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HomeMy WebLinkAboutTRUSSSCANNED Lumber design values are in accordance with ANSI/TPI 1 section 6.3 BY - These truss designs rely on lumber values established by others. 'St. Lud mmap k® s RE: M11�. 22 -MAJESTIC/ 2 CAW ENCLOSED REAR MiTek USA, Inc. Site Info mation: 6L99a04 Parke East Bllvl1d..5 Customs Info: WYNNE DEVELOPMENT CORP Project Name: MAJESTIC 2 CARTRI&ME REAR PORCH Mo, Lot/Block: Subdivision: Address UNKNOWN City: ST UCIE COUNTY State: FL Name A dress and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General russ Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading onditions): Design q ode: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Co fie: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This pac gage includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my eal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms Ito 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Se l# I Truss Name Date 1 T14 45680 A 6/20/18 2 T14 45681 Ai 6/20/18 3 T14 45682 A2 6/20/18 4 T14 45683 A3 6/20/18 5 1 T14 45684 1 A4 6/20/18 6 1 T14 45685 1 ATA 6/20/18 7 1 T14 45686 1 ATB 6/20/18 8 1 T14 45687 BHA 6/20/18 9 1 T14 45688 GRA 6/20/18 10 T14 45689 J1 6/20/18 11 T14 45690 J3 6/20/18 12 1 T149,45691 J5 6/20/18 13 T14 45692 J7 6/20/18 114 1 T143,45693 J J8 1 6/20/18 115 1 T14;45694 1 KJ7 1 6/20/18 116 1 T14 45695 1 KJ8 1 6/20/18 The truss d1' wing(s) referenced above have been prepared by MiTek USA, Inc. u der my direct supervision based on the parameters provided b iChambers Truss. Truss Des On Engineer's Name: Albani, Thomas My license ,enewal date for the state of Florida is February 28, 2019. IMPORTAOT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIlTPI 1. These designs are based upon parameters shown (e.g., toIds, supports, dimensions, shapes and design codes), which were given to MiTek Any project specific information included is for MiTek's customers file reference p Irpose only, and was not taken into account in the preparation of these designs. IMiTek has not independently verified the applicability of the design parameters or oe designs for any particular building. Before use, the building designer should verify aliplicability of design parameters and properly incorporate these designs into the overall 6uilding design per ANSI[TPI 1, Chapter 2. �% ��'��. ' • .N Sic'' 9�/ ��i 39380 13 ST TE OF .' IJ/' �111111 Thomas A. Marl PE No.39380 MITek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: FILE CO Py Albani, Thomas 1 of 1 SI.= RE: h Site Ir Custo Lot/BI Addre City: Name Name. Addre; City: SCANNED Lumber design values are in accordance with ANSI/TPI 1 section 6.3 EE` Y ® These truss designs rely on lumber values established by others. Co Teke s s 11422 - MAJESTIC/ 2 CAR/ ENCLOSED REAR Info: WYNNE DEVELOPMENT CORP Project Name Subdivision: UNKNOWN LUCIE COUNTY State: FL MiTek USA, Inc. 669904 Parke East Bllvld..5 MAJESTIC 2 CARTRIC;LOSED REAR PORCH Mo, and License # of Structural Engineer of Record, If there is one, for the building. License #: State: GeneriIl 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 1 ode: ASCE 7-10 Wind Speed: 165 mph Roof ad: 37.0 psf Floor Load: N/A psf This p ckage includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With 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# 11114345680 Truss Name Date 1 1 A 6/20/18 2 1111, 4345681 Al 6/20/18 3 T' 4345682 1 A2 6/20/18 4 IT14345683IA3 6/20/18 5 IT14345684IA4 6/20/18 6 1 T 4345685 1 ATA 6/20/18 7 1 T 4345686 I ATB 6/20/18 8 IT 4345687 BHA 6/20/18 9 1 T114345688 I GRA 6/20/18 10 T 4345689 J1 6/20/18 11 IT114345690IJ3 6/20/18 12 IT114345691,IJ5 6/20/18 13 T 4345692 J7 6/20/18 14 IT 4345693 J8 6/20/18 15 1 T114345694 I KJ7 6/20/18 16 1 T 14345695 I KJ8 6/20/18 The truss 'iirawing(s) referenced above have been prepared by MiTek USA, Incill under my direct supervision based on the parameters provided y Chambers Truss. Truss D 'sign Engineer's Name: Albani, Thomas My licen � renewal date for the state of Florida is February 28, 2019. IMPORT thatthe enc designs cor shown (e.g. given to Mil file referenc these desig parameters should verif into the ove 39380 r AT NOTE: The seal on these truss component designs is a certification ► :-53 ST TE OF �J � eer named is licensed in the jurisdiction(s) identified and that the (C/ ily with ANSI/TPI 1. These designs are based upon parameters .(�'• A` Dads, supports, dimensions, shapes and design codes), which were i��,�s • C O R 1 O•. N:bk. � purpose onlyprojecand was not taken t specific lon included or MiTek's customers into account in the preparation of i s;0 N A, `� ;. MiTek has not independently verified the applicability of the design r the designs for any particular building. Before use, the building designer Thomas A. Albani PE No.39380 applicability of design parameters and properly incorporate these designs MITek USA, Inc. Fl. Cert 6634 II building design per ANSI/TPI 1, Chapter 2. 6904 Parke East Blvd. Tampa FL 33610 FILE CO. Y June 20,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345680 M11422 A Hip 1 1 Job Reference (optional) +I7aMDe15 rru5�, mu., rurr rrei ce, r� 1 21 4x5 = I ID:4X_v7t5Dpkk3l l BAExmF8Zz4jHB-TkojIG4uKD?EszboyYXX?IIcbKAXkldQISYOOlz4Sk2 3-4-1 4x6 = 3X8 = 46 = 4.00 F12 4 23 24 5 25 26 6 2x3 3 22 14 13 12 11 10 3x8 = 4x6 = 2x3 II 4x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 7.0 Lumber DOL 1.25 BC 0.65 BCLL 0.0 Rep Stress Incr YES WB 0.30 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- Scale=1:60.3 2x3 i 7 27 ,� - cn d 4x5 = DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) . -0.29 12 >999 360 MT20 244/190 Vert(CT) -0.5412-14 >781 240 Horz(CT) 0.15 6 n/a n/a Wind(LL) 0.41 12 >999 240 Weight: 158 lb Fr = 20% BRACING - TOP CHORD "4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc punins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-12 oc bracing. WEBS 4 SP No.3 WEBS 1 Row at midpt 5-14, 5-10 REACTIONS. ( /size) 2=1349/0-8-0, 8=1349/0-8-0 ax Harz 2=107(LC 11) ax.Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (lb) -L ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3314/2537, 3-4=-2983/2250, 4-5=-2825/2193, 5-6=-2825/2193, 6-7= 2983/2250, -8=-3314/2537 BOT CHORD -14= 2304/3118, 12-14= 2413/3454, 10-12=-2413/3454, 8-10=-2312/3118 WEBS-14=-381/456, 4-14=-414/685, 5-14=-836/590, 5-10=-835/590, 6-10=-414/685, -10=-382/455 r NOTES- 1) Unbalanced ro f live loads have been considered for this design. 2) Wind: ASCE ',10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=35ft; eave=5ft Cat. Il; Exp C; Encl ; GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 10-0-0, Exterior(2) 10-0-0 to 29-11-6, Inter! (1) 29-11-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 G) Provide adeclu to drainage to-prevent�water ponding. 4) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss he been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between he bottom chord and any other members. 6) Provide mecha icaI connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except (jt=lb) 2=825, 8=825. II Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 A WARNING - Ve 1 deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1--7473 rev. 1010312015 BEFORE USE. ' Design valid for , only with MITeM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. ore use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. J acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always require for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor e, delivery, erection and bracing of trusses and truss systems, seeANSUVII Quality CIBedo, DSB-89 and SCSI Budd/ng Component 6904 Parke East Blvd. Saftly Intonnaff ,(►available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA22314. Tampa, FL 33610 I M11422 3x5 = I 1 22 Truss At Fort Pierce, FL t Truss Type Hip 12 0 0 14-9-0 18-10-8 Oty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345681 1 1 Job Reference (optional) 8.130 s Mar 112018 MiTek Industries, Inc. Wed Jun 20 07:26:36 2018 Page 1 ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-xxM6zc4W 5X75U7A?WG2mYVgkHkS4TNeZX6lxYkz4Sk1 23-0-0 27-0-0 35.0-0 1 NO 2-9-0 T4-1-8 4-1-8 4-0-0 8-0-0 0-0 Scale = 1:61.3 5x6 = 2x3 I I 5x8 MT18HS = 3x4 = 4.00 12 4 245 25 26 6 27 7 2x3 3x4 8 3 <23 28 M 29 v rn 11 9 10I( 12 7x8 MT18HS = 15 14 13 3x4 = 2x3 I I 3x4 = 5x8 MT18HS = 3x12 = 2,00 12 11 6-4-14 12-0-0 14.9-0 zs-u•u 6-4-14 5-7-2 2-9-0 8-3.0 1-6-8 10-5-8 Plate Offsets X, -- 2:0-1-2,Ed e , 7:0-4-0,0-2-3 , 9:0-1-15,Ed e LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL ' 1.25 TC 0.71 Vert(LL) -0.57 12-13 >741 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.13 12-13 >373 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017lfP12014 Matrix -MS Wind(LL) 0.79 12-13 >533 240 Weight: 159lb FT=20% LUMBER- BRACING- , TOP CHORD 24 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 SP No.3 REACTIONS. (II /size) 2=1349/0-8-0, 9=134910-8-0 ax Horz 2=126(LC 11) �x Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD -3= 3368/2492, 3-4=-2816/2135, 4-5=-2647/2105, 5-6=-2650/2104, 6-7=-3875/2925, 8_ 5277/3844, 8-9— 5720/4261 BOT CHORD-1 5=-2269/3165,14-15=-2269/3165, 13-14=-1803/2647, 12-13=-2371/3427, 1-12=-2672/3928, 9-1 1=-3976/5445 WEBS -14= 616/509, 4-14=-282/472, 6-13=-1068/793, 6-12= 360/647, 7-11=-141112003, -11=-440/546 NOTES-- 1) Unbalanced ro' f live loads have been considered for this design. 2) Wind: ASIDE 7 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft Cat. 11; Exp C; Encl. , GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 12-0-0, Exterior(2) 12-0-0 to 27-11-6,'Int6ri (1) 27-11-6 to 36.0.0 zomGcC for members and'forces &'MW°FRS for -reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates are 20 plates unless otherwise Indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ha been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between a bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint �} 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be ng surface. 8) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=1b) 2=82519=825. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 ® WARNING - V, Design vaild for ly deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. IaW2015 BEFORE USE. I oNy wlih MITconnectors. This design is based only upon parameters shown, and is for an Individual building component, not �u a truss system. building deslgn. 'ore use,'he building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Indicated Is to buckl(rig of Individual truss web and/or chord members only. Additional temporary and permanent bracing NIiTe k' is always r, Jr acing prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sTDr e, delivery, erection and bracing of trusses and truss systems, seeANSU1P11 CualBy CrBGda, DSB•89 and BCSI Building Component 6904 Parke East Blvd. sareW'llIIA n3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345682 M11422 A2 Hip 1 1 Job Reference o tional namoers irusj` mu., rorL r-wiue, rL 3x5 = I LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) TOPCHORD BOT CHORD WEBS ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-P7wUAx58sgFy5HIB4zZ?4jNu98nJCmAjmml V4Az4SkO 14-0-0 21-0-0 27-0-0 35-0-0 6-7-2 7-0-0 6-0-0 8-0-0 0-0' Scale = 1:61.3 5x6 = 5x12 MT18HS= 4.00 FIT 4 21 22 5 3x4 G 20 23 2x3 3 I 6 t2 19 ��24 v 7 8 u> r 10 7x8MT1811S= Ira 11 2x3 I I o 12 2x3 II 5x12 = , 3x12 = 2.00 12 7-4-14 14-9-0 21-0-0 24-6-8 35-0-0 7-4-14 7-4-2 6-3-0 3-6-8 10-5-8 2:0-1-2,Ed e , 5:0-6-12,0-1-12 , 7:0-1-15,Ed e SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.53 9 >800 360 MT20 244/190 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.95 9-18 >440 240 MT18HS 2441190 Rep Stress Incr YES WB 1.00 Horz(CT) 0.35 7 n/a n/a Code FBC2017lrP12014 Matrix -MS Wind(LL) 0.73 9 >579 240 Weight: 158lb FT=20% BRACING- SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. ? 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 4 SP No.3 WEBS 1 Row at midpt 5-11 b/size) 2=1349/0-8-0, 7=1349/0-8-0 lax Horz 2=146(LC 11) lax Uplift 2=-825(LC 12), 7=-825(LC 12) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 2-3=-3346/2425, 3-4=-2473/1901, 4-5=-2354/1903, 5-6=-5249/3774, 6-7=-5748/4224 2-12=-2196/3140, 11-12=-2196/3140, 10-11=-2063/3067, 9-10= 2059/3054, 7-9=-3944/5474 3-12=0/320, 3-11=-905/694, 4-11=-204/468, 5-11=-903/637, 5-9= 1713/2540, 6-9=-510/597 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE �-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Enc, , GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Inter or(1) 2-6-0 to 14-0-0, Exterior(2) 14-0-0 to 25-11-6, Inter f r(1) 25-11-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.611 3) Provide adecit i,pte drainage to prevent water ponding. 4) All plates are T20 plates unless otherwise indicated. 5) This truss been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss h 3 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 betwee the bottom chord and any other members. 