI eVZuebzw6Ul -2-9-15 34-12 64-5 2-9-15 3-4-12 2-11-9 3x4 I I Scale = 1:21.1 4 5 3x4 II 8 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 3-4-12 6-4-5 3-4-12 2-11-9 Plate Offset' X Y — 8:0-2-0 0-0-5 LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.08 7-11 >961 240 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.08 7-11 >861 180 BCLL 3.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.00 3 n/a n/a BCDL 10 Code FBC2017/TP12014 Matrix -MS Weight: 32 lb FT = 0% LUMBER- I BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHOR 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 �b, ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation uide REACTION:. (lb/size) 7=215/Mechanical, 3=311/0-10-15, 8=0/Mechanical Max Horz 3=390(LC 14), 8=-336(LC 13) Max Uplift 7=-217(LC 8), 3=-432(LC 8) FORCES. lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 1-2=0/362, 2-3=0/374 WEBS 1-8=-336/0 i NOTES. 1) Wind: A E 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=1511; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp C ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exp ed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates cl ked for a plus or minus 0 degree rotation about its center. 3) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This tru 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 be veen the bottom chord and any other members. 5) Refer to irder(s) for truss to truss connections. 6) Refer to irder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 7 and 432 lb uplift at joint 3. 8) Hanger(E II or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 lb up at 1-3-15, 127 lb up at 1-3-15, a d 5 lb down and 79 lb up at 4-1-14, and 5 lb down and 79 lb up at 4-1-14 on top chord, and 84 lb up at 1-3-15, 84 lb up at 1-3-15, a d 5 lb up at 4-1-14, and 5 lb up at 4-1-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LC \D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE Standard 1) Dead + of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) ert: 1-4=-70, 4-5=-30, 6-9=-20 Concent i tied Loads (lb) ert: 12=115(F=58, 13=58) 14=114(F=57, B=57) 15=7(F=3, B=3) &WARMN G G. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. !,�■�' Design valiit r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building de. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V1iTek, is always rired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,rage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB-89 and BCSI Building Component, 6904 Parke East Blvd. Safety Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 I Job r Truss Truss Type Qty -IJ35840 GHO Lot 56 Spec. Residence T12946540 J35840 -HJ7 DIAGONAL HIP GIRDER JPIY 2 1 1 � Job Reference (optional) East Coast True, Ft Pierce, FL 34946 misu s ucczo zvi r mn eK mcusrr,es, inc. — dan \, ID:?Hkp10z9iOewXZ_89ySR3pywr3A-Hdji9kOSS4mYIJNG2MVCYljjiwgc �.-2-9-15 5-1-9 9-10-1 2-9-15 5-1-9 4-8-8 in 0 1 2x4 II Scalei 1:27.3 5 6 1x4 11 10 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 5-1-9 9-10-1 0 -7 5-1-9 4-8-8 Plate Offset X Y — 5:0-0-0 0-0-0 8:0-0-0 0-0-0 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.06 8-9 >999 240 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.05 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) -0.01 8 n1a n1a BCDL 0.0 Code FBC2017/TPI2O14 Matrix -MS Weight: 54 lb FT = 0% LUMBER- I BRACING - TOP CHOEj 2x4 SP NO.2 TOP CHORD BOT CHO N 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTION . (lb/size) 3=473/0-10-15, 8=501/Mechanical, 10=0/Mechanical Max Horz 3=416(LC 14). 10=-302(LC 13) Max Uplift 3=513(LC b), 8=-401(LC 8) Max Grav, 3=473(LC 1), 8=501(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO 1-2=-44/329, 2-3=-31/341, 3-15=-684/640, 15-16=-709/630, 4-16=-630/647 BOT CHO 3-18=-647/632, 18-19=-647/632, 9-19=-647/632, 9-20=-647/632, 8-20=-647/632 WEBS 4-8=-645/687, 1-11=-302/48, 10-11=302/48 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-11-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES' 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1. plate grip DOL=1.60 2) Plates ct acked for a plus or minus 0 degree rotation about its center. 3) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This trLss has been designed for a live load 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 meen the bottom chord and any other members. 5) Refer to irder(s) for truss to truss connections. 6) Refer to irder(s) for truss to truss connections. 7) Provide I, iechanical connection (by others) of truss to bearing plate capable of withstanding 513 lb uplift at joint 3 and 401 lb uplift at joint 8. i 8) Hanger(s I or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 lb up at 1-3-15, 127 lb up at 1-3-15. 51 lb down and 79 lb up at 4-1-14, 5 lb down and 79 lb up at 4-1-14, and 41 lb down and 158 lb up at 6-11-13, and 41 lb down an 158 lb up at 6-11-13 on top chord, and 98 lb up at 1-3-15, 98 lb up at 1-3-15, 51 lb up at 4-1-14, 51 lb up at 4-1-14, and 35 lb dW n and 90 lb up at 6-11-13, and 35 lb down and 90 lb up at 6-11-13 on bottom chord. The design/selection of such connecti in device(s) is the responsibility of others. 9) In the L D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CA (S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) I, ert: 1-5=-70, 5-6=-30, 7-12=20 C i 0 gy�pp,,}} ��/ des/ n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 7Ah\ I � 9 P Design val for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individual building component, not 9 Y 9 t P P 9 P � �• a truss sys� m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building de ,gn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek' is always r squired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Saffabetytion lnr matlon delivery, vailable frootion and m Truss Plate Institute, e, 218 N. Lee Stroftrusses and truss eet, Suite 312, Alexanstems, see dria, VA 2231q lily Criteria, D56-89 and SCSI Building Component Tamp Parke East Blvd. Tampa, FL 36610 Job r Truss Type City Ply GHO Lot 56 Spec. Residence �J35840 T12946540 J35840 [russ HJ7 DIAGONAL HIP GIRDER 2 1 Jab Reference (optional) tast coast i rus , ri. Tierce, rL aas90_` I D:?H kp 10z9iOewXZ_89yS R3pywr3A-Hdji9kOS S4mYIJN G2M VCYljjiwq GGKOMhyC R KpzwTy LOAD CAS S) Standard Concentr ed Loads (Ib) rt: 15=115(F=58, B=58) 17=82(F=41, B=41) 18=114(F=57, B=57) 19=7(F=3, B=3) 20=-54(F=-27, B=-27) i A WARNI G -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design vai 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, m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building d ign. 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 r quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication's 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 Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job r Truss Truss Type Qty, Ply GHO Lot 56 Spec. Residence �J35840 T12946541 J35840 —HJ7A DIAGONAL HIP GIRDER 1 1 Job Reference o tional East Coast Trur Ft. Pierce, FL 34946 8.130 s Oct 26 2017 MiTek Industries, Inc. Fri Jan 12 12:36:51 2016 Page 1 ID•?Hkp10z9iOewXZ_89ySR3pywr3A-gEkcfgdggR3Sl?Ct sPxaroHf3uD_xrjBkJ45wzvu6TA -2-9-15 5-1-9 9-10-1 2-9-15 5-1-9 4-8-8 ' 1x4 II PROVIDE ANCHORAGE, DESIGNED BY OTHERS, 11 AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 9-9-11 2x4 II 5 6 Scale = 1:27.3 Plate Offset X Y — 3:0-1-4 0-1-8 LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.05 8-9 >999 240 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.05 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) -0.01 8 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -MS Weight: 54 lb FT = O% LUMBER- BRACING - TOP CHO 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHO 2x4 SP No.2 end verticals. , WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-6-6 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer I. installation Quide. REACTIO (lb/size) 3=571/1-10-10 (min. 0-1-8), 8=500/Mechanical, l l=-0/Mechanical, 10=202/0-3-8 Max Horz 3=335(LC 14), 11=-230(LC 13) Max Uplift 3=361(LC 8), 8=-408(LC 5), 10=-232(LC 8) Max Grav 3=571(LC 1), 8=500(LC 1), 10=202(LC 1) FORCES. IiI(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOr��rbh 1-2=-102/266, 2-3=-89/274, 3-16=-756/623, 16-17=-684/554, 4-17=639/553 BOT CFO 3-10=-578/645, 10-19=-578/645, 9-19=-578/645, 9-20=-578/645, 8-20=-578/645 WEBS 4-8=-661/579 NOTES- 1) Wind: A E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exp sed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates ct acked for a plus or minus 0 degree rotation about its center. 3) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This In. 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 be Neen the bottom chord and any other members. 5) Refer to irder(s) for truss to truss connections. 6) Refer to irder(s) for truss to truss connections. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 3, 408 lb uplift at joint 8 and 23 lb uplift at joint 10. 8) Hanger(, or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 255 lb up at 1-3-15, 7 lb up at 1-3-15, 2 lb down and 94 lb up at 4-1-14, 5 lb down and 79 lb up at 4-1-14, and 34 lb down and 154 lb up at 6-11-13, nd 41 lb down and 158 lb up at 6-11-13 on top chord, and 4 lb down and 3 lb up at 4-1-14, 5 lb up at 4-1-14, and 26 lb down an 4 lb up at 6-11-13, and 35 lb down and 35 lb up at 6-11-13 on bottom chord. The design/selection of such connection device(s i is the responsibility of others. 9) In the L D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA (S) Standard 1) Dead + oof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform oads (plf) ert: 1-5=-70, 5-6=-30, 7-13=-20 C�I gWQdeslgn 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 sys m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building de, ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing I'�'�k' is always r uired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication Iforage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Int, ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 'Job 11 TfUss Type Ply J35840 GHO Lot 56 Spec. ResidenceT12946541 Fuss J7A DIAGONAL HIP GIRDER 1 1 1 Job Reference (optional) . .... .... .....� ,..r_,.-�.._ .. .. .. ..., n.a� Inca 9 test coast i rus! rL rierce, rL sga90 ID:?Hkp10z9i0ewXZ_89ySR3pywr3A-gEkcfgdqgR3Sl?Ct_sPxaroHf3uD_xfjB LOAD CASE ) Standard Concentra' d Loads (Ib) V'rt: 16=73(F=-131, B=58) 18=75(F=34, B=-41) 19=-1(F=-4, B=3) 20=-51(F=-24, B=-27) i ,&WARN I G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design va id for use on with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sy ern Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A �• building d ign. Bracing Indicated is to prevent. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VI OTek• is always quired 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In rmatfon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 � I r ' Job Tru: J35840 -HJ: East Coast Tm . Ft. Pierce, FL 34946 56 Spec. Residence HIP GIRDER I 1 1 8.130 s Oct 26 2017 MiTek Industries, In ID:?Hkp10z9iOewXZ_89ySR3pywr3A-fx9k2 W6vFk5nY8FZKG7J( -2-9-15 3-3-9 2-9-15 3-3-9 4 5 = 1:15.2 �I 0 = 4,24 1x4 II 3 2 2x4 I 12 13 0• �• 14 7 9, 0 2x4 1 o Q 3x4 = 0 2x4 116 i I i i 1x4 II 8 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. i 3-3-9 3-3-9 Plate Offset X Y — 3:0-1-8 0-1-8 LOADING pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.00 7-12 >999 240 MT20 2441190 TCDL 5.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.01 7-12 >999 180 BCLL 10.0 Rep Stresslncr NO WB 0.06 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 21 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-9 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 recommends that Stabilizers and required cross bracing Fbin.ek talled during truss erection, in accordance with Stabilizer allation uide REACTION . (lb/size) 7=31/Mechanical, 3=226/0-10-15 jmin. 0-1-8), 8f 0/Mechanical Max Horz 3=270(LC 14), 8=-280(LC 13) Max Uplift 7=-97(LC 8), 3=-256(LC 8) Max Grav 7=31(LC 1), 3=226(LC 1) FORCES. I lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOP 1-2=-89/308, 2-3=-75/321 WEBS 1-9=-280/96, 8-9=-280/96 NOTES- 1) Wind: A E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. Il; Exp C Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1. plate grip DOL=1.60 2) Plates c cked for a plus or minus 0 degree rotation about its center. 3) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This tru 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 be ween the bottom chord and any other members. 5) Refer to irder(s) for truss to truss connections. 6) Refer to irder(s) for truss to truss connections. 7) Provide i echanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 7 and 256 lb uplift at joint 3. 8) Hanger( or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 lb up at 1-3-15, and 127 Ib up at 1- 15 on top chord, and 98 Ib up at 1-3-15, and 98 Ib up at 1-3-15 on bottom chord. The design/selection of such connection device(s I is the responsibility of others. 9) In the L D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA (S) Standard 1) Dead + of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform gads (pl0 ert: 1-4=-70, 4-5=-30, 6-10=-20 Concent ited Loads (lb) {ert: 13=115(F=58, B=58) 14=114(F=57, B=57) WARNI 9 II . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design vali: for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sysi i' m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVl is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �AAiTek' fabrication, torage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infc ',i ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 0 III Job TruSS Type Qty Ply J35840 GHO Lot 56 Spec. ResidenceT12946543 I J35840 A01 JH'IUPSTSRUSS 1 1 Job Reference o tional East Coast I ss, tt. Pierce, rL J4y40 -2-0-0 5-11-13 2-0� 5 11 13 ID:?Hkpl0z9iOewXZ_89ySR3pywr3A-9QNQ2zYXa5JPy7cdT5FXzugcDODVwHolgpBBbZivf 11-5-3 16-10-8 20-5-8 27-10-0 33-2-4 40-0-0 42-0-0 5-5-5 5-5-5 3-7-0 7-4-8 5-4-4 6-9-12 2-0-0 5x5 = 6.00 12 5x8 = 6 7 3x4 3x6 5 2x4 \\ 4 3 ?x4 11 I I 2 I I FK } 20 33 34 19 18 17 3x4 = 4x6 = 3x8 = 3x4 = 3x6 = 27-10-0 Plate Offsets) X Y— 6:0-2-8 0-2-4 7:0-6-0 0-2-8 16:0-5-12 0-4-8 4x6 8 16 15 14 2x4 II Scale = 1:82.7 3x6 9 3x4 1 '__ 10 j 2x4 II 2x4 112x4 = 11 + o 12 `a Y 13 d 3x6 = 4x6 = .2-4 40-0-0 i 44 6-9-12 LOADING (i f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TIC 0.79 Vert(LL) 0.30 15 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.60 16-17 >794 180 BCLL T .0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.23 11 n/a n/a BCDL 110 Code FBC2017/TPI2014 Matrix -AS Weight: 247 lb FT = 0% LUMBER- BRACING - TOP CHORE, 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORE 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 8-14: 2x4 SP No.3 10-0-0 oc bracing: 14-16 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-18, 7-18, 8-17 13-16: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTION I (lb/size) 2=1951/0-8-0, 11=1959/0-8-0 Max Horz 2=419(LC 7) Max Uplift 2=-719(LC 8), 11=-724(LC 8) FORCES. I) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3461/1110, 3-5=-3187/1087,5-6=-2414/928,6-7=-2086/880, 7-8=-2514/927, 8-10=-3855/1238, 10-11=-3454/1095 BOT CHOR 2-20=727/3254, 18-20=-516/2708, 17-18=-292/2149, 16-17=-775/3425, 8-16=195/956, 11-13=770/3005 WEBS 3-20=-422/232, 5-20=-121/598, 5-18=-836/358, 6-18=-280/805, 7-18=-345/153, 7-17=-248/858, 8-17=-1606/571, 13-16=-752/3031, 10-16=-5/462, 10-13=-727/251 NOTES- 1) Unbalanc J roof 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; incl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6C plate grip DOL=1.60 3) Provide ad equate drainage to prevent water ponding. 4) Plates che ked for a plus or minus 0 degree rotation about its center. 5) This truss ias 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 betv een the bottom chard and any other members, with BCDL = 10.Opsf. 7) Provide rn chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=719, 11 724. 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 Oe applied directly to the bottom chord. O�WARNI -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design vali for use only with M.... —connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�' building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V I iTe k� is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, ' torage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Info' ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence ' T12946544 J35840 A02 HIP TRUSS 1 1 Job Reference (optional) East Coast I r. ss, Ft. Fierce, t-L 3494b - o. wu 6 oep r o cu i 1 nu i cn a iuuau raa, Inc. n i oar, 14 fat aa.w au r aye, , ID: ?Hkp l Oz9iOewXZ_89ySR3pywr3A-ddxoGJZ9LPRGZGBp 1 ommV6MpvQZLfgNuvTxl7?zw7ly 2-M 1 5-9-11 11-0-13 16.4-0 21-0-0 26-11-0 33-2.4 40-0-0 42-0-0 2-0-0 5-9-11 5-3-3 5-3-3 4-8-0 5-11-0 6-3-0 19-12 2-0-0 Scale = 1:82.7 5x5 = 6.00 12 5x8 = 6 7 3x4 3x6 ! 5 4x6 8 4 2x4 \\ 3x6 3 9 3x4 " cs 2x4 II 10 o1 L2x4 II 2x4 II 2x'= 2 2x4 112x4 = 15 20 33 34 19 16 35 17 12 0 6x8 = 11 ci o = d 3x4 = 4x6 = 3x8 = 3x4 = 14 13 3x6 3x6 d I 2x4 11 46 = ' &5 4 16.4-0 21-0-0 26 11-0 27r10r0 33-2-4 40-0-0 8-5-0 7-10-12 4-8-0 5-11-0 0-11-0 14-0 19-12 Plate Offsets X Y 6:0-2-6 0-2-4 7:0-6-0 0-2-8 16:0-5-12 0-4-8 LOADING (I f) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.26 TC 0.66 Vert(LL) 0.30 15 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.58 16-17 >829 180 BCLL 0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.22 11 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -AS Weight: 244 lb FT = 0% LUMBER- BRACING - TOP CHORE 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. SOT CHORE 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 8-14: 2x4 SP No.3 10-0-0 oc bracing: 14-16 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7-18, 8-17 13-16: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=1951/0-8-0, 11=1959/0-8-0 Max Horz 2=408(LC 7) Max Uplift 2=719(LC 8), 11=724(LC 8) Max Grav 2=1966(LC 13), 11=1985(LC 14) FORCES. ( ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE 2-3=-3472/1111, 3-5=-3216/1089, 5-6=-2464/938, 6-7=2136/889, 7-8=-2575/946, 8-10=-3851/1237, 10-11=-3466/1095 BOT CHOR 2-20=-731/3316, 18-20=-528/2794, 17-18=-319/2226, 16-17=-769/3412, 8-16=-201/967, 11-13=-772/3006 WEBS 3-20=-405/222, 5-20=-115/570, 5-18=-800/343, 6-18=-258/801, 7-18=332/144, 7-17=247/932, 8-17=-1550/544, 13-16=758/3030, 10-16=-6/476, 10-13=-728/253 NOTES- 1) Unbalanc roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 late grip DOL=1.60 3) Provide ac equate drainage to prevent water ponding. 4) Plates ch ked for a plus or minus 0 degree rotation about its center. 5) This truss I as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . 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 betv Ben the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=719,11724. 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 a applied directly to the bottom chord. A WARNI I -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vali �.�for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not♦ a truss syst n. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall pi�•Y■ building desi' in. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iTek" is always rewired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSIFI P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Vob Truss Truss Type City Ply t 56 Spec. Residence J35840 GHO LDo ' T12946545 J35840 A03 HIP TRUSS 1 1 Job Reference ptional East Coast TrLk s, Ft. Pierce, FL 34946 -0-0 7-5-4 -0-0 7-5-4 14-4-0 6-10-12 4-4-0 � , ,.y.. i ID:7Hkp1Oz9iOewXZ_89ySR3pywr3A-Z73Yh_aPtOh_paLC8DoEbXS9MDHf7ddBNndlCuzw7ly 23-0-0 26-11-0 1 33-24 40-0-0 _ 42-0-0 4-4-0 3-11-0 6-3-4 6-9-12 r 2-M Scale = 1:81.4 6.00 12 5x5 = 3x4 = 5x5 = 5 6 7 A 3x6 4x6 J 3x4 - 8 4 3x6 3 9 3x4 d 10 ao 2x4 I I x4 11 2x4 II 2x4 cr 2 2x4 II 2x4 = • Y 1918 33 34 17 16 6x8 = 11 r•7 0 o 20 ; 12 .b 3x6 = 2x4 II 4x6 — 3x8 = 15 14 13 d 3x6 — 3x8 = 2x4 II 4x6 = 7 5 4 14-4-0 23-0-0 26-11-0 27-10 0 33-2 4 40-0-0 7 5 4 6-10-12 8-8-0 3-11-0 0-11- 5 44 6-9-12 Plate Offsets Y 5:0-2-8 0-2-4 7:0-2-8 0-2-4 16:0-6-0 0-4-4 LOADING (p 0SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2 0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.29 15 >999 240 MT20 244/190 TCDL 1 0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.61 17-18 >785 180 BCLL 0 ` Rep Stress Incr YES WB 0.68 Horz(CT) 0.21 11 n/a n/a BCDL 1 0 Code FBC2017/rP12014 Matrix -AS Weight: 240 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORDI 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied. Except: 8-14: 2x4 SP No.3, 16-19: 2x4 SP No.1 10-0-0 oc bracing: 14-16 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 3-18, 6-18, 6-17, 8-17 13-16: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS (Ib/size) 2=1951/0-8-0, 11=1959/0-8-0 Max Horz 2=367(LC 7) Max Uplift 2=-719(LC 8), 11=-724(LC 8) Max Grav 2=1951(LC 1), 11=1983(LC 14) FORCES. ( ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE 2-3=-3425/1091, 3-5=-2705/959, 5-6=-2327/923, 6-7=-2469/957, 7-8=-2824/1014, 8-10=-3833/1235, 10-11=-3466/1098 BOT CHOR 2-20=-691/3158, 18-20=-691/3158, 17-18=-437/2497, 16-17=-752/3368, 8-16=-226/938, 11-13=-775/3010 WEBS 3-20=0/286, 3-18=-845/356, 5-18=-216/818, 6-18=-442/124, 7-17=-281/906, 8-17=12971462, 13-16=776/3009, 10-16=-11/449, 10-13=-724/259 NOTES- 1)Unbalance roof live loads have been considered for this design. 2) Wind: AS 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. Il; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60I late grip DOL=1.60 3) Provide ac� quate drainage to prevent water ponding. 4) Plates the ked for a plus or minus 0 degree rotation about its center. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' 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 bet aen the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mt chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=719,1111724. 8) This truss esign requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock a applied directly to the bottom chord. ® WARNIN . Veri/y deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vali or use only with Mi-rek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syst n. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall -.��• building der n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always re' wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info iation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job t Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence T12946546 J35840 A04 HIP TRUSS 1 1 �J35840 Job Reference (optional) I n 130 s 26 2017 MiTak IM—fri— Inr. Fri.tan 12 1938.45 2018 P.6e 1 Last L:oast i rus Oct" rt, vierce, rL 34a40 -"" dKqt -' - - - - ID �Hkp10z9i0ewXZ_89ySR3pywfdA-UAiapap OKgTQHQWvnfoSgCuWiilhkhPcVOTw65Jzw6R0 6-5- 4-o a-8-0 5 -o 0 2-0-0 6-5-4 1012 6 a-o a-4•o 1-11-o a 3 a s s tz Scale 1:80.7 6.00 12 5x8 2x4 II 5x8 = 5 34 6 i 7 4x6 3x6 % 8 I 3x4 3x6 34 9 3x4 d 2x4 II 10 x4 I I � 2x4 2 2x4 II 2x4 112x4 = o 21 20 19 35 18 36 17 16 6x8 = 11 M o 2x4 II 4x6 = 3x8 = 3x6 = 12 3x4 = .- 14 13 d 3x6 — 3x4 = 15 3x4 II 4x6 = 27-10-0 6-54 124-0 188-026-11-0 33-2-4 40A0 6-54 5-10-12 6-4-0 6-4-0 1-11-00-11 5-0-4 6-9.12 Plate Offset X Y— 3:0-1-8 0-1-8 5:0-6-0 0-2-8 7:0-6-0 0-2-8 16:0-5-12 0-4-8 LOADING (So SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.30 15 >999 240 MT20 244/190 TCDL .0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.53 15 >902 180 BCLL p.0 - Rep Stress Incr YES WB 0.70 Horz(CT) 0.22 11 n/a n/a BCDL .0 Code FBC2017/TPI2014 Matrix -AS Weight: 242 lb FT = 0% LUMBER- BRACING - TOP CHOR I 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORb 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 8-14: 2x4 SP No.3 10-0-0 oc bracing: 14-16 WEBS 2x4 SP N0.3 `Except MiTek recommends that Stabilizers and required cross bracing 13-16: 2x4 SP No.2 be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 SP No.3 Installation guide, REACTION . (lb/size) 2=1951/0-8-0 (min. 0-2-5), 11=1959/0-8-0 (min. 0-2-6) Max Horz 2=326(LC 7) l Max Uplift 2=719(LC 8), 11=724(LC 8) 1 Max Grav 2=1955(LC 13), 11=1995(LC 14) FORCES. I lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-3469/1096, 3-4=-2875/953, 4-5=-2862/1001, 5-34=-2927/1085, 6-34=-2927/1085, 6-7=-2927/1085,7-8=-3093/1096,8-9=-3737/1231,9-10=-3823/1194,10-11=-3494/1100 BOT CHOR 2-21=709/3213, 20-21=-709/3213, 19-20=-463/2608, 19-35=-463/2608, 18-35=-463/2608, 18-36=-528/2746, 17-36=-528/2746, 16-17=738/3342, 8-16=-246/995, 11-13=777/3017 WEBS 3-20=701/282, 5-20=-102/521, 5-18=-188/725, 6-18=-494/242, 7-18=-118/413. 7-17=261/992,8-17=-1162/388,13-16=782/3005,10-16=-16/452,10-13=-724/261 NOTES- 1) Unbalan d roof live loads have been considered for this design. 2) Wind: A E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C;', ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 3) Provide equate drainage to prevent water ponding. 4) Plates c cked for a plus or minus 0 degree rotation about its center. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru 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 fill be een the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 719 lb uplift at joint 2 and 724 lb uplift at joint 11. 8) This trus design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroc be applied directly to the bottom chord. LOAD CAS (S) Standard ® WARNI -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valk for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sys, m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �Ar building de gn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I Vl���r k" I always rQ'. wired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, torage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf imation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J35840 GHO Lot 56 Spec. Residence ' T12946547 J35840 A05 SPECIAL TRUSS 1 1 Job Reference (optional) East Coast T�,ss, Ft. Pierce, FL 34946 0. IOU s OUP ID w u rvu ran muusuma, .1— — —1. is iu.uo.or cu iu I D:?Hkp10z9iOewXZ-89ySR3pywr3A-VOAJ5gcfPexi2uVaGegigyXW71 zvbUNUg5vyC- -2-00-00 6-6-12 2-7 43-0 27-0-0 33-2-1122 460-.90--40 422--00.-00 2 2 82322 42-9-0 2 6.00 12 5x5 = 5x5 = 5 6 2x4 11 4x8 = 5x5 = 3x4 = 3xb = 5x5 = Scale=11:83.0 12x4 = 12 27-0-0 6E-12 12-7-0 20-0-8 24-3-0 5-3- 38-2-12 40-0-0 6£-12 6-0-0 75-8 42-8 -OA 1-9-0 62-12 Plate Offset X Y — 4:0-0-0 0-1-12 4:0-2-12 0-3-0 9:0-2-8 0-2-4 10:0-2-8 0-3-0 15:0-0-0 0-1-8 17:0-5-12 0-4-4 LOADING ('so SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TIC 0.52 Vert(LL) 0.34 16 >999 240 MT20 244/190 j TCDL 1 .0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.62 18-20 >773 180 BCLL .0 * Rep Stress Incr YES WB 0.85 Horz(CT) 0.23 11 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -AS Weight: 250 lb FT = 0% LUMBER- BRACING - TOP CHORD 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: 8-15: 2x4 SP No.3 10-0-0 oc bracing: 15-17 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-20, 10-17 13-17: 2x4 SP No.2 OTHERS i 2x4 SP No.3 1 REACTIONS (lb/size) 2=1953/0-8-0, 11=1959/0-8-0 Max Horz 2=330(LC 7) Max Uplift 2=-718(LC 8), 11=-724(LC 8) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR � 2-3=-3467/1095, 3-5=-2872/996, 5-6=-2777/1017, 6-7=-3504/1229, 7-8=-3504/1229, 8-9=-2965/1053, 9-10=-3382/1106, 10-11=-3471/1100 BOT CHORD 2-21=-707/3046, 20-21=-707/3046, 18-20=-718/3210, 17-18=-723/3330, 8-17=-151/738, 11-13=779/3023 WEBS 5-20=-716/2134, 6-20=-1845/670, 6-18=-109/521, 8-18=-102/311, 13-17=-775/2914, 17-22=-70/399, 10-22=-290/181, 9-22=-317/1147, 10-13=-404/196, 7-18=-421/213, 3-20=-713/290, 8-22=-1 096/309 NOTES- 1) Unbalanc 2) Wind: AS 11; Exp C; DOL=1.6 3) Provide a 4) Plates ch 5) This truss 6) * This tru will fit bet 7) Provide r 2=718, 1' 8) This truss I 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber )late grip DOL=1.60 :quate drainage to prevent water ponding. ked for a plus or minus 0 degree rotation about its center. 