7) Bearing at jot(s) 7 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=825, 7=825 Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 ® WARNING - I erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101012015 BEFORE USE. ' Design valid fo use only with MfTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a Truss system. tore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ' building deslg Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requi d for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, std :rge, delivery, erection and bracing of trusses and truss systems, seeANSU1p11 Cua1My Cdeda, DSB-89 and BCS►Bulldhig Component 6904 Parke East Blvd. Saletv Intonna, Idnavallable from Truss Plate institute, 218 N. Lee street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345683 1 i M11422 A3 Hip 1 1 Job Reference (optional) Chambers Truss; Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Jun 20 07:26:38 2018 Page 1 ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-tJUsOH6md8NpjRKNeg5Edww2MX7XxExs?Qn2ddz4Sk? 1-0- 8-4-4 14-9-0 16-0- 19-0-0 26-0-0 35-0-0 6-0- 8-4-4 6-4-12 1-3-0 3-0-0 7-0-0 9-0-0 -0- Scale = 1:62.3 4.00 12 5x6 - 5x8 MT18HS= 4 5 2x3 5x8 21 22 5XB MT18HS 3 67 m t; 6 20 23 �1 2 10 8 9 di 11 7x8 MT18HS = I6 6 6 12 13 3x4 2x3 I I 5x6 = 3x12 = 3x5 2.00 F12 8-4-4 14-9-0 16-0- 19-0-0 24-6-8 35-0-0 8-4-4 6-4-12 1-3-0 3-0-0 5-6-8 10-5-8 Plate Offsets X -- 2:0-1-6,Ec1e , 3-0-4-0,0-3-0 , 5:0-4-0,0-2-3 , :0-4-0,Edge], 8:0-1-15,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(L-) -0.53 10 >794 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.96 10-19 >435 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.34 . 8 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Wind(LL) 0.73 10 >574 240 Weight: 159lb FT=20% LUMBER- BRACING - TOP CHORD 4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied. 2x4 SP M 31 BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOTCHORD14,5-7-.* 4 SP M 30 WEBS 1 Row at midpt 5-10 WEBS 4 SP No.3'Except' 10: 2x4 SP M 30 REACTIONS. 4b/size) 2=1349/0-8-0, 8=1349/0-8-0 1 lax Horz 2=-165(LC 10) ax Uplift 2=-825(LC 12), 8= 825(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3275/2298, 3-4=-2408/1788, 4-5_ 2430/1910, 5-6=-5322/3743, 6-8=-5696/4006 BOT CHORD 2-13=-2066/3069, 12-13=-2067/3063, 11-12=-1411/2229, 10-11=-1570/2479, 8-10=-3729/5420 WEBS 3-13=0/330, 3-12=-938/735, 4-11=-346/545, 5-11= 402/338, 5-10=-2066/3071, 6-10— 476/541 NOTES- 1) Unbalanced I of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5fh Cat. `il; Exp C; En �., GCpi=0.18; MWfRS (directional) and`C=G Ext6riot(2) -1-0-0 to 2=6-0,1ntetior(1) 2-6-0 to 16.0-0, aterior(2) 16=0=0 to 19-0-0, Inter!( (1) 23-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq 11 ate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss hP s 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 betwee i the bottom chord and any other members. 7) Bearing at jot t(s) 8 considers parallel to grain value using ANSIffPI 1 angle to grain formula. Building designer should verify capacity of b ring surface. 8) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=ib) 2=825,8=82 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,201 i ® WARNING -I Ferify design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ' Design valid f use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system fore use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg . Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always requ i ad for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sT age, delivery, erection and bracing of hums and truss systems, seeANSVW11 Cua1By C/lfedo, DSH-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Infaimc florinvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345684 JM11422 A4 Roof Special 16 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Jun 20 07:26:39 2018 Page 1 ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-LW2Ebd700SVgLbvaBOcT98SDNxTIgh4OD4Wc93z4Sk 1-0- 8-6-0 14-9-0 17-6-0 23-0-1 24-6-8 27-4-0 35-0-0 6-0- 1-0-0 8-6-0 6-3-0 2-9-0 5-6-1 1-6-7 2-9-8 7-8-0 -0-0 Scale = 1:60.3 5xl2 MT1BHS= 4.00 12 5 21 22 2x3 11 3x6 5 5x6 W B 3x4 % 4 / 6 7 2x3 3 g i 20 23 u�1 11 °' 9 10 1D r .2 25 7xlo MT18HS = ICO o i2 24 d 13 2x3 15x8 — 3x12 = 3x5 — 2.00 F12 B-6-0 14-9-0 24-6-8 35-0-0 8-6-0 6-3-0 9-9-8 10-5-8 Plate Offsets - 2:0-1-6,Ed el, 7:0-3-0,Ed e , 9:0-1-15,Ed e LOADING (psf)' SPACING- 2-0-0 CSI. DEFL. in (loc)' Well Ud PLATES GRIP TCLL 20.6 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.59 11-12 >717 360 MT20 244/190 TCDL 7.q Lumber DOL 1.25 BC 0.92 Vert(CT) -1.28 11-12 >329 240 MT18HS 244/190 BCLL O.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.36 9 Ma n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.80 11-12 >527 240 Weight: 154 lb FT = 20% LUMBER- BRACING - TOP CHORD x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied. -4,7-10: 2x4 SP M 30 BOT CHORD — Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD x4 SP M 30 WEBS 1 Row at midpt 5-11 WEBS x4 SP No.3 *Except` -11: 2x4 SP M 30 OTHERS x4SPNo.3 REACTIONS. lb/size) 2=1349/0-8-0, 9=1349/0-8-0 ax Harz 2=179(LC 11) ax Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 3277/2144, 3-5=-2406/1642, 5-6=-543613608, 6-8=-5388/3473, 8-9=-5733/3690 BOT CHORD 2-13=-1909/3074, 12-13=-1909/3074, 11-12=-1235/2149, 9-11=-3432/5460 WEBS 3-13=0/301, 3-12=-978/750, 5-12= 77/365, 5-11— 2220/3499, 6-11=-315/367, 8-11= 316/328 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=35ft; eave=5ft; Cat. II; Exp C; En 1., GCpi=0:18; MW FRS (directional) and 'G G ExteTiot(2) -1-0.0 to 2.6-0,1nteriot(1) 2=6.0 to 17-6-0,'Exterior(2) 17.6=0 to 21-0-0 zone; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss h been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss I s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwed i the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at jo I it(s) 9 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of b aring surface. 7) Provide mec' anical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 9=82 . i Thomas A. Alban! PE No.39330 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,201 f ® WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. IaW/2015 BEFORE USE. Design valid r use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss syste building desli I Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always req n. prevent red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s brage, delivery, erection and bracing of trusses and truss systems, seeANSVWI1 QualityClBeda, DSB-89 and BCSI Bogdhlg Component 6904 Parke East Blvd. Safety Int6m i mtknovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR I T14345685 M11422 ATA Common 6 1 Job Reference (optional) Chambers I russ 24 3x6 = I tort Nlerce, t-L EIR SM 4.00 F12 20 11 25 3x6 S 3x4 % 4 3 17 16 15 2x3 11 4x6 = 3x8 = O. IOU b Ividi I 1 LU 10 IVII I- II IUUJII IOO, .11- vv cu uu .ay.-ry av i , n&v , ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-piccpz809ldXyIUmI57iiL?QrLsvPBX9SkG9gVz4Sjz L-6-0 22-0-0 26-6-12 35-0-0 $6-0.0 -6-0 4-6-0 4-6-12 8-5-4 1-0-0 Scale .= 1:59.5 4x5 = 26 6 27 28 2x3 I 7 3.6 Q 8 3x4 9 30 31 14 13 12 3x8 = 2x3 11 4x6 = 29 8-5-4 9 1-1 13-0-0 17-6-0 22-0-0 25-1 U-Z L'-8-2 3b-u-u 8-5-4 0=8-1 3-10-2 4-6-0 4-6-0 3-10-2 0-8-1 8-5-4 Plate Offsets X, -- 2:0-0-2,Edge], 10:0-0-2,Ed e LOADING (psf) li SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 j Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.30 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.63 14-15 >663 240 BCLL 0.0 Rep Stress incr NO WB 0.64 Horz(CT) 0.13 10 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.35 14-15 >999 240 Weight: 166lb FT=20%' LUMBER- BRACING - TOP CHORD 4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins. BOT CHORD k4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-4 oc bracing. WEBS llb/size) 4 SP No.3 REACTIONS. 