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 ien the bottom chord and any other members. -hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 724. esign requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum e applied directly to the bottom chord. WARNI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design vali for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss syst m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall pi�•�i building de�-atlon n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V1iTe k* is always r, ired for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding thefabrication;rage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence ' THI T12946548 J35840 A06 RUSS 1 1 Job Reference o tional East Coast Tr. ss, Ft. Pierce, FL 34946 8J.30 s Sep io 2011 Mi I ek inausrnes, inc.. Fri aan rc 10.00.j0 4010 ragcl r I D:? Hkp 10z9i OewXZ_89yS R3pywr3A-zakhJOdHAx3Zg24npL LxC93n SQ PcKwze3le WoCzw7lt 2-M 5-9-4 11-0-0 14-2-0 16-10-0 21-0-8 24-3-0 29-0-0 34-2-12 40-0-0 '42-0-0 j -0-0 5-9-4 5-2-12 3-2-0 2-8-0 4-2-8 3-2-8 4-9-0 5-2-12 5-9-4 2-0-0 Scale = 1:81.4 5x8 = 5x5 = 6.00 12 4 35 36 5 5x5 = 2x4 II 4x6 = 5x8 = 6 7 8 37 38 9 I 3x4 3 3x4 2x4 II 10 X4 I I N n 2x4 2 2x4 II _ /r 2x4 II 2x4 — o~ 1 18 • d 22 21 20 19 11 12 `? - 2x4 II 3x4 = 5x8 = 3x8 = 14 .d 3x6 = 17 16 15 13 d 3X6 — 2x4 II 4x6 = 2x4 II 8x10 M18SHS = 4x10 = 5 9 4 11-0-0 14-2-0 16-10-0 21-0 8 24-3 0 2 3- 29-0-0 34-2-12 40-0-0 5-9 4 5 2-12 3-2-0 2 8-0 4-2 8 3 2 8 -0- 3-9-0 5-2-12 5-9.4 Plate Offsets X Y 4:0-6-0 0-2-8 5:0-2-8 0-2-4 9:0-6-0 0-2-8 18:0-7-0 0-5-0 20:0-3-12 0-3-4 LOADING (I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 210 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.32 19 >999 240 MT20 244/190 TCDL 1 Lo Lumber DOL 1.25 BC 0.40 Vert(CT) -0.60 19-20 >807 180 M18SHS 2441190 BCLL !.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.21 11 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -AS Weight: 250 lb FT = 0% i LUMBER- BRACING - TOP CHORE 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied. BOTCHORE 2x4 SP 285OF 1.8E `Except* BOT CHORD Rigid ceiling directly applied. Except: 8-16: 2x4 SP No.3 10-0-0 oc bracing: 16-18 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-20 15-18: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=1 95310-8-0. 11 =1 959/0-8-0 Max Horz 2=298(LC 7) Max Uplift 2=-718(LC 8), 11=-724(LC 8) FORCES. ( ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE 2-3=-3503/1096, 3-4=-2985/1024, 4-5=-2960/1070, 5-6=-3301/1152, 6-7=-4300/1445, 7-8=-4300/1445,8-9=4158/1381,9-10=-3002/1038,10-11=-3513/1109 BOT CHOR 2-22=-719/3063, 21-22=-719/3063, 20-21=-513/2597, 19-20=-1040/4143, 18-19=-1010/4186, 8-18=-362/179, 13-15=-803/3072, 11-13=-803/3072 WEBS 3-21=-621/238, 4-21 =-1 03/373, 4-20=-220/844, 5-20=-417/1252, 6-20=-2191/779, 15-18=-622/2741, 9-18=613/2354, 9-15=-766/163, 10-15=-613/237, 7-19=-335/167, 6-19=-35/305 NOTES- 1) Unbalanc roof 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late grip DOL=1.60 3) Provide a quate drainage to prevent water ponding. 4) All plates a MT20 plates unless otherwise indicated. 5) Plates ch ked for a plus or minus 0 degree rotation about its center. 6) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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 betv aen the bottom chord and any other members. 8) Provide In chanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=718,11,724. 9) 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 a applied directly to the bottom chord. ®WARN) - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss syst i n. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building de in. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " iTek' is always re wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A 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 Info' nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence , J35840 A07 HIP TRUSS 1 1 �J35840 T12946549 Job Reference (optional) East Coast T#, Iss, Ft. Pierce, FL 34946 5x5 = 6.00 12 4 2x4�J4T2X4 �' I 2x4 11 2x4 = 2 M o - d 21 3x6 = 3x8 = ".l BU 5 aeP 10 LU I r IVll r UK I'luu'117, "'. rrl J 1 IG l'u" v G lu rays 1 I D:?Hkp1 Oz9iOewX2_89ySR3pywr3A-Rml3WMdwxFCQHBfzN3tAlNcozgfX3R6nHP03Lfzw7ls 6-2-0 18-10-0 1 24-7-0 31.0-0 i 35-2-12 40-0-0 42-0-0 7-2-0 2-8-0 5-9-0 6-5-0 42-12 4-9-4 2.0-0 Scale = 1:81.2 5x8 = 2x4 II 34 35 5 5x5 = 06 = 5x8 = 6 7 8 3637 9 2x4 10 2x4 II O 2x4 I I 17 7x8 = 11 2x4 = o 20 19 1 12 .o _,v 3x6 = 3x4 = 16 15 14 13 0 2x4 I 5x5 = 3x6 = 3x6 = I 3x8 = 25-7-0 16-2-0 18-10-0 24b-0 24--0 31-0-0 40-0-0 9-0-0 7-2-0 2-8.0 5-8-0 0-ILO 5b-0 9-0-0 1-0-0 LOADING ( so SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.34 21-30 >855 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.32 21-30 >893 180 BCLL .0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.06 11 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -AS Weight: 224 lb FT = 0% LUMBER- I BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 15-17 OTHERS 2x4SP No.3 WEBS 1 Row at midpt 6-18 REACTION I. (lb/size) 2=1120/0-8-0, 11=688/0-8-0, 18=2104/0-8-0 Max Harz 2=257(LC 7) Max Uplift 2=-885(LC 8). 11=-268(LC 8), 18=-1222(LC 8) Max Grav 2=1120(LC 1), 11=796(LC 14), 18=2104(LC 1) FORCES. b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-1590/1168, 3-4=-1333/1106, 4-5=-1156/1023, 5-6=-1024/910, 6-7=-411/699, 7-8=-411/699, 8-9=-377/543, 9-10=-576/52, 10-11=-929/139 BOT CHORD 2-21 =-796/1370,19-21=-455/900, 18-19=-331/696, 17-18=-751/763, 11-14=0/777 WEBS 3-21 =-312/246,4-21=-323/325, 5-21=-202/355, 6-19=-184/379, 14-17=0/305, 9-17=-961/544, 9-14=-113/373, 10-14=-432/208, 7-18=673/198, 6-18=-163011250 NOTES- 1) Unbalanc d roof 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., 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. 4) Plates ch cked for a plus or minus 0 degree rotation about its center. 5) This trussi las been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This true has been designed for a live load 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. 7) Provide IT chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=885, 11 268, 18=1222. 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 sheetrockl a applied directly to the bottom chord. WARNI II -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design vali for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ie a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■q.Y■ iTek" building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i�i fabrication, torage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610. i ' 4 k Job ' Truss Truss Type City Ply J35840 GHO Lot 56 Spec. Residence T12946550 J35840 A08G HIP TRUSS 1 1 Job Reference (optional) East Coast lluss, Ft. Pierce, FL 34945 tf.l SU s Sep 1 b zui I ml i ex ID:?Hkp10z9iOewXZ_89ySR3pywr3A-0901 20-10-0 24.7-0 28-9-8 33-0-0 2-8.0 3-9-0 4-2-8 4-2-8 5x8 = 2x4 II 5x8 = 2x4 II 6.00 12 5x8 M18SHS = 4 37 38 539 40 41 42 6 4x6 = 3x8 = 5x5 = 2x4 7 8 943 qq 45 10 46 11 2x4 I I 3 I I 2 10 x8 = • ' 19 o 24 47 48 23 22 49 21 20 3x4 = 4x4 = 50 3x6 = 3X6 = 18 17 51 1%2 15 53 14 3x10 = 2x4 I 3x6 = 3x4 = 5x12 = 3x4 = Inc. rrl Jan iz IU:uo:gI zu in rape 1 Scale =; 1:81.2 2X4 11 2X4 I I 12 x4 o 13 3X6 = 257-0 3-9-4 7-0-0 12-7-0 18-2-0 2450 24-7-0 i 28-9-8 _ � _ 33-0-0 36-2-12 40-0-0 39-0 32-12 5-7-0 57-0 6-40 0-ILO 32-8 42-8 3' 2-12 �3-9-0 1-" LOADING (so TCLL TCDL 1 BCLL BCDL 1, .0 .0 .0 .O SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.91 BC 0.83 WB 0.79 Matrix -MS DEFL. in (loc) Udefl L/d Vert(LL) 0.35 23-24 >819 240 Vert(CT) -0.31 23-24 >946 180 Horz(CT) -0.08 20 n/a n/a PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 227 lb FT = 0% LUMBER- I BRACING - TOP CHORE 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied. 4-6,7-11: 2x4 SP No.1 BOT CHORD ,Rigid ceiling directly applied or 3-10-8 oc bracing. Except: BOT CHORE 2x4 SP No.2 `Except 10-0-0 oc bracing: 17-19 2-22: 2x4 SP No.1, 9-17: 2x4 SP No.3 WEBS 1 Row at midpt 6-23, 7-20 WEBS 2x4 SP No.3 `Except 8-20: 2x8 SP No.2, 7-20: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTION (lb/size) 2=2046/0-8-0, 12=1040/0-8-0, 20=4846/0-8-0 Max Horz 2=216(LC 24) Max Uplift 2=1734(LC 8), 12=-468(LC 8), 20=-3375(LC 8) Max Grav 2=2046(LC 1), 12=1156(LC 30), 20=4846(LC 1) FORCES. b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-3739/3106, 3-4=-3528/3062, 4-5=-3556/3221, 5-6=-3556/3221, 6-7=-2226/2141, 7-8=2211/3188, 8-9=-2211/3188, 9-1 0=-1 639/1973, 10-11=-1398/521, 11-12=-1620/523 BOT CHOR 2-24=-2547/3286, 23-24=-2464/3158, 21-23=-1601/1957, 20-21=-500/371, 19-20=-2073/1988,9-19=-616/1459,14-16=0/587,12-14=-258/1329 WEBS 3-24=-309/258, 4-24=-742/811, 4-23=-530/542, 5-23=-956/646, 6-23=-1511/1913, 6-21=-647/223, 7-21 =-1 524/2057, 16-19=0/655, 10-19=2736/1911, 10-14=-745/1137, 8-20=368/216, 9-20=-2032/919, 7-20=4273/3489 NOTES- 1) Unbalanc d roof 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C;,, ncl., 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. 4) All plates Ire MT20 plates unless otherwise indicated. 5) Plates ch ked for a plus or minus 0 degree rotation about its center. 6) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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 bet en the bottom chord and any other members. 8) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1734,1 =468,20=3375. ,A WARNIA erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE USE. • Design vali �IYor use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syst . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r building de i n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always re' wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, Safety Info storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 quality Criteria, DSB-89 and BCSI Building Component �{ atlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 0 'Job Truss Truss Type City Ply GHO Lot 56 Spec. Residence T12946550 J35840 A08G HIP TRUSS 1 1 �J35840 Job Reference (optional)' East Coast Trt$s, Ft. Pierce, FL 34946 ID:?Hkp1 d.l30 step i 5 20 t t Ivli t etc rnuusurea, utc. r t aan is i u.v .11 av . —u— NOTES- 9) Hanger(s) other connection device(s) shall be provided sufficient to support concentrated load(s) 295 lb down and 211 lb up at 28-11-4, 295 lb down and 211 lb up at 30-11-4, 1 i1 lb down and 194 lb up at 7-0-0, 191 lb down and 184 lb up at 9-0-12, 191 lb down and 184 lb up at 11-0-12, 191 lb down and 184 lb up at 12-7-0, 191 lb down and 1, 34 lb up at 14-1-4, 191 lb down and 184 lb up at 16-1-4, 191 lb down and 194 lb up at 18-2-0, 191 lb down and 184 lb up at 25-2-13, and 214 lb down and 162 lb up at 27-2-13, and 214 lb down and 172 lb up at 33-0-0 on top chord, and 509 lb down and 456 lb up at 7-0-0. 85 lb down and 88 lb up at 9-0-12, 85 lb down and 88 Ib up at 1-0-12, 85 lb down and 88 Ib up at 12-7-0, 85 Ib down and 88 Ib up at 14-1-4, 85 Ib down and 88 Ib up at 16-1-4, 545 Ib down and 507 Ib up at 18-1-4, 85 Ib down and 26 lb up at 25-2-13, 85 lb down at 27-2-13, 85 lb down at 28-11-4, and 85 lb down at 30-114, and 509 lb down and 420 lb up at 32-11-4 on bottom chord. The design election of such connection device(s) is the responsibility of others. 10) In the LO D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE ) Standard 1) Dead + Ro f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ids (plf) V 1-4=70, 4-6=-70, 6-7=-70, 7-11=70, 11-13=-70, 19-31=-20, 17-18=-20, 17-34=-20 Concentra� d Loads (lb) V 4=-140(F) 6=-140(F) 11=-140(F) 22=60(F) 24=509(F) 23=60(F) 5=-140(F) 21=-545(F) 16=60(F) 14=-509(F) 10=-255(F) 37=-140(F) 38=140(F) 41=-140(F) 4 i-140(F) 43=-140(F) 44=-140(F) 46=-255(F) 47=-60(F) 48=-60(F) 49=-60(F) 50=-60(F) 52=-60(F) 53=-60(F) WARNI - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss syst', m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�• building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek� Is always r' wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrication, L torage, delivery, erection and bracing of trusses and truss systems, see . ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info; ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL. 36610 Job Truss Truss Type City Ply J35840 GHO Lot 56 Spec. Residence T12946551 J35840 A09 SPECIAL TRUSS 1 1 Job Reference o (optional) I East Coast T ss, Ft. Pierce, FL 34946 a. wO s aeP i o tv 1 r wu I en 111—L aa, all. — — . ., �� , � our , ID:?Hkp10z9iOewX2_89ySR3pywr3A-KYYaMkhQ Uirmpykcux6vDnTLR_C?DPNCIMHUQzw7llc -2-0-0 5-3-13 10-1-3 14-10-8 17-6-8 20-0-0 26-11-0 33-2-4 40-0-0 42-0-0 2-0-0 5-3-13 4-9-5 4-9-5 2-8-0 2-5-8 6-11-0 6-3.4 6-9-12 2-0-0 1 7-8-8 5x5 = 6.00 12 5x5 = 5x5 = 8 1-0 -2x4 II 4x6 = 2x4 II Scale = 1:83.7 Plate Offsets X Y — 6:0-2-8 0-2-4 17:0-5-12 0-4-8 LOADING (I SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d i PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.31 16 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.63 17-18 >757 180 BCLL .0 * Rep Stress Incr YES WB 0.82 Horz(CT) 0.23 12 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -AS Weight: 253 lb FT = 0% LUMBER- BRACING - I TOP CHOR 2.4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORE!2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 9-15: 2x4 SP No.3 10-0-0 oc bracing: 15-17 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 9-18, 7-18 14-17: 2x4 SP No.2 OTHERS 2x4 SP No.3 I REACTIONS: (lb/size) 2=1951/0-8-0, 12=1959/0-8-0 Max Horz 2=427(LC 7) Max Uplift 2=-719(LC 8), 12=-724(LC 8) I FORCES. (, ) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORE, 2-3=-3495/1112, 3-5=-3259/1095, 5-6-2596/966, 6-7=-2264/911, 7-8=-2329/937, 8-9=-2483/919, 9-11 =-3856/1238, 11-12=-3454/1094 BOT CHORE' 2-22=-738/3252, 20-22=-563/2807, 18-20=-382/2381, 17-18=-779/3431, 9-17=-192/948, 12-14=-770/3004 WEBS 6-20=-268/817, 7-20=-391/95, 8-18=-565/1606, 9-18=-1630/584, 14-17=-749/3030, 11-17=-5/468, 11-14=-727/250, 7-18=-905/342, 3-22=-364/196, 5-22=-97/472, 5-20=-690/306 NOTES- 1) Unbalance 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=15ft; B=74ft; L=40ft; eave=5ft; 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 late grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss ias 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 be en the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=719, 12 IT 724. 8) This truss J esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock a applied directly to the bottom chord. AWARNIN - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design vati or use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp/� building des n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� iTek- is always re wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, crage, delivery, erection and bracing of trusses and truss systems, see ANSfITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info i;i ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J35840 GHO Lot 56 Spec. Residence T146 29552 J35840 i A10 SPECIAL TRUSS 1 1 Job Reference o otional I East Coast Ft. Pierce, FL 34946 0. wu . o.P .:, — , ­.... ..,...�, , I D:?Hkpl Oz9iOewXZ_89yS R3pywr3A-ok6ya3h2ingiOzXxAcSLSQJeTrJ6kgg WRh5g0t 2-0-0 6-B-8 12-10-8 15-6-8 20-0-0 26-11-0 33-2-4 40-0-0 42-0-0 2-0-0 6-8-8 6-2-D 2-8-0 4-5-8 6-11-0 6-3-4 6-9-12 2-0-0 5x5 = 6 3xn = - 14 w is d 2x4 II 46 = 2x4 11 Scale = tl:84.3 12x4 = IN 6-8-8 12-10-8 20-0-0 26-11-0 27-10 0 33-2-0 40-0-0 6-8-8 6-2-0 7-1-8 6.11-0 0-11- 5-0-4 6-9-12 Plate Offsets) X Y - 3:0-2-12 0-3-0 4:0-2-8 0-2-4 15:0-5-12 0-4-8 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d i PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.32 14 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.63 15-16 >763 180 BCLL 0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.23 10 n/a n/a BCDL 1 .0 Code PBC2017/TP12014 Matrix -AS Weight: 241 lb FT = 0% LUMBER- BRACING - TOP CHORE) 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: 7-13: 2x4 SP No.3 10-0-0 oc bracing: 13-15 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at mtdpt 5-16, 7-16 12-15: 2x4 SP No.2 OTHERS ' 2x4 SP No.3 REACTION (lb/size) 2=1951/0-8-0, 10=1959/0-8-0 Max Horz 2=427(LC 7) Max Uplift 2=-719(LC 8), 10=-724(LC 8) FORCES. b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-3452/1091, 3-4=-2822/990, 4-5=-2450/944, 5-6=-2383/935, 6-7=-24851918, 7-9=3856/1239, 9-10=-3453/1094 BOT CHOR 2-20=-699/3199, 18-20=-701/3192, 16-18=-500/2689, 15-16=-779/3430, 7-15=494/941, 10-12=-770/3004 WEBS 3-20=0/264, 3-18=-735/305, 4-18=-264/891, 5-18=-528/162, 5-16=-1013/400, 6-16=-563/1620, 7-16=-1629/586, 12-15=-750/3026, 9-15=-5/470, 9-12=-726/250 i NOTES- 1) Unbalanc 2) Wind: AS 11; Exp C; DOL=1.6 3) Provide e 4) Plates ch 5) This trust 6) . This tru will fit bet 7) Provide r 2=719, 11 8) This trust I 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. 1cl., GCpi=0.18; MIAFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber )late grip DOL=1.60 equate drainage to prevent water ponding. ked for a plus or minus 0 degree rotation about its center. 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 = 10.0psf. -hanical connection (by others) of -truss to bearing plate capable of withstanding 100 lb uplift,at joint(s) except Qt=lb) 724. esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum e applied directly to the bottom chord. A WARNIN - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design valil: for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst, m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �• � building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M �Tek' is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Into mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence r T12946553 J35840 At SPECIAL TRUSS 1 1 1 Job Reference o tional East coast I I sS, Fl. Ylefce, t-L MV40 , w o _.F — —,. ,.." ",. ,, ,"".'.,."." ., ,... ... __.. .` ......."..- --'- ' -,-, I D:? H kp 10z9i OewXZ_89yS R3pywr3A-GwfKnPig W5yZ?667kJ_a?esp W F h4T7gggLrNYJzw71m -2-0-0 5-8-8 10-10-8 13�-8 20-0-0 2--11-0 33-2-4 40-D-0 42-0-0 2-0-0 5-8-8 5-2-0 2-8-0 6-5-8 6-11-0 6-3-4 6-9-12 2-0-0 Scale =-1:82.7 5x5 = 6 5x5 = 5x5 = 4 5 4x6 6.00 12 33 34 7 `? 3x4 i 3X6 8 3x4 2x4 II 2x4 II 2x4 II 2x c; = 2 2x4 112x4 — .- o v 19 35 36 17 16 0 q 15 6x8 = 10 d 20 18 = 11 ,�? -9 3x6 = 2x4 I 4x6 = 4x6 3x8 = 14 13 12 3x6 d 3x8 = 2x4 II 4x6 = 10-10-8 20-0-0 26-11-0 27-10 0 33-2-4 40-0-0 5-8 8 5-2-0 9-1 8 6-11-0 0-11-0 5-4, 6-9-12 Plate Offsets' X Y — 4:0-2-8 0-2-4 15:0-5-12 0-4-8 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d i PLATES GRIP I TCLL 2 .0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.31 14 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.63 16-18 >758 180 BCLL 1.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.22 10 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -AS Weight: 237 lb FT = 0% LUMBER- BRACING - I TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOR 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 2-19,15-17: 2x4 SP No.1, 7-13: 2x4 SP No.3 10-0-0 oc bracing: 13-15 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-16, 7-16 12-15: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTION (lb/size) 2=1951/0-8-0, 10=1959/0-8-0 Max Horz 2=427(LC 7) Max Uplift 2=-719(LC 8), 10=-724(LC 8) FORCES. I) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORE! 2-3=-3494/1100, 3-4=-3003/1021, 4-5=-2633/968, 5-6=-2450/923, 6-7=-2492/917, 7-9=-3852/1239, 9-10=3454/1094 BOT CHORE 2-20=-724/3255, 18-20=-724/3255, 16-18=-635/3021, 15-16=-77813423, 7-15=-197/929, 10-12=-770/3004 WEBS 3-18=-572/243, 4-18=-326/1051, 5-18=-717/277, 5-16=-11821471, 6-16=530/1582, 7-16=-1614/583, 12-15=-753/3018, 9-15=-3/462, 9-12=-724/251 NOTES- 1) Unbalan d 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 Iplate grip DOL=1.60 3) Provide all equate drainage to prevent water ponding. 4) Plates ch ked for a plus or minus 0 degree rotation about its center. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' 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 il en the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide A uchanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=719,167724. 8) This truss ilesign requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock a applied directly to the bottom chord. WARNI I - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design validor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss syst /n. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building de I n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always re.j wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence T12946554 J35840 Al2 SPECIAL TRUSS 1 1 Job Reference (optional East coast I �ss, vt. Fierce, t-L 34y46 -2-0-0 4-8-8 8-10-i 2-0-0 4-8-8 6.00 12 M d 2x4 or 2x4 13 d. 2x4 11 2x = 2 d Y 3x6 = 2-8-0 ' 4-2-12 4-2-12 5x5 = 7 3x4 i 6 5x5 = 5x8 = 4 21 20 19 34 5x6 WB = 3x8 = 3x4 = 11-6-8 18 35 17 4x6 = 3x8 = o row a—P wcva rv'ic ID:?Hkp 1 Oz9iOevvXZ_89ySR3pywr3A-k7Di_IjJHP4QdGhJH 1 26-11-0 33-24 i 40-0-0 6-11-0 6-3.4 6-9-12 4x6 8 3x6 9 3x4 10 16 U <6x8l— 15 14 13 d 3x6 2x4 11 4x6 = 7.-10.0 33-2-4 40-0-0 7 2x4 II _ 2x4 112x4 — 11 M o 12 d q I LOADING (, f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 210 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.32 15 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.70 17-19 >687 180 BCLL 10 * Rep Stress Incr YES WB 0.85 Horz(CT) 0.22 11 n/a n/a BCDL 1 .0 Code FBC2017frP12014 Matrix -AS Weight: 246 lb FT = 0% LUMBER- BRACING- j TOP CHORI 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCHORE 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 2-20,16-18: 2x4 SP No. 1, 8-14: 2x4 SP No.3 10-0-0 oc bracing: 14-16 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-17, 8-17 13-16: 2x4 SP No.2 OTHERS 2x4 SP No.3 j I REACTION (lb/size) 2=1951/0-8-0, 11=1959/0-8-0 Max Horz 2=427(LC 7) Max Uplift 2=-719(LC 8), 11=-724(LC 8) Max Grav 2=1951(LC 1), 11=1961(LC 14) FORCES. ) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. j TOP CHOR 2-3=-3499/1127, 3-4=-3173/1046, 4-5=2809/989, 5-6=-3753/1370, 6-7=-2410/943, 7-8=-2489/916, 8-1 0=-3853/1239, 10-11 =-3453/1094 BOT CHOR 2-21=-758/3310,19-21=-751/3454,17-19=-500/2712,16-17=-781/3427,8-16=-195/927, 11-13=-770/3003 WEBS 3-21=-404/197, 4-21=-325/1128, 5-21 =-1 054/322, 5-19=-992/424, 6-19=-480/1399, 6-17=-1039/422, 7-17=585/1664, 8-17=-1617/590, 13-16=-750/3015, 10-16=-2/476, 10-13=-723/250 i NOTES. 1) Unbalancyd roof live loads have been considered for this design. 2) Wind: ASt, E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. ll; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 'plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates che ked for a plus or minus 0 degree rotation about its center. 5) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit be en the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=719,11 724. 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 a applied directly to the bottom chord. AWARNI -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. ` Design vali for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syst m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building de i n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iV I iTek is always r wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, forage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Info' ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence ' ' T12946555 J35840 A13 SPECIAL TRUSS 1 1 Job Reference o tional East Coast I 0 m d �Ss' Ft. Pierce, FL 34946 i-2-0-0 6-10-8 9-6-8 14-9-4 i 20-0-0 2-0-0 6-10-8 2-8-0 5-2-12 5-2-12 3x4 l 5 5x5 = -5x5 = 6.00 12 3 2x4 I 2x4 11 = z V1_ 5x5 = 6 n 'L Vl 20 19 18 17 16 3x6 0 3x4 = 5x6 WB = 3x4 = 4x6 = 3x8 = 6-10-8 14-9-4 20-0-0 8.13u s 5ep lb zui t mi I eK maustneS, Inc. t-n Jan iz lu:u6:4t zu-its rage 1 Hkp 1 Oz9iOewXZ-89ySR3pywf3A-CJn5C5kx2iCHFQGWrkO243x8V3L5xOfy7fKUdBzw7lk ?6-11-0 33-2-4 40-0-0 i42-0-0 '.1 1_' 6-3, 6-9-12 5x6 7 3x6 8 3x4 9 15 6x8 = 14 13 12 2x4 II 4x6 = Scale=11:82.7 I 2x4 II 1 2x4 112x4 = 10 m 9 3x6 = Plate Offset li X Y — 3:0-2-8 0-2-4 15:0-5-12 0-4-8 LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.33 14 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.67 15-16 >714 180 BCLL .0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.25 10 n/a n/a BCDL 1 .0 Code FBC2017rrP12014 Matrix -AS Weight: 237 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 7-13: 2x4 SP No.3 10-0-0 oc bracing: 13-15 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-16, 7-16 12-15: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTION (lb/size) 2=1951/0-8-0, 10=1959/0-8-0 Max Horz 2=427(LC 7) Max Uplift 2=-719(LC 8), 10=-724(LC 8) FORCES. b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-3423/1070, 3-4=-3017/1026, 4-5=-3174/1098, 5-6=-2428/940, 6-7=-2483/918, 7-9=-3856/1238, 9-10=-3453/1094 BOT CHOR 2-20=-672/3057, 18-20=-933/3717, 16-18=-559/2778, 15-16=-779/3432, 7-15=-192/937, 10-12=-770/3003 WEBS 3-20=302/1142, 4-20=-1197/423, 4-1 8=-1 129/449, 5-16=1111/438, 6-16=-575/1640, 7-16=-1628/585, 12-1'5=-748/3028,9-15=-2/455, 9-12=-726/250,5-18=-210/740 NOTES- 1) Unbalanc d roof 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 I plate grip DOL=1.60 3) Provide a(l eequate. drainage to prevent water ponding. 4) Plates chE iked for a plus or minus 0 degree rotation about its center. 5) This truss 11 as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trus has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bety en the bottom chord and any other members. 7) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jf=lb) 2=719,10:,724. 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 a applied directly to the bottom chord. WARNIA I Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. • Design vali or use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not NM a truss syst n. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building de n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek° is always re' wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Info nation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 A Job Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence T12946556 J35840 A14 ROOF SPECIAL 1 1 �J35840 + Job Reference. o tional 1 East Goast I uss, Ft. coerce, FL 34846 0. wu b aeP ro cu, r wu r en uiuuburea, a iu. ru i — .­o a o rayc , ID:?Hkp10z9iOewXZ_89ySR3pywr3A-hVLTPRkZpOKBsarPSXHcGUPm3kUgRM6MJ329dzw71j 21-2-8 r -2-0-0 47-8 7-3-8 13-0-8 18-9-8 e0-3-8 27-3-8 i 33-4-8 _ 40-0-0 142-0-0 2b0 47-8 2-8-0 S9-0 5-9-0 18-0 6-3- CN 2-0-0 0-11-0 Scale = 1:82.7 5x5 = 5x5 = 6 7 3x4 i 3x4 5 8 on on q 6.00 12 5x8 5x5 = = 2x4 11 3 4 2x4 II I= 2 1 d 23 22 3x6 = 2x4 II 44 = x8 = 1 21 20 19 8 3x8 M18SHS = 3x8 = 16 3x4 = p1�7��7 2x4 II I —I 3x6 9 3x4 10 15 13 5x8 = 4x6 = 2x4 II 2x4 II . 11 12 2x4 II 2x4 = 3x6 = 21-2-8 i 4-7.1 7-3-8 i 13-0-0 18-9-8 2038 27.3.8 29-10-8 33-4-8 4040 i 4-7 5-9-0 5-9-0 1.6-0 &1-0 2-7-0 3t. 6.7.8 LOADING 6sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.30 20 >999 240 20.11 22 >8n BCLL 1DDP*.o tress Incr W Horz((CT) 0.20 a n/a BCDL Cod0 e Erix--AS7 LUMBER- I BRACING - TOP CHOR 2x4 SP No.2 TOP CHORD BOT CHOR 2x4 SP No.1 'Except` BOT CHORD 11-1,4: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTION (lb/size) 2=195510-8-0, 11=1956/0-8-0 Max Horz 2=403(LC 7) Max Uplift 2=718(LC 8). 11=-725(LC 8) FORCES. b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORE 2-3=-3515/1082, 3-4=-4435/1442, 4-5=3515/1171, 5-6=2584/961, 6-7=-2234/913, 7-8=-2622/969, 8-1 0=-2883/1020, 10-11 =-3466/1106 BOT CHOR 2-23=-716/3167, 22-23=-714/3171, 20-22=-1188/4509, 19-20=-679/3087, 18-19=-326/2237, 13-15=-786/3020, 11-13=-786/3020 WEBS 3-22=-612/1860, 4-22=-1210/447, 4-20=-1545/551, 5-20=173/724, 5-19=-1211/481, 6-19=-294/856, 7-18=-287/911, 15-18=-558/2536, 8-18=478/288, 10-15=-688/272 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 260 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 4-20, 5-19, 7-19 NOTES- 1) Unbalanc'd roof live loads have been considered forthis design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=401t; eave=5ft; Cat. II; Exp C; incl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6( plate grip DOL=1.60 3) Provide ac equate drainage to prevent water ponding. 4) All plates ire MT20 plates unless otherwise indicated. 5) Plates ch ked for a plus or minus 0 degree rotation about its center. 6) This truss ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 7) ' This tru has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bety Ben the bottom chord and any other members. 8) Provide chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=718, 11 725. 9) This truss iesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock pe applied directly to the bottom chord. ® WARNIMG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design vati Ifor use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sysl . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �- building de I n. 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 re' uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,' orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Info anon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence ' I12946557 J35840 At ROOF SPECIAL GIRDER 1 1 Job Reference o tional East Coast I cuss, Ft. Pierce, I-L 34946 d. i au s Sep 1 O 2017 Nn I etc mausmes, inu. rn Jan 12 10:06:49 cu ro rays i ID:7Hkp10z9iOewXZ-89ySR3pywr3A-9ivrdnlBaKS7UkQuz92 W9U 1 bbs3APudFbzpbh4zw7li 1968 -2-0-0 2-10-8 5-0-8 11-3-8 132-8 17-0-8 8S8 1-0-0 27-fi-11 33-9.5 40-0.0 142 2-0-0 I 2-0-0 2-10.8 2-8-0 S9-0 1-11-0 3-10-0 1-6-0 -2-0 1-7-0 6-2-11 6-2-11 62-11 2- 5x5 = Scale=1:88.3 5x5 = 5x5 = 8 6 7 3x4 3x4 i 9 5 3x6 6.00 12 5x8 = 5x5 = 10 3X4 2x4 II b 11 2x4 II �34 10-0 2x4 II 2x4 = 2 I -I 2x4 = 1 0 2x4 II qq o d 26 25 2423 22 20 19 5 12 13 F `f 3x6 -_ 2x4 II 3x8 = 46 = 18 17 16 14 o 4x4 = 21 46 3 0 3x8 =" 2x4 I I 5x8 = = 2x4 I I 2x4 II 6x8 = 19-6-821A-0 i 2-10.8 5-0-8 11-3-8 132-8 17-0-8 18-6-8i 1 8 i 276-11 33-9I 40.0-0 2-10-8 2-8-0 5-9-0 1-11-0 3-10-0 tE-0 0- -0 6-2-11 '2-11 6-2-11 1-0-0 1-7-8 Plate Offse s X Y - 2:0-2-8 0-1-8 3:0-6-0 0-2-8 6:0-2-8 0-2-4 16:0-4-0 0-1-8 19:0-2-8 Ed a 25:0-3-8 0-1-8 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 0.