2=1424/0-8-0, 10=142410-8-0 lax Horz 2=-179(LC 10) lax Uplift 2=-868(LC 12), 10=-868(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3474/2328, 3-5= 2874/2013, 5-6=-2865/29 10, 6-7=-2865/2110, 7-9=-2874/2013, 9-10=-3474/2328 BOT CHORD 2-17=-2068/3254, 15-17=-2068/3254, 14-15=-1292/2132, 12-14=-2084/3254, 10-12= 2084/3254 WEBS 7-14=-225/285, 5-15=-225/285, 3-15=-688/511, 9-14=-688/511, 6-15=-617/950, 6-14=-617/950 NOTES- 1) Unbalanced of live loads have been considered for this design. 2) Wind: ASCE -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; En I , GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0.0 zone;(;mC formembers and forces & MWFRS forreactions shown; Lurribef DOL=1.60'plate grip DOL=1.60 3) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss h s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweethe bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mec nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=868, 10=8 8 . 6) Hanger(s) or 'ther connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 70 lb up at 16-0-0, and 7 lb down and 70 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S), Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) . Vert: -6=54, 6-11=-54, f8-21— 20 Concentrated oads (lb) Thomas A. Alban) PE MiTek USA, Inc. PCL ert 60 rt 66346634 Vert: 6=-75(F) 27=-75(F) 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 ® WARNING- I larW design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIP7473 rev. 10/032015 BEFORE USE. ' Design valid f use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual bolding component. not a truss system fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall' �t° building desig . Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always requ IN for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, sti age, delivery, erection and bracing of trusses and truss systems, seeANS/pp/l Quality 011 eda, DSB-89 and BCS1 BuDdhrg Component 6904 Parke East BNd. safety ►nfom7Ina-vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexantlda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345686 M11422 ATB Common 1 1 Job Reference (optional) n n9.nC•A1 nn1a 0�nu1 cnambers I runs, Inc., . r-ori fierce, rL 1-0- 8-5-4 1-0-0 11 8-5.4 26 3x4 ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-Hu9?OJ8ew3lOau2yJpexFZYgkICT8hDlhOOiCxz4Sjy 17.6-0 22-0-0 26-6-12 35-0-0 4-6.0 4'-6-0 4-6.12 8-5-4 1-0-0 Scale = 1:59.3 4.00 F12 4x4 = 28 6 29 2x3 II 27 30 2x3 II 3x6 � 5 7 3x6 3x4, 4 8 3x4 3 9 19 18 17 ® 32 33 � 14 13 12 2x3 II 4x6 = 3x8 = 2x3 I 3x8 = 4x6 = 4-6-12 31 10 11 n Io 3x4 = LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.13 15-16 >650 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.74 Vert(CT) -0.24 12-25 >693 240 BCLL 0. Rep Stress Incr NO WB 0.49 Horz(CT) 0.04 10 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.18 15-16 >460 240 Weight: 166lb FT=20% LUMBER- BRACING - TOP CHORD Lx4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-1.1 oc puffins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. WEBS x4 SP No.3 REACTIONS. All bearings 0-8-0 (lb) - Max Horz 2=179(LC 11) Max Uplift All uplift 100 lb or less at joints) except 2=-495(LC 12), 10= 495(LC 12), 16=-373(LC 12), 15=-373(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=697(LC 1), 10=697(LC 1), 16=735(LC 17), 15=727(LC 1) FORCES. (lb Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1255/985, 3-5=-477/565, 5-6=-470/664, 6-7= 470/657, 7-9=-477/568, 9-10=-1255/992 BOT CHORD 2-19=-795/1149, 17-19=-795/1149, 16-17=-264/435, 15-16= 264/435, 14-15— 264/435, 12-14=-807/1149, 10-12=-807/1149 WEBS 7-14=-231/289, 9-12=-105/378, 5-17=-231/289, 3-19=-105/378, 3-17=-878/631, 9-14=-878/631 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft eave=5ft; Cat. II; Exp C; En3l., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss h 's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss as 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 betty n the bottom chord and any other members, with BCDL = 10.0psf. - 5) Provide me(panical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 2, 495 lb uplift at joint 10, 37 lb uplift at joint 16 and 373 lb uplift at joint 15. 6) Hanger(s) o i other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 70 lb up at 16-0-0, and 5 lb down and 70 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOA CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(,) Standard 1) Dead + Roc Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo s (plf) Veit: 1-6=-54, 6-11=-54, 20-23=-20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cett 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syste building de i. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� k• Is always rei n. prevent uIred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iTe fabricatlon torage, delivery, erection and bracing of trusses and truss systems, seeANsLapir aualmy cmeda, DSB-89 and BCSf BuUdOrg Component 6904 Parke East Blvd. safety Won affon3vallable from Truss Plate Institute, 218 N. Lee Street Suite 312. Mexandtia, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR i T14345686 M11422 ATB Common 1 1 Job Reference (optional) •na A! nr%4. Donn? Chambers i russlijnc., tort Fierce, t-L LOAD CASE(S) I IStandard Concentrated oads (lb) Vert: 8=-75(F) 29=-75(F) ID:4X_v7t5Dpkk311 BAExmFBZz4jHB -Hug?OJ8ew3lOau2yJpexFZYgkICT8hDIhOoiCxz4Sjy A WARNIN - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Deslgn vall for use only with MITek® connectors;This design Is based only upon parameters shown. and Is for an Individual building component, not �v a truss syst . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' building clgn. Bracing Indicated prevent of 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, seeANS&7pil OuaiRy Cllfeda, DSB-69 and BCSI BuOdirig Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Into aBorlavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345687 M11422 BHA Hip Girder 1 1 Job Reference (optional) GnamOers i russj Inc., ran rwice, rL ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-iTr7eLBXC_7zRMnX_xBesBA91yFTL?gINMEMpGz4Sjv 13.6.0 15-6-0 21-6-0 23-6-0 '1-0=p' 3-10-14 3-1-2 2-6-0 ' 2-0-0 0-9-01.3-0' ' 0-6.0 TOP DHORD MUST BE BRACED BY END JACKS, ROO z DIAPHRAGM, OR PROPERLY CONNECTED PURI�� INS AS SPECIFIED. \ Special 3x6 % 45 9 4.00 12 4xNAILED 44 B 43 46 L 3 1 42 ' 2-0-0 ' 1-6-00'-6-0 1-3-0 4x5 = 12 47 15 48 18 46 49 14 20 NAILED NAILED 50 28 3x6 Special rILE 211 4x8 1 26 22 292 La�_.l 35 54 55 34 56 33 57 58 59 60 32 61 31 62 63 30 Special NAILED 3x6 = 6x8 = NAILED 6x8 = 3x6 = NAILED Special 3x4 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7-0-0 10-6-0 1 14-0-0 17-6-0 , 21-0-0 , 24-6-0 3-10-14 Scale = 1:64.8 Plate Offsets Y -- 3:0-2-4 0-1-12 , 27:0-2-4 0-1-12 , 32:0-3-8,0-3-0 , 33:0-3-8,0-3-0 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.08 35-38 >999 360 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.60 Vert(CT) -0.15 30-32 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) 0.05 28 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.12 35-38 >999 240 Weight: 198lb FT=20% LUMBER- ��x4 BRACING - TOP CHORD SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc pudins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-33, 27-32 JOINTS 1 Brace at Jt(s): 11, 19, 16, 22,7 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joints) except 2=-558(LC 8), 33=-1300(LC 8), 32=-1301(LC 8), 28=-557(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=829(LC 17), 33=2023(LC 1), 32=2024(LC 1), 28=823(LC 1) FORCES. (Ibj - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD lil 2-3=-1763/1093, 3-5=-410/522, 5-7= 405/515, 7-10=-405/515, 10-11=-405/515, 11 -1 3=-405/515, 13-16= 405/515, 16-17=-405/515, 17-19=-405/515, 19-21=-405/515, 21-22=-405/515, 22-25=-405/515, 25-27=-408/522, 27-28=-1743/1092 BOT CHORD 2-35=-929/1638, 33-35= 877/1511, 32-33= 575/533, 30-32= 876/1492, 28-30=-928/1619 WEBS 3-35=-303/775, 3-33=-2214/1509, 11-33=-842/745, 19-32= 843/746, 27-32=-2213/1508, 27-30=-302/775, 20-21=-478/430, 9-10=-477/429 NOTES- 1) -UnbalanceC r00f five loads have been considered for this design. 2) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft L=35ft;'eave=5ft; Cat. II; Exp C; E cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide ad Kate drainage to prevent water ponding. 4) All plates a 2x3 MT20 unless otherwise indicated. 5) This truss h s 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 betw n the bottom chord and any other members. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 558 lb uplift at joint 2, 1300 Ito uplift at joint 33, 13(11 lb uplift at joint 32 and 557 lb uplift at joint 28. 8) Graphical p rlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 9) "NAILED" i dicates 3-1 Od (0.148"xX) or 3-12d (0.148"x3.25") toe -nails per NDS guldlines. 10) Hanger(s) r other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 259 lb up at 7-0-0, and, 202 lb down and 259 lb up at 27-11-4 on top chord, and 488 lb down and 336 Ito up at 7-0-0, and 488 lb down and 336 lb up at 2 i -11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A. Albani PE No.39380 11) In the LOA D CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MiTek USA, Inc. FL Cart 6634 LOAD CASE(,) Standard 6604 Parke East Blvd. Tampa FL 33610 'Date: June 20,2018 0 WARNIN - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE ° Design vall for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss SYSIE i n. Before use, the building designer must verify the appllcabilio of design parameters and properly Incorporate this design Into the overall building dE n. Bracing Indlated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always r lred 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. seeANSUIPII GuafBy Crifer ld, DSB-89 and BCSI Buildtrrg Component InHon3vallable 6904 Parke East Blvd. Satetv Into from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345687 M11422 i BHA Hip Girder 1 1 Job Reference (optional) Chambers Truss,lllnc., Fort Pierce, FL LOAD CASE(S) Standard 1) Dead + Roof ive (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Load (plf) Vert:-3=-54, 3-15=-54, 15-27= 54, 27-29=-54, 36-39=-20 6. i 3o 5 Mal 112u I o ]VI! I em II IU - —, II lu. v I aV ID:4Xy7t5Dpkk311 BAExmF8Zz4jHB-iTr7eLBXC_7zRMnX_xBesBA91yFTL?gINMEMpGz4Sjv Vert: 5— 488(F) 30=-488(F) 42_ 116(F) 43=-116(F) 44=-116(F) 45=-116(F) 46=-116(F) 47— 116(F) 48= 116(F) 49=-116(F) 50= 116(F) 51=-116(F) 52� 116(F) 53=- 6(F) 54— 63(F) 55= 63(F) 56= 63(F) 57= 63(F) 58= 63(F) 59=-63(F) 60= 63(F) 61= 63(F) 62= 63(F) 63=-63(F) ® WARNIN - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f 0103,2015 BEFORE USE. Design valk for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss syste i. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' gn. prevent Is always re 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 busses and truss systems, seeANSUtpll Quality Ctfeda, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infoi nafidnavailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job II Truss Truss Type Oty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345688 M11422 GRA Hip Girder 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Jun 20 07:26:46 2018 Page 1 ID:4X_v7t5Dpkk311 BAExmFBZz4jHB-eszu30C6kbNhggxw6ME6ycFR6mvRpr72ggjTugz4Sjt 1-0- 4-4-14 8-0-0 12-9-14 17-6-0 22-2-2 27-0.0 30-7-2 3%0-0 6.0- 4-8-2 44.4 0- 4-4-14 3.7-2 4-9-14 4-8-2 Scale=1:62.6 NAILED NAILED NAILED NAILED 3x4 11 NAILED Special 7x8 MTi 8HS 5:7- 7x8 MTi OHS 4.00 F12 Special NAILED 4x8 = 6x10 MTi8HS= NAILED 'NAILED 4x8 = NAILED 4 26 27 5 28 6 7 29 30 8 31 32 9 2x3 I I 2x3 I I 10 2 11 12 N 1 Im 0 o 21 20 33 19 18 34 35 17 36 37 16 15 38 14 13 5x12 MT 8HS= 3x4 11. 7x8 = 7x10 MT18HS WB= NAILED 3x10 = NAILED3x4 11 NAILED 7x8 = 3x4 11 5x12 MT18HS= Special NAILED 3x4 11 NAILED 7xl0 MT18HS W8 = Special NAILED NAILED NAILED NAILED 4-4-14 8-0-0 12-9-14 17-6-0 22-2-2 27-0-0 30-7.2 3%0-0 4-4-14 3-7-2 4-9-14 4-8-2 4.8-2 4-9-14 3-7-2 4-4-14 Plate Offsets Y -- 2:0-3-3,Ed e , 4:0-5-7,0-3-0 , 6:0-5-O,Ed e , 9:0-5-7,0-3-0 , l l:0-3-3,Ed e , 14:0-3-8,0-4-4 , 20:0-3-8,0-4-4 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.73 17 >572 360 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.76 Vert(CT) -1.36 17 >308 240 MT18HS 244/190 BCLL 0.6 Rep Stress Incr NO WB 0.95 Horz(CT) 0.28 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 1.14 17 >369 240 Weight: 206lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 31 'Except* TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc puffins. -6,6-9: 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 3-9-4 oc bracing. BOT CHORD 2x6 SP 240OF 2.0E WEBS 1 Row at midpt 5-20, 8-14 WEBS x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (ib/size) 2=3228/0-8-0, 11=3228/0-8-0 Max Harz 2= 87(LC 23) Max Uplift 2=-2116(LC 8), 11=-2115(LC 8) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=-9380/6029, 3-4=-9366/6087, 4-5=-9023/5897, 5-7=-12518/8139, 7-8=-12518/8139, 8-9=-9022/5895, 9-10— 9365/6085, 10-11= 9379/6027 BOT CHORD 1 2-21=-5633/8878, 20-21=-5633/8878, 18-20= 7386/11601, 17-18= 7386/11601, 16-17=-7384/11598, 14-16=-7384/11598, 13-14=,5631/8877, 11-13=-5631/8877 WEBS 4-20= 1471/2505, 5-20=-3085/1902, 5-18= 53/377, 5-17= 655/1073, 7-17=-639/579, 8-17=-658/1076, 8-16=-53/377, 8-14=-3083/1900, 9-14=-1470/2504 NOTES- 1) Unbalancec roof live loads have been considered for this design. 