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.33 22 >999 240 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.59 24-25 >813 180 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.20 12 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix -AS Weight: 267 lb FT = O% I LUMBER- BRACING - TOP CHO 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,3-4,4-6: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHO 2x4 SP 285OF 1.8E "Except' WEBS 1 Row at midpt 5-22, 4-24, 8-17, 7-19 12-15: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 3-25: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIO (lb/size) 2=1957/0-8-0, 12=1956/0-8-0 Max Horz 2=400(LC 7) Max Uplift 2=-717(LC 8), 12=-725(LC 8) FORCES. lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHO 2-3=-3559/1059, 3-4=-5497/1730, 4-5=-3875/1262, 5-6=-2836/1012, 6-7=-2462/959, 7-8=-2495/976,8-9=-2612/959,9-11=-2910/1023,11-12=-3490/1111 BOT CHO 2-26=-720/3224, 25-26=-717/3228, 24-25=-1545/5631, 22-24=-808/3442, 20-22=-420/2481, 19-20=-420/2481, 14-16=-797/3047, 12-14=-797/3047 WEBS 3-25=-905/2749, 4-25=-1383/509, 6-22=-266/877, 5-24=-163/729, 5-22=-1271/493, 4-24=-2281/761, 8-19=-641/1813, 11-16=680/266, 16-19=-570/2535, 9-19=501/294, 7-19=-10431389 NOTES- 1) Unbalan(:.,d roof live loads have been considered for this design. 2) Wind: A E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C Encl., GCpi=0.18; MWFRS.(directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 Eed ate grip DOL=1.60 3) Provide uate drainage to prevent water ponding. 4) Plates c for a plus or minus 0 degree rotation about its center. 5) This trus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This tru 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 bey veen the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=717,1i=725. 8) This truA design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetroci be applied directly to the bottom chord. AWARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010212015 BEFORE USE. I Design vat for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �1- a truss sy building d Is always r fabrication Safety Inf m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing quired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Type Qty Ply GHO Lot 56 Spec. Residence r T129 J35840 �Truss A16 ROOF SPECIAL 1 1 �J35840 �6558 Job Reference (optional) East Coast T LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS OTHERS FORCES. TOP CHC BOT CHC WEBS 3) Ft. Pierce, FL 34946 6.isu s aep 1b zui I mI I etc Inausines, inc. rn San iz iu:ud:nu zv w rage I 6I-D0-:8?HkplOzgiOewXZ_82969y--05S--08R3pywr3A-duTDg7mpLdas6u_4WtZIihZ3m8-0E-0GOg8LxPpdYBE Wzw71h 130174-0 8 300580o -1-8 3-8 5-8-0 5x5 = -_ — 5 3xtt = I 2x4 II 2x411 6x8 = x 2x4 I 42— ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 2J0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.23 18 >999 240 10 Lumber DOL 1.25 BC 0.89 Verl(CT) 0.46 18 >944 180 0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.12 9 n/a n/a 10 Code FBC2017/TP12014 Matrix -AS BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 2x4 SP No.3 (lb/size) 22=1624/Mechanical, 9=1771/0-8-0 Max Horz 22=-366(LC 6) Max Uplift 22=-518(LC 8), 9=-670(LC 8) Max Grav 22=1624(LC 1). 9=1795(LC 14) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-2=-2528/831, 2-3=-2332/834, 3-4=-2015/796, 4-5=-2085/836, 5-6=-2128/814, 6-8=-2477/898, 8-9=-3074/984 21-22=-356/366, 20-21=-465/2435, 17-20=-368/2302, 16-17=-368/2302, 11-13=-678/2661, 9-11=-678/2661 2-20=-319/194, 3-20=-217/746, 5-16=-536/1459, 4-20=-524/163, 4-16=-824/328, 8-11=0/252, 8-13=-693/271, 13-16=-450/2145, 6-16=-529/313, 1-22=-1576/530, 1-21=-667/2236 Scale=I1:75.0 12x4 = 7 PLATES GRIP MT20 244/190 Weight: 237 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalancd I roof live loads have been considered for this design. 2) Wind: ASd =7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=151t; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 late grip DOL=1.60 3) Provide a quate drainage to prevent water ponding. 4) Plates ChE pked for a plus or minus 0 degree rotation about its center. 5) This truss ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' 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 betv aen the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to gi�der(s) for truss to truss connections. 8). Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 22=518, 9 670. 9) This truss esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock a applied directly to the bottom chord. 'AWARNIN -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. 9 Desi n vali or use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss sIi.� st . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MOW building des' n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTek" is always re wired far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH QualityCriteria, DSB-89 and BCSI Building Component Safely Info ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. g p 6904 Parke East Blvd. p Tampa, FL 36610 I Job Truss Truss Type Cly Ply GHO Lot 56 Spec. Residence i • �J35840 T12946559 J35840 A17 ROOF SPECIAL 1 1 Job Reference (optional East Coast T1 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHO BOT CHO WEBS OTHERS _ FORCES. TOP CHC BOT CHC WEBS NOTES- 1) Unbalanc 2) Wind: AS II; Exp C; DOL=1.6( 3) Provide a 4) Plates chi 5) This truss 6) . This trus will fit bets 7) Provide IT 2=716, 1° 8) This truss �Ss' Ft. Pierce, FL 34946 "i* s aep l0 GUl / tvu t eK muusuies, mc. nr ddn rc 1U.Uo[0c cU io rdyq i ID:?Hkp10z9iOewX2_89ySR3pywr3A-ZGa Fon3tFgaLB8TeHcDn6f4644BcGahHxlFIPzW711 -2.0.0 6-5-4 11-0-0 13-0-8 15-8-8 17-0.0 21-4-0 27-4-840-0-0 42-0-0 2-0-0 6.5.4 4-6-12 2-0-8 2.8.0 -3-8 440 6-0-8 2-0-0 6X6 = 9 6.00 12 = 2x4 II 5x5 5x5 = 8A3X04 2x4 11 6 3x6 5 3x6 3x4 i 4 11 3x4 3 2x4 II 2X4 11 2x4 II 2x4 II t lx4 = 2 3 h 21 132X4 = 1 4 22 14 d 26 25 24 3x4 = 20 19 18 17 6 15 4x6 = 2x4 I 7x8 = 4x10 = 4x6 = 2x4 II 3x6 = 3x6 = 6x8 = 2x4 II 3x4 = 18-0-0 6-5-0 11-M 1 11- 158-8 7-0-0 2111-0 27-4-8 33-5-0 40-0-0 6-5-0 4-6-12 0-11 3-48 138 3A-0 GO-8 6-0-8 67-0 "-0o SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. DEFL. in floc) I/deft Ud TC 0.53 Vert(LL) 0.33 20 >999 240 BC 0.77 Vert(CT) -0.60 20 >802 180 WB 0.89 Horz(CT) 0.25 13 n/a n/a Matrix -AS BRACING- 2x4 SP No.2 TOP CHORD 2x4 SP No.2 *Except* BOT CHORD 5-25,8-19: 2x4 SP No.3 2x4 SP No.3 *Except* WEBS 23-26: 2x4 SP No.2 2x4 SP No.3 t (lb/size) 2=1973/0-8-0, 13=1961/0-8-0 Max Harz 2=425(LC 6) Max Uplift 2=-716(LC 8), 13=-720(LC 8) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-3504/1083, 3-5=-3962/1236, 5-6=-3926/1319, 6-7=-3309/1130, 7-8=-3143/1104, 8-9=-3130/1180, 9-10=-2280/901, 10-12=-2889/1006, 12-13=-3480/1094 2-26=-767/3242, 22-23=-621/3180, 21-22=-700/3393, 17-18=-538/2501, 15-17=-776/3033, 13-15=-776/3033 3-26=-838/263, 23-26=-764/3258, 3-23=-0/451, 6-23=-372/1205, 6-22=-172/657, 7-22=-466/170, 7-21 =-1 277/434, 9-18=-261/231, 10-17=94/514, 12-15=01253, 12-17=-685/271, 10-18=-960/381, 18-21 =-271/2022, 9-21 =-643/2355 Scale=11:83.8 PLATES GRIP MT20 244/190 Weight: 278 lb FT = 0% Structural wood sheathing directly applied. Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 23-25, 19-21 1 Row at midpt 9-18, 10-18 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. icl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber date grip DOL=1.60 quate drainage to prevent water ponding. ked for a plus or minus 0 degree rotation about its center. 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 = 10.0psf. ;hanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jll /20. esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum e applied directly to the bottom chord. A WARNI 1 11 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design vat for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss syst m. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building de gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek" fabrication, � torage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Info' ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 M Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence • T12946560 J35840 A18 ROOF SPECIAL 1 1 Job Reference o tional East ss, Ft. Pierce, FL :14946 0.IaU 5 Oep 10 cu a IVlrl ert muusuies, in, ni dan - lu.uo.aa cu to rayc I I D:?Hkp10z9iOewXZ-89yS R3pywr3A-1 T8MS8oieYyRzLjfC?7SJKBFtTPDKierWbnogrzw7le 13.11-8 -2-0-D 511-0 11-3-8 11 11 0 17-0-0 20-11-8 2 - 27-7-8 33-6-8 40-0-0 42-0-D 5-11-o 5-4-8 0.7- 2-0.8 3-0-it 3-11-8 0.8-1 5-11-0 5-11-0 65-8 2-0-0 Scale = 1:81.6 7x6 = 5x5 = 7 8 Lx9 II oxo - Sxb - 3X = 4x8 = 0�7.8 2x4 II 3x8 = fr�-1I 3= 3x4 x4 = 13-11-8 12-4-0 5-11-0 11-3-8 11 11 0 17-0-0 1 -0- 20.11-8 2 30-7-0 40-0-0 611-0 511-8 0.7- 1-7-11 3-0-8 -0- 2-11-8 0-8.1 8-10-8 nsn Plate Offset X Y - 4:0-2-8 0-2-4 7:0-3-0 0-2-0 8:0-2-8 0-2-4 17:0-3-8 0-1-8 20:0-4-12 Ed a 22:0-5-12 0-2-12 25:0-3-8 0-2-0 LOADING psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.35 19 >999 240 MT20 244/190 TCDL 115.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.69 14-16 >691 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.26 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 274 lb FT = O% LUMBER- BRACING - TOP CHOF D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHOF D 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied. Except: 6-18: 2x4 SP No.3, 12-15: 2x4 SP No.1 6-0-0 oc bracing: 18-20 WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 5-20, 7-17, 9-16 22-25: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIO . (lb/size) 2=196810-8-0, 12=1959/0-8-0 Max Horz 2=418(LC 7) Max Uplift 2=-718(LC 8), 12=-720(LC 8) Max Grav 2=1968(LC 1), 12=1964(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO 2-3=-3535/1095, 3-4=-3925/1226, 4-5=-3766/1248, 5-6=-3179/1094, 6-7=-3175/1201, 7-8=1981/864, 8-9=-2304/903, 9-11=-3152/1084, 11-12=3454/1111 BOT CHO 2-25=-788/3289, 21-22=753/3584, 20-21=-867/3898, 6-20=-335/202, 16-17=288/2023, 14-16=-553/2501,12-14=-794/3017 WEBS 3-25=-727/249, 4-21=-214/754, 5-21=-605/221, 5-20=-1460/493, 17-20=-286/2150, 7-20=-685/2460, 7-17=-917/71, 8-16=-164/639, 9-16=-916/384, 9-14=-142/676, 11-14=-465/260, 4-22=-206/879, 22-25=-801/3345, 3-22=0/352 NOTES- 1) Unbalat 2) Wind: A II; Exp ( DOL=1. 3) Provide 4) Plates c 5) This tru 6) ` This tr will fit bl 7) Provide 2=718, 8) This tru: d 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. :ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end.vertical left and right exposed; Lumber plate grip DOL=1.60 equate drainage to prevent water ponding. ,ked for a plus or minus 0 degree rotation about its center. ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide een the bottom chord and any other members, with BCDL = 10.Opsf. Ichanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) :720. lesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum to applied directly to the bottom chord. AWARNI G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valft 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 m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ■���• building de ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication forage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety fnfi i{mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence T12965 J35840 A19 ROOF SPECIAL 1 1 �J11110 i61 Job Reference (optional) East GOast I ss, Ft. Fierce, t-L 34946 0. wu o ..V w cu i r rv' c mi iw . i o . - ......... .. , „y. ID?Hkp10z9iOewXZ-89ySR3pywr3A-VfikgUpKPs5HaVlsliehsXkRhtkB38Q-kFWMNHzvi 11-11-8 -2-0-0 411-0 9-31 1 11-11-0 14-3-4 -0.0 1-8 23-8-B 28.11-8 34-2-8 40-0-0 42-0-0 2-0-0 411-0 4-441 2-7-8 0 8 231217 1-11-88-114-9-0 530 5-3-0 5-943 24)0 2312 Scale = 5x5 = 5x6 = 7 8 3x4 i 3x4 5x5 = 5x5 = 6 9 3x6 6.00 12 4 5 10 3x4 % IR 2x4 11 2x4 II 3 2x4 II 2x4 11 2x4 I I ' 2x = 2 4 1 8 = 19 12 2x4 = 20 _ 13 = d 26 25 23 22 3x4 = 18 17 2x4 II 16 39 1540 14 4x6 = 2x4 II 0- Ft1L-@� 4x10 = 4x6 = 3x4 = 3x6 3x6 = = 2x II 2x4 II 11-11-0 14-34 4-11-0 9-3A 0-11-0 1 17-0-0 18-11-8 23-8-8 31-7-0 40-0-0 4-11-0 1.- 1-7-8 -0. 1-11�1 2-8-12 1-11-8 49-0 7-10-8 8So 0b0 Plate Offsetsli X Y - 4:0-2-8 0-2-4 7:0-2-8 0-2-4 8:0-6-0 0-2-8 16:0-4-8 0-2-0 19:0-2-8 0-3-0 24:0-2-8 0-2-4 LOADING ( f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.34 19-20 >999 240 MT20 244/190 TCDL 1 .0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.64 18 >749 180 BCLL .0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.26 12 n/a n/a BCDL 1 .0 Code FBC2017ITP12014 Matrix -AS Weight: 264 lb FT = 0% LUMBER- BRACING - TOP CHOR6 2.4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORE 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 19-24: 2x4 SP 285OF 1.8E WEBS 1 Row at midpt 8-16, 6-19 WEBS 2x4 SP No.3 *Except* 24-26: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTION (lb/size) 2=1983/0-8-0, 12=1969/0-8-0 Max Horz 2=377(LC 7) Max Uplift 2=-713(LC 8), 12=-717(LC 8) FORCES. i b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORE) 2-3=-3594/1084, 3-4=-4335/1299, 4-5=-3977/1246, 5-6=-4197/1332, 6-7=-3081/1048, 7-8=-2683/980,8-9=-2508/936,9-11=-3246/1087,11-12=-3509/1108 BOT CHORE) 2-26=-792/3307, 21-24=-1088/4605, 20-21=-1088/4605, 19-20=-836/3824, 14-16=-598/2631,12-14=-800/3072 WEBS 4-24=-432/1635, 7-19=-298/1022, 9-16=-798/340, 9-14=-115/570, 11-14=-404/222, 3-26=-848/268, 16-19=-376/2218, 8-19=167/1022, 6-20=-326/1242, 6-19=-1553/524, 5-20=-13791445, 5-24=-972/307, 24-26=-808/3362, 3-24=-78/680 NOTES- 1) Unbalanc roof 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 3) Provide a equate drainage to prevent water ponding. 4) Plates che ked for a plus or minus 0 degree rotation about its center. 5) This truss ias 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 betv,'een the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=713, 1 717. 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 a applied directly to the bottom chord. WARM •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev, 10/03/2015 BEFORE USE. Design de for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Desi nvali a truss syst' m. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i� iTek' is always r uired for stability and to prevent 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 Info mation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Iv Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence , T72946562 J35840 A20 ROOF SPECIAL 1 1 Job Reference o tional East Coast T Liss, Ft. Fierce, FL 349415 d.i6u s Jep to zu i I Nit i ex m0usmes, inc. rri Jan lz-Iu:uo:oD zuto rage -i I D:?Hkp 10z9iOewXZ_89yS R3pywr3A-zrG6tggy9AD8Cft2 JQ9wPI HYH H 5 B oc68zuGwjzw7lc -2-0-0 4-5-8 8-4-11 11-0-8 1 -11 0 14-6-8 17-0-0 1 0- 24-7-8 32-0-8 40-0-0 42-0-0 2-0-0 4-5-8 3.11-0 2-8-0 0-10- 2-7-6 2-5-8 -0-8 6-7-0 7-5-0 7-11-8 2-0-0 Scale = 1:82.2 5x5 = 5x8 = 7 8 43x43x4 5x5 3x6Sx8=6.00 12 t 4 910 2x4ro2x4 II 3 2x4 II 2x4 I Z6x8-- 2x42 = 2 11 2x4 = Iv 1 7 12 d 2x4 II - d 23 22 21 3x4 = 16 15 14 13 6 17 4x6 = d 3x6 2x4 I = 3x6 -_ 4x10 = 0110-0! 5x10 M18SHS =1 0 8 7x8 = 2x4 11 -I 12-4-0 B11A N-0-B 1 -11 0 14-6-8 17-0-0 1 0. 24-7-8 32-0.8 40-0-0 8443 2-8-0 0-1 2-2-112S8 -0.8 6-T-0 75-0 7-11-8 oso Plate Offset X Y - 4:0-6-4 0-2-8 7:0-2-8 0-2-4 8:0-6-0 0-2-8 18:0-2-8 0-3-4 20:0-6-12 0-3-0 LOADING (I so SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 2 .0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.38 21 >999 240 MT20 244/190 I TCDL 1 .0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.68 21 >701 180 M18SHS 244/190 BCLL .0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.28 11 n/a n/a BCDL 1 .0 Code FBC2017/TPI2014 Matrix -AS Weight: 252 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 , TOP CHORD Structural wood sheathing directly applied. BOTCHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied. 18-20: 2x4 SP No.1 WEBS 1 Row at midpt 10-15 WEBS 2x4 SP No.3 `Except` 20-23,4-20: 2x4 SP No.2 OTHERS 2x4 SP No.3 1 REACTION (lb/size) 2=1971/0-8-0, 11=1960/0-8-0 Max Horz 2=-358(LC 6) Max Uplift 2=-717(LC 8), 11=-720(LC 8) FORCES. I b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3557/1120, 3-4=-3258/1050, 4-5=-5055/1574, 5-6=-409111317, 6-7=-3218/1113, 7-8=-2827/1029,8-10=-2644/948,10-11=-3416/1088 BOT CHORD 2-23=-826/3238, 19-20=1288/5129, 18-19=-816/3637, 13-15=-752/2964, 11-13=-752/2964 WEBS 3-23=-368/176, 4-23=-1364/356, 5-20=-721/271, 7-18=320/1064, 8-15=-63/252, 10-15=-926/381,10-13=0/317,15-18=-421/2256,8-18=-160/930,20-23=-744/3254, 4-20=-910/3377, 6-18=-1381/471, 6-19=330/1196, 5-19=-19431612 NOTES- I)LIntialancfffff roof 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. ll; Exp C; incl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6C plate grip DOL=1.60 . 1 3) Provide ac equate drainage to prevent water ponding. 4) All plates i're MT20 plates unless otherwise indicated. 5) Plates cha ked for a plus or minus 0 degree rotation about its center. 6) This truss as been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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 beh een the bottom chord and any other members. 8) Provide m chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=717, 11 720. 9) This truss Jesign requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock f)e applied directly to the bottom chord. j I y WARN/IA -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. rugs sari for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• Design . Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � q building de n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI iTek" is always re uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, orage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312,Alexandria, VA 223.14• Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence j T12946563 J35840 A21 ROOF SPECIAL 1 1 Job Reference o tional I East Coast T uss, Ft. Pierce, FL 34946 8.130 s Sep is 20 t r wiirerc inuubmeb, ur0. r i aan is ru.uo.00 cu io rayc i ID•?Hkp10z9iOewXZ-8gySR3pywr3A-S2gU5ArawTL?gpSEt7g9xyppThXkX4LHCY?TRAzw7lb 17-1-0 -2-0-0 s-0-8 30-8 10-11-0 ta-6-0 1&0-9 zt-to-0 z6-7-8 33a-8 40-0-o az-a0 2-0-0 6-48 2-8-0 1-10-e 3-7-0 1-6-8 -0-8 4-9-0 4-9-0 6-SO 6-11-8 2-0-0 Scale = 1:81.2 6x6 = 2x4 I I 2x4 I 4x4 5x8 = = 6 7 8 9 10 4x8 3x6 6x8 = 5x6 = 11 3x4 6.00 12 5 3 4 12 n n o 2x4 2x4 I I I 27 II 2x4 11 2x4 o 2x4 = 2 x6 3 21 13 2x4 N 22 6X8 = o 0 26 25 24 4x8 16 = 20 19 18 17 15 d 4x6 — 4x6 = 3x4 2x4 II 4x10 = 4x4 = 4x8 2x4 II 4x6 = 12x14 M18SHS = i 11-11-0 17-1-0 6-0-8 9-0-8 10-11-0 14-6-0 16-0-8 1 -1 21-10-4 26-7-8 33-0-8 40-0-0 6-0-8 2-8-0 1-10-8 -0- 2-7-0 1-6-8 -0-8 3-9-0 4-9-0 6S0 6-11-8 1-0-0 Plate Offset X Y — 3:0-6-0 0-2-8 7:0-3-0 0-2-7 10:0-1-12 0-3-4 21:0-2-8 0-4-0 23:0-9-12 0-6-5 LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL .0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.38 24 >999 240 MT20 244/190 TCDL 11i 5.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.69 24 >700 180 M18SHS 244/190 BCLL 0.0 * Rep Stress Incr YES WB 0.84 Horz(CT) 0.20 13 n/a n/a BCDL 1 .0 Code FBC2017/TP12014 Matrix -AS Weight: 319 lb FT = 0% LUMBER- BRACING - TOP CHOR 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied. ii 7-10: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied. Except: BOT CHOR : 2x6 SP DSS *Except* 10-0-0 oc bracing: 23-25, 19-21 8-19: 2x4 SP No.3 WEBS 1 Row at midpt 9-18 WEBS 2x4 SP No.3 *Except* 23-26,3-23,18-21: 2x6 SP DSS OTHERS 2x4 SP No.3 I REACTION • (lb/size) 2=1975/0-8-0, 13=1962/0-8-0 Max Horz 2=-317(LC 6) Max Uplift 2=-716(LC 8), 13=-720(LC 8) I FORCES. b) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR 2-3=-3597/1102,.3-4=-697412095,4-5=-5554/1684, 5-6=-4250/1343,6-7=-4168/1403, 7-8=-3420/1169, 8-9=-3413/1166, 9-10=-2760/1035, 1d-12=-2842/991, 12-13=3539/1112 BOT CHOR 2-26=-781/3191, 25-26=-279/959, 5-23=-326/1253, 22-23=-1332/5278, 21-22=-693/3317, 17-18=-505/2458,15-17=-78713090,13-15=-787/3090 WEBS 3-26=-569/190, 23-26=-517/2346, 3-27=-1161/4193, 23-27=-1148/4157, 10-17=-117/492, 12-15=0/313, 9-18=13221355, 10-18=-150/640, 18-21=-597/2795, 9-21=-234/1204, 12-17=-821/322, 5-22=-1892/608, 7-21=-89/406, 7-22=-498/1541, 4-23=-2917/881 NOTES- 1) Unbalanc d roof 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp C; ncl., 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,! equate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates ch(I --ked for a plus or minus 0 degree rotation about its center. 6) This truss ias been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truE i has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide j will fit bettlI een the bottom chord and any other members. j 8) Provide fir II chanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=716, 133I�TTTT720. 9) This truss) esign requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrockll a applied directly to the bottom chord. WARNI � I . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. �' Design vali 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 de s gn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek' is always r wired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication; forage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 QualityCriteria, DSB.89 and BCSI Building Component 9 P 6904 Parke East Blvd. Safety Info ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i i Job Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence 'I �J35840 1 112946564 J35840 A22 ROOF SPECIAL 1 Job Reference (optional) Fast Coas I fuss, Ft. Fierce, FL J4946 0, wu 5 Sep w zv i f Iwr I uR industries, mic. F., Jan iz iv.vo.vo .... ray. i ID:?Hkp 1 Oz9iOewXZ_89ySR3pywr3A-OQyF WssgS5bj36cd_YidONvCRUFY?zCafsUZW2zw7lZ r 4--- 34.2-8to- i 0 2.00-04,422112 r2.0. -8 238 3 $0 12 Scale = 1:80B THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN BELOW. 5x5 = 2x4 11 3x8 = 3x6 = 5x5 = 6 7 8 9 36 37 10 2x4 II 5 6.00 12 Sx5 = 5x51 n d 3 4 >3x4i d y 2x4 II x 2x4 I I 6 2x4 2x4 II M 2 2 0 19 122x4 = I d 1 5x8 = j 13 •o d 23 22 21 17 16 15 14 4x12 = 2x4 II 16 2x4 II 4x4 = 3x6 5x8 = 2x4 I _ 3x6 = 6x10 = I 13-8-8 4-0B 6-8-8 10-11-0 1 -11- 17-M 22-11-12 28-11-8 342.8 40-0-0 4�8 2-8-0 4-2-8 -0-0 1-9-8 3-3-8-0-0 411-12 111-12 530 5-98 Plate Offs s X Y 3:0-2-8 0-2-4 6:0-2-8 0-2-4 10:0-2-8 0-2-4 15:0-2-4 0-3-0 19:0-2-4 0-2-0 20:0-2-4 Ed a 23:0-3-0 0-2-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl L/d PLATES GRIP I TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.23 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.43 19-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.14 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 490 lb FT = 0% LUMBER BRACING - TOP CHO D 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-9,9-10: 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. Except: BOT CHO D 2x4 SP 285OF 1.8E `Except` 10-0-0 oc bracing: 20-22, 17-19 5-22,7-17: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIO S. (lb/size) 2=197410-8-0, 12=1961/0-8-0 Max Horz 2=-269(LC 6) Max Uplift 2=-716(LC 8), 12=-720(LC 8) FORCES. i (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO : D 2-3=-3544/1090, 3-4=-4744/1484, 4-5=-5801/1740, 5-6=-5849/1847, 6-7=-4293/1399, 7-8=-4258/1393,8-10=-2618/969,10-11=-3021/1031,11-12=-3514/1098 BOT CHO i D 2-23=-803/3128, 5-20=-339/188, 19-20=-898/3862, 7-19=-305/156, 15-16=-773/3220, 14-15=793/3071, 12-14=-793/3071 WEBS 3-23=-631/2113, 4-23=28131876, 20-23=-1329/4950, 4-20=0/323, 16-19=-756/3228, 8-19=318/1387, 8-16=-768/243, 8-15=-919/253, 10-15=-259/937, 11-15=-596/233, 6-19=-166/730, 6-20=-704/2364 NOTES- 1) 2-ply tru s to be connected together with 10d (0.131"x3") nails as follows: Top cho Ids connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom hords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs C nected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All load 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 conr ctions have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalar ed roof live loads have been considered for this design. 4) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. Il; Exp � 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 5) Provide dequate drainage to prevent water ponding. 6) Plates c ecked for a plus or minus 0 degree rotation about its center. 7) This tru i has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This t 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 b een the bottom chord and any other members. 9) Provide echanicaI connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=716, =720. 10) This t design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetr Iss ck be applied directly to the bottom chord. I ®WAR NG - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 1010312015 BEFORE USE. R Design via id for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not [J a truss sl item. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ building sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always' equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricate , storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety In rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 01111111 Job Truss Truss Type Qty Ply J351140 GHO Lot 56 Spec. Residence T12946565 J35840 A23G ROOF SPECIAL GIRDER 1 1 Job Reference (optional) East Coas I cuss, m. vierce, VL 34y46 0. 1— s Oep ,a cv i r rvu i en uruuouioa, uw. 11. aan — iv. a.w w, rnyo , ID:?Hkpt Oz9iOewXZ_89ySR3pywr3A-Kp3?wYu5—irRJQI?6zl56o—MelrJTyht7Azgal¢w71X -2-0-0 2 4 8 5-0-6 8-6.8 12-0-8 17-4-8 22-8-8 28-0-8 9-4 34-4-12 40-0-0 42-0-0 2-0-0 2-4-8 2-8-0 3-6-0 3_6-0 5-4-0 5-0-0 54-0 -3-8 5-0-12 5-7-4 2-0-0 Scale = 1:82.5 2x4 11 5x5 = 5x8 = 3x4 = 3x6 = 5x8 = 10 3x6 = 3x4 = 5x5 = 3x4 = 'xo 3x8 = 5x5 12-0-8 Plate Offs is X Y — 3:0-2-8 0-2-4 5:0-6-0 0-2-8 9:0-5-4 0-2-8 15:0-2-8 0-3-0 19:0-2-0 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.16 19-20 >918 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.32 19-20 >450 180 13CLL 0.0 - Rep Stress Incr NO WB 0.62 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 231 lb FT = 0% LUMBER I BRACING - TOP CH u D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-19 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 19=6-0-0, 18=6-0-0. lb) - Max Harz 2=261(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=330(LC 8), 19=-289(LC 8), 18=620(LC 32), 12=-432(LC 32) Max Grav All reactions 250 lb or less atjoint(s) except 2=511(LC 36), 19=1019(LC 36), 18=1677(LC 21). 12=1022(LC 14) FORCES.(lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH D 2-3=-632/185, 3-4=-560/168, 4-5=-223/899, 5-6=-153/822, 6-7=-326/264, 7-9=-326/264, 9-10=-907/467, 10-11=-1242/503, 11-12=-1418/485 BOT CH D 2-20=135/652,19-20=-128/400, 18-19=-640/415,16-18=-857/490, 15-16=-67/772, 14-15=32/717,12-14=-249/1186 WEBS 4-19=-998/516, 5-19=-676/245, 5-18=-425/254, 6-18=-1329/492, 6-16=-467/1438, 7-16=399/206,9-16=-673/215,10-15=-152/314,10-14=-1781579,11-14=422/231, 4-20=94/467 NOTES- 1) Unbala ced roof live loads have been considered for this design. 2) Wind: CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp ; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 30 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates iecked for a plus or minus 0 degree rotation about its center. 5) This trues has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This tiliss has been designed for a live load 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 4 tween the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 2, 289 lb uplift at joint 19 1 620 lb uplift at joint 18 and 432 lb uplift al joint 12. 8) Hanger ) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 72 lb up at 2-4-8 0 ' top chord, and 226 lb down and 191 lb up at 2-4-8 on bottom chord. The design/selection of such connection device(s) is the res nsibility of others. 