21 Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=35ft; eave=5fh Cat. 11; Exp C; El cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adE juate drainage to prevent water ponding. 4) All plates a 5) This truss e MT20 plates unless otherwise indicated. s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit betw n the bottom chord and any other members. 7) Provide me hanical connection (by others) of truss to bearing plate capable of withstanding 2116 lb uplift at joint 2 and 2115 lb uplift at joint 11. 8) "NAILED" hidicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) q, other connection device(s) shall be provided sufficient to support concentrated load(s) 252 lb down and 385 lb up at 8-0-0, and 2 lb down and 385 lb up at 27-0-0 on top chord, and 700 lb down and 441 lb up at 8-0-0, and 700 lb down and 441 lb up at 26-1 4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LO CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Alban! PE No.39380 LOAD CASE ) Standard MiTek USA, Inc. FL Cert 6634 1) Dead + Ro f Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6604 Parke East Blvd. Tampa FL 33610 Uniform Lo ds (plf) Date: Ve : 1-4=-54, 4-9= 54, 9-12=-54, 2-11=-20 June 20,20V ® WARNIN - Verify design parameters and READ NOTES ON THIS AND INCLUDED M7TEK REFERANCEPAGE 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 bulding component, not a Truss SYSIE n. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Individual truss chord members only. Additional temporary and permanent bracing MiTek bullding Is always rc i gn. Bracing Indicated Is to prevent buckling of web and/or juired for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatiostorage. delNery, erection and bracing of trusses and truss systems, seeANSV711 Gualdy CfBedd, DSO-89 and BCSI BuUtling Component Tampa, FL 33610 Safety Into Inaflonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job u Truss Truss Type qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR � T14345688 M11422 GRA Hip Girder 1 1 Job Reference (optional) Chambers I russ,l Inc., rorr Fierce, rL ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-eszu30CnkbNhggxw6ME6ycFR6mvRpr72ggjTu9z4Sjt LOAD CASE(S) Standard Concentratedtoads Qb) . Vert: $ = 205(B) 6= 136(B) 9— 205(B) 19=-80(B) 20= 700(B) 17= 80(B) 7=-136(B) 14=-700(B) 15= 80(B) 26— 136(B) 27=-136(B) 28= 136(B) 29= 136(B) 30= 1;6(B) 31=-136(B) 32= 136(B) 33=-80(B) 34= 80(B) 35= 80(B) 36=-80(B) 37=-80(B) 38=-80(B) ® WARNIN - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERANCE PAGE MIh7473 rev. 10032015 BEFORE USE. ' Design volt for use only with MfI connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss sysier building de' i. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always re , gn. prevent ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/Ipll Quality CiBeda, DSB-89 and BCSI SuBdIng Component 6904 Parke East Blvd. Safety Info i riatlainvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345689 M11422 J1 Jack -Open 8 1 Job Reference (optional) cnamuers i rubs �iriu., roir rierce, rl- ,,...,., ., ...._. .------------------ I D:4X_v7t5Dpkk311 BAExmF8Zz4j HB-62XGHMDPVvVXI pW 6f31LUgomsAQCYW H B3KT1 Qbz4Sjs -1-0-0 1.0-0 1-0-0 1-0-0 3x4 = LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) ' Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL OX Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD x4 SP No.3 BOT CHORD �xt SP No.3 REACTIONS. j (Ib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3— 4(LC 9), 2=-140(LC 12) Max Grav 3=10(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. NOTES- 1) Wind: ASC II; Exp C; E shown; Lun 2) This truss r 3) ` This truss will fit betw( 4) Refer to girl 5) Provide me joint 2. Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:6.1 N C6 O PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or-10-0-0 oc bracing. -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24fh eave=4ft; Cat. , GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions r DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. > been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. ;s) for truss to truss connections. tnicai connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 3 and 140 lb uplift at Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1--7473 rev, 10/032015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss syste building de . Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always r gn. prevent ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/Ipll Cual8�fyCdleda, DSB$9 and BCSI BuQding Component 6904 Parke East Blvd. Safety Into aHon3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312,) VA 22314. Tampa, FL 33610 JOD T14345690 M11422 J3 Jack -Open' 8 1 Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Jun 20 07:26:47 2018 Page 1 ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-62XGHMDPVvVXIpW6f31LUgompAOcYW HB3KT1 Qbz4Sjs 1-0-0 3-0-0 1-0-0 3-0-0 3x4 = LOADING (psf� SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20. Plate Grip DOL 1.25 TC 0.18 Vert(L-) -0.00 7 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 4-7 >999 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 LUMBER - TOP CHORD BOT CHORD REACTIONS. FORCES. NOTES- 1) Wind: ASCE 11; Exp C; Er members at 2) This truss h; 3) ' This truss will fit betwe 4) Refer to gir( 5) Provide met 2 and 4 lb u SP No.3 SP No.3 size) 3=63/Mechanical, 2=172/0-8-0, 4=36/Mechanical (Horz 2=85(LC 12) ( Uplift 3= 54(LC 12), 2= 146(LC 12), 4— 4(LC 12) (Gray 3=63(LC 1), 2=172(LC 1), 4=50(LC 3) Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. '-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=15ft; 8=4511t L=24ft; eave=4ft Cat. ., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s 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 I the bottom chord and any other members. (s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3, 146 lb uplift at joint ft at joint 4. Thomas A. Albani PE No.39330 f/IiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 A WAR NI - Verity design parameters and READ NOTES ON THIS AND INCLUDED MI►EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. MITek® fits design Is based only upon parameters shown, and is for an Individual building component, not ' � Design vall ^ a truss syste building ck w for use only with connectors. n. 