9) In the L AD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CA, E(S) Standard ®WAR' ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design a lid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss 'stem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building cc esign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek� Is alway required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricati i i, 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 11110rmation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence T12946565 J35840 A23G ROOF SPECIAL GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CAS (S) Standard 1) Dead + F of Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform L ads (plf) ert: 1-3=-70, 3-4=-70, 4-5=70, 5-9=-70, 9-10=-70, 10-13=70, 27-30=-20 Concent ted Loads (lb) ert: 3=-2(B) 20=65(B) 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 10:09:00 2018 Page 2 ID:?Hkp10z9iOewXZ_89ySR3pywr3A-Kp3?wYu5_irRJQI?6zl56o_MelrJTyht7Azgaxz 71X WAR 'NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. ' Design v �id for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss s tem. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is at ayi:mnation rluired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricati 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 I� available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence T12946566 J35840 B01 ROOF SPECIAL 1 1 Job Reference (optional) East Ft. Pierce, FL 34946 4-9-4 4-9-4 4-5-12 3-0-0 6.00 12 4x4 = 4 ILA II 4x4 = hJ 3x4 = 2 3, J 10 9 = 3x8 = 3x4 = 9-3-0 , 15-7-8 t1.i3U s Jep iS LUi f MI IeK Inaustries, Inc. t-n Jan iL iu:uu:ui Luid rage i IiOew)Q_89yS R3pywr3A-o?dN8tuj IOzlwa KCfgGKeO WbViAICL2OLgj E6Nzw71 W 12 22-11-0 24-11-0 j 2 5-7-4 2-0-0 Scale!= 1:43.8 i 8 3x4 = 1 x4 5 6 1X4 11 1x4 II , 7 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.17 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.37 10-11 >744 180 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 128 lb FT = 0% LUMBER- 1 BRACING - TOP CHO D 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHO D 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTION S. (lb/size) 11=1018/0-7-0, 6=1176/0-8-0 Max Horz 11=-353(LC 6) Max Uplift 11=-333(LC 8), 6=-474(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOI D 2-3=-1448/540, 3-4=-1691/668, 4-5=1597/595, 5-6=1788/576 BOT CHO D 10-11 =-1 34/1022, 8-1 0=-1 18/1081, 6-8=329/1538 WEBS 2-11=-1227/439, 2-1 0=-1 54/634, 3-10=946/399, 4-10=-288/806, 4-8=-172/571, 5-8=-413/223 NOTES- 1) Unbalar ed roof live loads have been considered for this design. 2) Wind: A CE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp Encl., GCpi=0.18; WFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1., 0 plate grip DOL=1.60 3) Provide dequate drainage to prevent water ponding. 4) Plates I hacked for a plus or minus 0 degree rotation about its center. 5) This I,'s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This tft 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 tween the bottom chord and any other members. 7) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 11 and 474 lb uplift atjoint 8) This tru j design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetro k be applied directly to the bottom chord. ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design lid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss s tem. Before use, the building designer must 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 MiTek' is alway required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricate , 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 City Ply J35840 GHO Lot 56 Spec. Residence • T12946567 J35840 B02 COMMON 4 1 I Job Reference D tional East 1 3x4 Ft. Pierce, FL 34946 5-6-4 5-6-4 6.00 12 tx4 \\ 2 5-0-12 9 3x4 = 4x4 = 3 13-11-8 ts.»u s bep io zu i I mi i en maustnes, inc. rn jan iz iv:uv:v i zu io rage i I D:?Hkpl Oz9iOewX2_89ySR3pywr3A-o?dN8tujlOzlwaKCfgGKeOWg6iDuCVQOLgiE6Nzw71W 15-7-12 21-3-0 _ i 23-3-0 5-0-12 5-7-4 2-0-0 r Scale = 1:39.6 8 7 3x4 = 3x4 = 1 x4 4 L3x4 LOADING, (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.07 9-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.15 7-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 102 lb FT = 0% LUMBER BRACING - TOP CHC RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHC RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTI S. (lb/size) 1=949/0-7-0, 5=1108/0-8-0 Max Horz 1=-248(LC 6) Max Uplift 1=-306(LC 8). 5=-455(LC 8) FORCES b - Max. Comp./Max. ./Max. Ten. - All forces 250 (lb) or less except when shown 0) P O P TOP CHO D 1-2=-1638/561, 2-3=-1462/579, 3-4=-1450/552, 4-5=1640/532 BOT CH RD 1-9=-324/1509, 7-9=-85/961, 5-7=-290/1406 WEBS I 3-7=-163/585, 4-7=-413/221, 3-9=-205/604, 2-9-424/243 NOTES- 1) Unbal ced 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. Il; Exp ; 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 3) Plates hacked for a plus or minus 0 degree rotation about its center. 4) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This 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 etween the bottom chord and any other members. 6) Provid mechanical connection (by others) of truss to bearing plate capable of withstanding 306 lb uplift at joint 1 and 455 lb uplift at joint 5 7) This tr ss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetr ck be applied directly to the bottom chord. ® WAII NING - Ver%y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 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 trus ystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall my buildh 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 alw Is required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric ion, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safet Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence T12946568 J35840 B03 COMMON 9 1 Job Reference o tional East MS Truss, Ft. Pierce, FL 34946 t1.iou s aep to zu-i /Nit i ex muusmes, inc.nt dart rz iv.vu;vz zv ro rage r ID:?Hkp10z9iOewXZ 89ySR3pywr3A-GCBILDvLWJ59YkvODOnZBD3sO6Z7xyoAaUSnfp' 71V -2-0-0 5-7-4 10-8-0 15-8-12 21-4-0 23-4-0 2-M 5-7-4 5-0-12 5-0-12 5-7-4 2-0-0 Scale = 1:43.8 4x4 = 4 to II d Plate Off ets MY) — 1:0-2-4 0-0-8 7:0-2-4 0-0-8 LOADIN (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud i PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.07 8-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.15 8-22 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 109 lb FT = 0% LUMBE - BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOTCH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHER 2x4 SP No.3 REACTI )NS. (lb/size) 2=1105/0-8-0, 6=1105/0-8-0 Max Horz 2=261(LC 6) Max Uplift 2=-448(LC 8), 6=-448(LC 8) FORCE . (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP ffRD 2-3=-1633/517,3-4=-1443/537,4-5=1443/537, 5-6=-1633/517 BOT RD 2-10=-276/1485, 8-10=71/954, 6-8=-276/1400 WEB4-8=-166/585, 5-8=-413/219, 4-1 0=1 66/585. 3-10=413/219 1) Unba 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Ex 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 3) Plate checked for a plus or minus 0 degree rotation about its center. 4) This ss has been designed fora 10.0 psf bottom chord live load nonconcurrent 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 fi between the bottom chord and any other members. 6) Provi a mechanical connection (by others) of truss to bearing plate capable of withstanding 448 lb uplift at joint 2 and 448 lb uplift at joint 7) This ss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum shee ock be applied directly to the bottom chord. A ti RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7II.7473 rev. 10/03/2015 BEFORE USE. Desi �� valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ��®® a tru system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Om�/a�r build g tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rye iTe k• is a ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabri tion, storage, delivery, erection and bracing of tmsses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence � T121946569 J35840 B04GE COMMON SUPPORTED GAB 1 1 Job Reference (optional)l East Coast Truss, Ft. Pierce, FL 34946 rill -2-0-0 10-8-0 2-0-0 10-8-0 1x4 II 6 6.00 12 1x4 II 5 1x4 II � 4 1x4 II 3 1x4 II 1x4 II 1x4i 11 2 d 11 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 10:09:03 2018 Page 1 I D:? Hkp 1 Oz9 i OewXZ_89yS R3pywr3A-k018ZZwzHd DOAuUa n5loj RcObVOyg R?Jp8 C KBGzw71 U 214-0 23-4-0 10-8-0 2-0-0 Scale= 1:44.1 4x4 = 7 23 22 21 20 19 18 17 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 11 ��..3x4 = 1x4 II 12 1x4 :11 T 13 d 16 15 14 1 x4 11 1 x4 11 1 x4 11 LOADING I psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.03 13 n/r 90 MT20 244/190 TCDL 5.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.06 13 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 12 n/a n/a BCDL 0.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) 0.01 13 n/r 120 Weight: 121 lb FT = 0% LUMBER- BRACING - TOP CHO 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHO 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 `Except` 26-27,28-29: 2x4 SP No.2 REACTIO All bearings 21-4-0. Max Horz 2=261(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 23, 17, 16, 14 except 2=232(LC 8), 22=-116(LC 8). 15=-116(LC 8), 12=-232(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 19, 20, 21, 22, 23, 17, 16, 15, 14 except 2=321(LC 1), 12=321(LC 1) FORCES. Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Unbaland ad roof live loads have been considered for this design. 2) Wind: A E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=2ft; Cat. II; Exp C l Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.6 plate grip DOL=1.60 3) Truss de' igned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable Er Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Plates c gcked for a plus or minus 0 degree rotation about its center. 5) Gable re ulres continuous bottom chord bearing. 6) Gable stt� s spaced at 2-0-0 oc. 7) This trus has been designed for a 10.0. psf bottom chord live load nonconcurrent with any other live loads. 8) ` This tru' 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 be, een the bottom chord and any other members. 9) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21,.23, 17, 16, 14 excepi Ot=lb) 2=232, 22=116, 15=116, 12=232. 1 ®WARNI G - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design val for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not i a truss sys' m. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �• building de' ign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w is always r uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the {� /iTek• fabricationstorage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inf ation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence � T12946570 J35840 C01G HALF HIP GIRDER 1 1 Job Reference (optional)I East Ft. Pierce, FL 34946 o. wu s aep ra cv i r rvn i en umusuroa, uu:. rn'au �c w �� �+ o rayo ID?Hkp 1 Oz9iOewXZ_89ySR3pywr3A-DaJ Wmvxb2xLtn 13nLpp1 Ge89zvGOPmfS l oxujjXW -2-0-0 4-6-8 8-7-9 12.6-15 16-8-0 2-0-0 4-6-8 4-1-1 3-11-5 4-1-1 Scale: 3/8"=l' 4x8 = 1x4 II 3x4 = 3x6 = 3 18 4 19 5 20 21 22 6 6.00 12 1x4 II 1x4 II 2 � e 23 9 24 25 e e e 11 10 8 d 1x4 II 3x8 = 3x4 = 3x4 = 26e 7 1 3x6 11 3x4 = 4 6 8 8 7-9 12-6-15 16-8-0 4-6-8 4-1-1 3-11.5 4-1-1 )— I1:0-2-4 0-0-81 13:0-5-4 0-2-01 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.48 Vert(LL) 0.14 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.12 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(CT) -0.04 7 n/a n/a BCDL 10.0 Code FBC201.7fTPI2014 Matrix -MS Weight: 90 lb FT = 0%1 LUMBE - BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, BOTCH RD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. 6-7: 2x6 SP No.2 OTHER 2x4 SP No.3 REACTI NS. (lb/size) 7=1146/0-8-0, 2=1202/0-8-0 Max Horz 2=186(LC 7) Max Uplift 7=-1007(LC 5), 2=-1038(LC 8) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C RD 2-3=-1893/1616, 3-4=-2009/1793, 4-5-2009/1793, 5-6=-1459/1314, 6-7=-1062/887 BOT C RD 2-11=-1519/1631, 10-11=-1542/1648, 8-10=-1314/1459 WEBS 3-11=-368/343, 3-10=-375/458, 4-10=-407/259, 5-10=-576/639, 5-8=-715/537, 6-8=-1440/1640 NOTES 1) Unb 'I 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=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Ex C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and r ht exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Prov' a adequate drainage to prevent water ponding. 4) Platechecked for a plus or minus 0 degree rotation about its center. 5) This ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` 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 ft between the bottom chord and any other members. 7) Prov a mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=1 7, 2=1038. 8) Han r(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 126 lb up at 4-6- 126 lb down and 116 lb up at 6-7-4, 126 lb down and 116 Ib up at 8-7-4, 126 Ib down and 116 lb up at 10-7-4, 126 lb down and 16 lb up at 12-7-4, and 126 lb down and 116 lb up at 14-7-4, and 118 lb down and 108 lb up at 15-11-4 on top chord, and 221 down and 233 lb up at 4-6-8, 38 lb down and 43 lb up at 6-7-4, 38 lb down and 43 lb up at 8-7-4, 38 lb down and 43 lb up at 10-7 , 38 lb down and 43 lb up at 12-7-4, and 38 Ill down and 43 lb up at 14-7-4, and 48 lb down and 53 lb up at 15-11-4 on bott chord. The design/selection of such connection device(s) is the responsibility of others. 9) In th LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD -ASE(S) Standard 1) Dee , + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ® RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Des � 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 t s system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ��• buil ng design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V I iTek• Is al ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabr ation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafJ y Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35640 GHO Lot 56 Spec. Residence T12946570 J35840 C01G HALF HIP GIRDER 1 1 Job Reference (optional) East Coast cuss, Ft. Pierce, FL 34946 8.13U s Sep 15 ZU1I Mi I eK Industries, Inc. F1t Jan 1Z 1U:U9:U4 ZU18 Page l ID:?Hkp1 Oz9iOewXZ_89ySR3pywr3A-DaJ Wmvxb2xLtn13nLpp1 Ge89zvGOPmfS 1 oxujizw71T LOAD CAI E(S) Standard Uniform -oads (plf) Vert: 1-3=-70, 3-6=-70, 7-15=20 Concen ated Loads (Ib) ,Vert: 3=-52(B) 11=-180(B) 4=-52(B) 10=-26(B) 5=-52(B) 8=-26(B) 18=-52(B) 19=-52(B) 21=-52(B) 22=-69(B) 23=-26(B) 24=-26(B) 25=-26(B) 26=-31(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 10/03/2015 BEFORE USE. Design alid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss, ystem. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall M��yg buildin design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ty� iTek' is alwa's required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrics on, 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 nformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply J35840 GHO Lot 56 Spec. Residence T12946571 J35840 CO2 HALF HIP 1 1 1 Job Reference (optional) East CoastliTruss, Ft. Pierce, FL'34946 2-M 6-0-8 6-6-8 6.00 12 1x4 II lx4 II 2 co -s 1x II o e s w 1 s s d 6-6-8 r 6-0-8 4x4 = 3 0.13v s aep 1t) LU It Mi I UK muusuieb, rnU. rn Jan rG rv:vv:vu 4u to raye I I D:7Hkp 10z9iOewXZ_89ySR3pywr3A-hntu_FyDpETkPBezu WKGoshFKJ Wg8DHcGShRG8zvy7Is 11-7-4 16-M _ I 5-0-12 5-0-12 Scale = 1:32.3 3x4 = 2x4 II 4 15 5 r- 8 7 3x4 = 3x4 = 16-8-0 of 5x5 LOADINd (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.45 6-8 >436 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.45 6-8 >442 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.02 6 n/a file BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 84 lb FT = 0% LUMBER BRACING - TOP CH RD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CH RD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 *Except* 10-11: 2x4 SP No.3 REACTI S. (lb/size) 6=734/0-8-0, 2=897/0-8-0 Max Horz 2=254(LC 7) Max Uplift 6=565(1_C 51, 2=-703(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CH RD 2-3=-1151/851, 3-4=949/826 BOT CH RD 2-8=-814/946, 6-8=-601/771 WEBS 4-6=-870/594, 4-8=267/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: qSCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp'i ; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and ri t exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provid adequate drainage to prevent water pond ing. 4) Plates hecked for a plus or minus 0 degree rotation about its center. 5) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This 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. 7) Provi i i mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=56511 2=703. 8) 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 sheet ck be applied directly to the bottom chord. I A INJ WING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Desig valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not ITS[* a trus system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall buildi design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' is ahv s required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabric. Ion, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job I Truss Truss Type Ofy Ply J35840 GHO Lot 56 Spec. Residence ITt2946572 � J35840 CO3 HALF HIP 1 1 Job Reference o tional Last coast Illmss, I-t. Pierce, PL 34946 48 M18SHS 2 ID:?Hkp1OzgiOewXZ_89ySR3pywr3A-P1j9Wjg7ZgWTmJ_Er2Up7yJyWcLRPLsY JTIVRzw5wG 15-0.0 7-6-0 _ Scale=1:28.7 3x6 = 3 II I 3x4 = 4 7 6 3x4 11 3x4 = 3x4 = Plate O sets X Y — 2:0-5-0 0-2-0 LOADI IG (psi) 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) 0.12 7-10 >757 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.19 7-10 >482 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 68 lb FT = 0% LUMB BRACING - TOP CI ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT C ORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REAC ONS. All bearings 9-8-0 except (jt=length) 4=0-8-0, 6=0-3-8. (lb) - Max Horz 1=256(LC 7) Max Uplift All uplift 100lb or less atjoint(s) except 1=-105(LC 8), 4=-225(LC 5), 7=-220(LC 8), 6=177(LC 6) Max Grav All reactions 250lb or less atjoint(s) 6 except 1=334(LC 13), 4=316(LC 1), 7=766(LC 13), 1=331(LC 1) FORC S. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C ORD 3-4=-255/137 WEBS, 2-7=-519/254 1) Unb' lanced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; E p C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch right exp sed; Lumber DOL=1.60 plate grip DOL=1.60 3) Pro ide adequate drainage to prevent water ponding. 4) All ates are MT20 plates unless otherwise indicated. 5) Pla s checked for a plus or minus 0 degree rotation about its center. 6) Thiii truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) T 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 It between the bottom chord and any other members. 8) Pro ide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 1, 225 lb uplift at joint 4, 0 lb uplift at joint 7, 177 lb uplift at joint 6 and 105 lb uplift at joint 1. 9) Thi' truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sh trock be applied directly to the bottom chord. LOA ICASE(S) Standard i i i I D I" ARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111-7473 rev. 1010312015 BEFORE USE. n valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 1 �- a t s system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ■• buil, ing design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing TY O W i WOW is a ays required for stability and to prevent collapse with possible peirponal injury and property damage. For general guidance regarding the fab ication, Sa storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component ty Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 i Job Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence � �J35840 T12946573 J35840 MV2 VALLEY 1 1 { Job Reference (optional) East Ft. Pierce, FL 34946 8.131.)s Sep lb ZU11 MI IeK Industries, Inc. Fn Jan 1Z 1U:U9:Uf ZU18 Pagel ID?Hkp10z9iOewXZ_89ySR3pywr3A-d9?eOxzULsjReVoMOxNkuHmmo7OCcG9vkmAYK1zw71Q 2-0-0 2-0-0 Scale = 1:7.8 2 C d 2x4 3 LOADIN (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P LUMBE BRACING - PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% TOP CH RD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CH RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTI V NS. (lb/size) 1=62/2-0-0, 2=48/2-0-0, 3=1412-0-0 Max Horz 1=37(LC 8) Max Uplift 1=11(LC 8), 2=34(LC 8) Max Grav 1=64(LC 13), 2=56(LC 13), 3=28(LC 3) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: 1 SCE 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; Exp ; 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) Plated hacked for a plus or minus 0 degree rotation about its center. 3) Gable equires continuous bottom chord bearing. 4) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This 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. 6) Bead at joint(s) 2 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capac y of bearing surface. 7) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 1 and 34 lb uplift at joint W�i NING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I.7473 rev. 10/03/2015 BEFORE USE. Desig valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a tws system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall my buildis design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• is alw ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabri lion, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safet Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence � T12946574 J35840 MV4 VALLEY 1 1 Job Reference c tional I East CoasliTruss, Ft. Pierce, FL 34946 ci.iou s oep to Lu I I ivu I ex inciusuiub, mu. rrr Jarr IL iu.uu.uo — 10 raqu i ID:?Hkp10z9iOewXZ_89ySR3pywr3A-5LY1cH_669rlGfNYaeuzQUJsxWhkLjP2yQv5sTzw71P 4-0-0 4-0-0 2 3 2x4 ! 2x4 II Scale = 1:12.8 LOADIN i (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 1 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 14 lb FT = O% LUMBER BRACING - TOP CH D 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CH�RD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTI ^ NS. (lb/size) 1=146/4-0-0, 3=146/4-0-0 Max Horz 1=109(LC 5) Max Uplift 1=-44(LC 8), 3=-52(LC 5) Max Grav 1=146(LC 1), 3=167(LC 13) FORCE (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1 1) Wind: I SCE 7-10, Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. 11; Ex 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) Plate checked for a plus or minus 0 degree rotation about its center. 3) Gabl 'Irequires continuous bottom chord bearing. 4) This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This 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. 6) Provi mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 52 lb uplift at joint �Y' RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Desi �Ir valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a tru system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall WE build g design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek• I s a ys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabri lion, storage, delivery, erection and bracing of tmsses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply GHO Lot 56 Spec. Residence r �1351141 T12946575 J35840 MV6 VALLEY 1 1 Job Reference (optional) East Coall Truss, Ft. Pierce, FL 34946 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Jan 12 10:09:0B 2018 Page 1 ID:?Hkp10z9iOewXZ_89ySR3pywr3A-5LY1cH 669rlGfNYaeuzQUJu4Wj5Ljg2yQv5sTzw71P 6-0-0 1 6-0-0 3 5 4 2x4 i 1x4 II 2x4 II LOADING", (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLIL .0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 TEDL .0 Lumber DOL 1.25 BC 0.12 Vert(CT) n/a n/a 999 BCLL .0 1.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 4 n/a n/a BCDL Code FBC2017/rP12014 Matrix-S LUMBER BRACING - Scale = 1:18.0 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% TOP CHO D 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CH0 D 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIO S. (Ib/size) 1=74/6-0-0, 4=101/6-0-0, 5=296/6-0-0 Max Horz 1=177(LC 5) Max Uplift 1=-2(LC 9), 4=47(LC 5), 5=-141(LC 8) Max Grav 1=94(LC 14), 4=120(LC 13), 5=332(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-266/161 NOTES- 1) Wind: A CE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp 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) Plates c iecked for a plus or minus 0 degree rotation about its center. 3) Gable r juires continuous bottom chord bearing. 4) This tru 5 has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This t 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 b een the bottom chord and any other members. 6) Provide echanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 1, 47 lb uplift at joint 4 and 141 b uplift at joint 5. III I I A WARN G - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II.7473 rev. 1010312015 BEFORE USE. Design v id for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss 5� tem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r�� dAry building sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Itll iTek" Is always squired 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 ANSIITP11 Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety In i )rmatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply J35840 GHO Lot 56 Spec. Residence r T12946576 J35840 MV24 VALLEY TRUSS 1 1 Job Reference (optional) East CoasllTmss, Ft. Pierce, FL 34946 2x4 ts.13u s Sep 1b zui t MI I eK Inaustrles, Inc. I-❑ Jan 1z iu:uv:vt zU1d rage 1 ID ?Hkpl Oz9iOewXZ_89ySR3pywr3A-d9?eOxzULsjReVoMOxNkuHmIW70lcG9vkn,AYK1zw71Q 2-4-1 2-4-1 I Scale = 1:8.6 2 2x4 II 3 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/dell L/d PLATES GRIP TCLL 120.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 j BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 7 lb FT = 0% TOP CHO D 2x4 SP No.3 BOT CHO D 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIO S. (lb/size) 1=71/2-4-1, 3=71/2-4-1 Max Horz 1=53(LC 5) Max Uplift 1=-21(LC 8), 3=-25(LC 8) Max Grav 1=71(LC 1), 3=81(LC 13) FORCES.I I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-1 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1)Wind: 3CE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=74ft; L=40ft; eave=5ft; Cat. II; Exp ; 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) Plates ecked for a plus or minus 0 degree rotation about its center. 3) Gable r ; quires continuous bottom chord bearing. 4) This tru s has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This If 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 b i tween the bottom chord and any other members. 6) Provided mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 25 lb uplift at joint 3. ® WAR ING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design a lid for use only with MTek® 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 properly incorporate this design into the overall my building :esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fyf iTe k" is alway 1 required for stability and to prevent collapse with possible personal injury and property damage. For generaPguidance regarding the fabricati6 i, 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 I I'iformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Symb®Is Numbering_ System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate 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 1 2 3 1. Additional stability bracing for truss system, e.g. and full embed teeth. Y TOP CHORDS — diagonal or X-bracing, is always required. See BCSI. �'��� c1-2 c2-3 _ 2. Truss bracing must be designed by an engineer. For 16 I O WEBS kav 4 O , I, w 0 2 ° �� O wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. w 3. Never exceed the design loading shown and never a s�" U stack materials on inadequately braced trusses. a0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c� a csa cs s designer, erection supervisor, property owner and plates 0- 'lid' 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 slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 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. software or upon request. NUMBERS/LETTERS. S. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 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 by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specked. 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 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or all truss member or plate without prior approval of an engineer. reaction section indicates joint numberwhere bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��� 1S. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TP11: 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 is not sufficient. SB_89D rd fDf$racin w' + BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ' ' ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015