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 M {Tek• Is always re 'storage, juired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSWII Cua01y ClBarb, DSB-89 and SCSI Buildbig Compom If 6904 Parke East Blvd. 6904ParkeEast SafetvW aflonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job H I Truss Truss Type aty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345691 M11422 J5 Jack -Open 8 1 Job Reference (optional) cnamoers i russ mc., rUlr rierce, rIL -i_n-n 0 3x4 = LOADING (psf SPACING- 2-0-0 CSI. TCLL 20. Plate Grip DOL 1.25 TC 0.71 TCDL 7. Lumber DOL 1.25 BC 0.67 BCLL 0. Rep Stress Incr YES WB 0.00 BCDL 10. Code FBC2017/TPl2014 Matrix -MP LUMBER - TOP CHORD SP No.3 BOTCHORD�X4 x4 SP No.3 REACTIONS. (lb/size) 3=114/Mechanical, 2=242/0-8-0, 4=63/Mechanical Max Harz 2=123(LC 12) Max Uplift 3= 104(LC 12), 2=-177(LC 12), 4=-9(LC 12) Max Grav 3=114(LC 1), 2=242(LC 1), 4=87(LC 3) FORCES. (lb - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I D:4X_v7t5Dpkk311 BAExmFBZz4jH B-aE4eUi E 1 GDeOwz5l DnGa11 KoGZCJHzxKlzCayl z4Sjr 5-0-0 5-0-0 5-0-0 DEFL. in (loc) I/deft Ud Vert(LL) -0.03 4-7 >999 360 Vert(CT) -0.06 4-7 >977 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.07 4-7 >904 240 BRACING - Scale = 1:12.7 PLATES GRIP 'MT20 244/190 Weight: 17 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . NOTES- 1) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; E I I., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members all forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betWE in the bottom chord and any other members. 4) Refer to gir r(s) for truss to truss connections. 5) Provide me anical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 177 lb uplift at joint 2 and lb uplift at joint 4. Thomas A. Albani PE No.39360 Ill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 ® WARNfN - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10=12015.BEFORE USE Design voild for use only with MlTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss sysie buliding del1. i i. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always re gn. prevent :: ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the torage, delivery, erection and bracing of trusses and truss systems, seeAPIS&OP11 Cual ClBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd.fabrication,' Solotv kdoi i riation3vallable from Truss Plate Institute, 218 N. Lee Street Sulte 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345692 M11422 J7 Jack -Open 16 1 Job Reference (optional) a i nn n- OC•An —0 Dona 4 Chambers l IC., Fort Pierce, FL 8.i3a51 114V10IVII.—HIULiS IGS,IIIV. vve U11 -u ID:4X_v7t5Dpkk311 BAExmF8Zz4jHB-2ReOh2Fgl WmFX7gVnUnpZFtl pztSOQnUXdy7UUz4Sjq 1-0-0 7-0-0 1-0-0 7-0-0 3x4 = Scale: 314"=1' N m N 7-0-0 Plate Offsets Y -- 2:0-1-14,Ed e LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 20. Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.10 4-7 >857 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.99 Vert(CT) -0.21 4-7 >388 240 BCLL 0. Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10. Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.18 4-7 >469 240 Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=170/Mechanical, 2=315/0-8-0, 4=83/Mechanical Max Harz 2=161(LC 12) Max Uplift 3=-156(LC 12), 2= 21O(LC 12), 4=-9(LC 12) Max Grav 3=170(LC 1), 2=315(LC 1), 4=120(LC 3) FORCES. (Ib - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE II; Exp C; Er members at 2) This truss hi 3) ` This truss Will fit betwe 4) Refer to girt 5) Provide me( joint 2 and £ '-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4ft; Cat. ., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. (s) for truss to truss connections. anical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint 3, 210 lb uplift at, I uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 A WARNIN - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. ' Design voli for use only with MII connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a Truss systc i n. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" building d Is always re clulred gn. prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSWI1 Quality Cr6erla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Info i nafforInvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314., Truss Truss,Type Qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REART14345693 ro,b-- 1422 �J8 Jack -Open 11 1 Job Reference o tional Gnambers I russet Inc., ran rlerce, rL 1-0-0 3x4 ID:4X_v7t5Dpkk3l l BAExmF8Zz4j6B-2ReOh2Fgl WmFX7gVnUnpZFt74zOAOQnUXdy7UUz4Sjq B-0-0 B-0-0 Scale = 1:17.4 N N N Plate Offsets ,Y -- 2:0-3-14 0-1-8 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20. Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.15 4-7 >656 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.43 Vert(CT) -0.32 4-7 >300 240 BCLL I Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL it Code FBC2017lfP12014 Matrix -MP Wind(LL) 0.24 4-7 >394 240 Weight: 26lb FT=20% LUMBER- BRACING - TOP CHORD 1 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD i2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. I (lb/size) 3=190/Mechanical, 2=351/0-8-0, 4=100/Mechanical Max Harz 2=180(LC 12) Max Uplift 3— 176(LC 12), 2=-228(LC 12), 4=-13(LC 12) Max Grav 3=190(LC 1), 2=351(LC 1), 4=143(LC 3) FORCES. (Ib - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASC 11; Exp C; I members 1 2) This truss 3) ' This trusi will fit betA 4) Refer to gi 5) Provide mi joint 2 and .'7 ' VUIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft Cat. cl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-11-4 zone;C-C for d forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n the bottom chord and any other members. er(s) for truss to truss connections. hanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 3, 228 lb uplift at lb uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 Q WARN/NI c - Verity design parameters and READ NOTES 01 THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10M12015 BEFORE USE Design val for use only with Mtrek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss sysil building d . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always r gn. prevent uired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcatio 1 storage, delivery, erection and bracing of trusses and truss systems, seeANSOFI► CuainyCiBello, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Ink i nahlonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job it Truss Truss Type I Qty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T14345694 M11422 KJ7 Diagonal Hip Girder 2 1 Job Reference (optional) L..L.,.,.:.... — \AInA i,,.. 9!1 m•9a•fn 9M a Pane 1 Gnambers I russ1 lnc., rorr rierce, rL 1-5-0 1 A ID:4X_v7t5Dpkk311 BAExmFBZz4jHB-XdCOvOFloqu69HEhLC126SQGyNM91gKdlHhhlwz4Sjp a-1 n-1 Scale = 1:21.2 NAILED 4 N NAILED I(" 2.83 12 3x4 o 3 NAILED NAILED 11 12 . 13 7 NAILED 6 NAILED NAILED 2x3 11 3x4 — 3x4 =5 NAILED NAILED NAILED LOADING (psf SPACING- 2-0-0 CSI. DEFL. in ' (loc) I/dell Ud TCLL 20. Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 7-10 >999 360 TCDL 7. Lumber DOL 1.25 BC 0.32 Vert(CT) -0.12 7-10 >970 240 BCLL 0. Rep Stress Incr NO WB 0.24 Horz(CT) 0.01 5 n/a n/a BCDL 10. Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.09 7-10 >999 240 LUMBER - TOP CHORD SP M 30 BOTCHORD x4 SP M 30 WEBS ��,�X4 x4 SP No.3 REACTIONS. (lb/size) 4=16/Mechanical, 2=504/0-10-15, 5=454/Mechanical Max Horz 2=160(LC 21) Max Uplift 4=-44(LC 21), 2=-367(LC 8), 5=-279(LC 8) Max Grav 4=34(LC 13), 2=504(LC 1), 5=454(LC 1) FORCES. (Ib - Max. Comp./Max. Ten. All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-851/457 BOT CHORD 2-7=-520/807, 6-7=-520/807 WEBS 3-7=-93/346,3-6=-956/616 PLATES GRIP MT20 2441190 Weight: 38 lb FT = 20% BRACING - TOP CHORD • Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-11-5 oc bracing. NOTES- 1) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; E cl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss as been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe n the bottom chord and any other members. 4) Refer to gir er(s) for truss to truss connections. 5) Provide me hanical connection (by others) of buss to bearing plate capable of withstanding 44 lb uplift at joint 4, 367 lb uplift at joint 2 and 279 I uplift at joint 5. 6) "NAILED" i dicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOA 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 Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Lo ds (pif) Ve : 1-4=-54, 5-8=-20 Concentrat d Loads (lb) Ve : 3=-76(F=-38, B=-38) 7=-69(F=-34, B=-34) 11=-3(F=-1, B=-1) 12= 7(F=-3, B=-3) 13= 20(F=-10, B=-10) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 A WARNIA 1 1 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev. 10103/2015 BEFORE USE. Desiginvalc 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 3 n. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall buckling Individual truss chord members only. Additional temporary and permanent bracing MOW building d, Is always ro Ign. Bracing Indicated Is to prevent of web and/or juired 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, seeANSYMIJ Quality Cdleda, DS9•89 and BCS! BOUding Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Ink i mallonovallable from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. Job III Truss Truss Type Oty Ply MAJESTIC/ 2 CAR/ ENCLOSED REAR T74345695 M114122 KJ8 Diagonal Hip Girder 2 1 Job Reference o tional a an s Mar 11 2018 MiTak Industries. Inc. Wed Jun 20 07:26:51 2018 Page 1 ID:4X_v7t5Dpkk311BAExmF8Zz4jHB-?pmn6kGwZ80znRptuvpHfgyO5nhOUEpn xREZMz4Sjo -1-5- 6-0-7 7-8-2 11-3-0 1-5- 6-0-7 1-7-11 3-6-14 NAILED S4ca = 1;21.0 NAILED 13 NAILED 3x4 2.83 12 NAILED 3 12 NAILED NAILED N 11 n N t:l 2 REF14 15 16 7 17 6 NAILED NAILED NAILED 2x3 I NAILED 5 3x4 = NAILED NAILED NAILED NAILED 3x4 = 4-4-12 7-8-2 11-3-0 4-4-12 3-3-6 3-6-14 LOADING (psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.Q Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.10 7-10 >999 360 MT20 244/190 TCDL 7. Lumber DOL 1.25 BC 0.41 Vert(CT) -0.19 7-10 >710 240 BCLL 0. Rep Stress Incr NO WB 0.41 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.14 7-10 >988 240 Weight: 44lb FT=20% LUMBER- BRACING - TOP CHORD x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-5-7 oc bracing. WEBS �x4 SP No.3 REACTIONS. Iblsize) 4=146/Mechanical, 2=597/0-10-15, 6=648/Mechanical ax Horz 2=179(LC 21) Max Uplift 4=-163(LC 6), 2= 424(LC 8), 6= 380(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11501642 BOT CHORD 2-7=-716/1096, 6-7=-716/1096 WEBS 3-7=-67/394, 3-6=-1243/812 NOTES- 1) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft B=45ft; L=24ft; eave=4fh Cat. . II; Exp C; Ercl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss his been designed for a 10.0 psf bottom chord liv0oad nonconcurrent with any other live loads. 3) ` This truss ' as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit betwe n the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 4, 424 lb uplift at joint 2 and 3 0 lb uplift at joint 6. 6) "NAILED" Ir Icates 3-1 Od (0.148'x3") or 2-12d (0.148"x3.25") toe -nails per NOS guidlines. 7) In the LOA CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( Standard 1) Dead + Roo Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform La s (plf) Ve 1-4= 54, 5-8=-20 Concentrat Loads (Ib) Ver 11=-3(F=-1, B=-1) 12=-76(F=-38, B=-38) 13=-199(F=-100, B=-100) 14=-7(F=-3, B=-3) 15=-20(F=-10, B=-10) 16 69(F=-34, B=34) 17=-112(F= 56; B=-56) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 20,2018 Q WARNIN - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev- 10/03/2015 BEFORE USE. Design valk for use only with M17ekO connectors. This design Is based only upon parameters shown, and Is foran Individual building component, not a truss syste i. Before use, the building deslgrler must verify the applicability of design parameters and properly Incorporate this design into the overall Individual truss members only. Additional temporary and permanent bracing MOW building de Is always re, . gn. Bracing Indicated Is to prevent buckling of web and/or chord ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSWII Qualify CiBetla, DSO-89 and BCSI BuIldfng Component Tampa, FL 33610 Safety Infoi i naftonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Symbols Numbering System ® General Safety Notes PLATE LOCATION AND- ORIENTATION 3�4 Center plate on joint unless x, y offsets are indicated, 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to. both sides of truss and fully embed teeth, 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0 1 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For p WEBS C�v 4 wide truss spacing, individual lateral braces themselves moy require bracing, or alternative Tor I T � � N m 0 bracing should be considered. I � 0O 3. Never exceed the design loading shown and never braced trusses. aEpp U stack materials on inadequately :2 a0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c� a c6-7 cs s r— BOTTOM CHORDS designer, erection supervisor, property owner and plates 0-1ria' from outside 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 JO/NTSARE GENERALLY NUMBEREDAETTERED CLOCKWISE jointand embed fully. Knots and wane atjoint 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 M1Tek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. SOftWare 0I upon request. NUMBERSAETTERS 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular 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 specified. 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 g y 14. Bottom chords require lateral bracing 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 alter truss member or plate without prior approval of an engineer, reaction section indicates joint 17. Install and load vertical) unless Indicated otherwise. number where bearings occur. y Min size shown is for crushing only, � 18. Use of green or treated lumber may pose unacceptable Eff-Radenvironmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back, words - �ateOpl�ep _ -- DSB-89: Design Standard for Bracing. - - - - � and pictures) before use. Reviewing pictures alone s:not-sufficieA - -- — - -- - — BCSI: Building Component Safety Information, MiTek 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: Mll-7473 rev. 10/03/2015