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Home My WebLink About 18040008 Truss PlansTruss Placement Guide 1) This layout is intended for the purpose of truss location and placement only. Refer to the building plans for actual building construction. 2) All dimensions shown 00-00-00 are in feet -inches -sixteenths. 3) Trusses are spaced 24" on center unless otherwise noted. 4) Do not cut or modify trusses. 60 12 5) Refer to the individual truss design drawings for the location of member bracing, uplift and truss end reactions. 6) Installation of all temporary and permanent bracing is essential. See truss drawings, BCSI-62 Summary Sheet and building designer requirements. GE 13 15-06-00 A. MI[ MiTek" Re: B18801088 FISCHER TLR-021 The truss drawing(s) referenced below have been prepa by MiTek US I, based on the parameters provided by ProBuild (Cart Lee Bldg Components). Pages or sheets covered by this seal: 132824345 t u 132824373 My license renewal date for the state of Indiana is July 31, 2018. �N �. GAL/^' No.PE10303188 - o STATE OF Z 0 % /NDIANP ' \�4C, i March 26,2018 Galinski, John IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 under my direct supervision w Job - Truss rTruss Type B18801088 IGE01 (GABLE Builders First Source, mooresville,in 14-0 6-W 4x6 = e Vty My rl01,nc1M ILIK Vl I 132824345. 1 1' ___JJOb Reference (optional) _ _ _! 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:49:58 2018 Page 1 ID:9MBFvwEjXB7g21 W?GDgxyd85s-6RYWwEpNhjU7PCX4X16yxvCgCsp6yhlhsolPyzX417 1241-0 +4 a o 6-4-0 1+0 20 19 18 17 16 15 14 13 12 2x4 11 2x4 11 2x4 2x4 2x4 2x4 2x4 2.4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IRC20061TPI2002 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud 12-8-0 - — 12-8-0 CSI. DEFL. in (loc) I/deft Ud TC 0.15 Verl -0.01 11 n/r 180 BC 0.05 Vert(TL) -0.02 11 n/r 120 WB 0.05 Horz(TL) 0.00 12 n/a file (matrix) - Scale = 1:40.1 I i PLATES GRIP MT20 169/123 Weight: 57 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 12-8-0. (lb) - Max Horz 20=122(1_C 4) Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 Max Grav All reactions 250 lb or less at Joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (12-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12, 17, 18, 19, 15, 14, 13. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 13) BCSI1. 14) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 15) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). A WARNING . Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ae14473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shownand is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIf Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, `0\111111III#It//I//' GAL�N ;• No. PE10303188 = STATE OF W G NA'if INN` March 26,2018 MOW 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Oty Ply i FISCHER TLR 021 132824346'1 B18801088 GE02 GABLE 1 11 _Job Refereince o tional) Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:49:59 2018 Page 1 ID:9WfuBFvwEjXB7g2lW7GDgxyd85s4bd6u7aq?S1 c_1 M6G5kdBT7kmOGwSjBzRwWXJyPzX416 5-114---+__—_ 11-a-a 17-s-a 23-6-0 __- -- Z44-0 14-0 5-114 6-9-0 5-9-0 "4 1-4-0 6 �1 b 8x10 10 5x12 = 8x10 11 Scale = 1:66.1 —PUKe_ONsets YY-6-0 -3 QJ,j12 0 1-1z 0 1 0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.47 10-38 >592 240 MT20 1691123 TCDL 7.0 Lumber DOL 1.15 BC 1.00 Vert(TL) -0.87 10-38 >322 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.07 2 n/a n1a BCDL 10.0 Code IRC2006/TPI2002 (Matrix-M) Weight: 135 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF-S Stud *Except* 5-10,12-13: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 2-641, Right 2x6 SP No.1 1-6-0 REACTIONS. (lb/size) 2=1037/0-3-8, 8=977/0-3-8 Max Horz 2=-185(LC 4) Max Uplift2=-128(LC 6), 8=-128(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-883/0, 3-4=10761174, 4-5=876/141, 5-6=-938/165, 6-7=-1166/189, 7-8=-869/0 BOT CHORD 2-44=77/896, 44-45=47/896, 10-45=-77/896, 8-10=40/903 WEBS 10-11=0/541, 5-11=-40/620, 6-10=272/178, 4-11=300/168 NOTES- (11-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=128, ``,tttl I I lilt//// with heels" Member dfixity was in he and s truss. GA`�/Ls��i desis for truss syl 10 bracing ign) Warningid : : Additionalks permanent and stability stem (not partofthis component of Is always required, 9�P Y 9 Y ( P P 9) Y req G1ST••, '�,4 11) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See �� !� F ••• O 12) BCSI1. Q` 13) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in _= No. PE 10303188 14) accordance with BCSI-132 or using proprietary methods (e.g. Stabilizer, etc.). •' STATE OF ' March 26,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 16023 Swingley Ridge Rd Chesterfield, MO 63017 L Job Truss Truss Type B18801088 GE03 GABLE Builders First Source, mooresville,in -1-4-0 1-4-0 A O 5-5-8 5-5-8 06 6 2x4 6.00 12 5 2x4 4 2x4 3 3x6 2 oty Ply FISCHER TLR-021 132824347 1 1 Job Reference (optional) _ 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:49:59 2018 Page 1 ID 9W1uBFvwEjXB7g21W?GDgxyd85s-bd6u7aq?S1c_1M6G5kdBT7kjKG38jP5RwWXJyPzX416 10-11-0 12-3-0 _. 5-5-8 1-4-0 Scale = 1:34.1 2x4 7 2x4 8 2x4 3x6 10 20 19 18 17 16 15 14 3x6 2x4 2x4 2x4 2x4 2x4 2x4 10-11-0 10-11-0 13 12 2x4 3x6 LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.05 16 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.12 16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 nla n/a BCDL 10.0 Cade IRC2006/TPI2002 (Matrix) LUMBER- BRACING - PLATES GRIP MT20 169/123 Weight: 57 lb FT = 20% TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x6 SP No.1 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-16: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud REACTIONS. (lb/size) 20=471/0-1-8, 12=471/0-1-8 Max Horz 20=-69(LC 4) Max UpIi t20=-90(LC 6), 12=-90(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-321/95, 3-4=-2751106, 4-5=-257/129, 7-8=-257/129, 8-9=-275/106, 9-10=-321/95, 2-20=-386/165, 10-12=-386/165 NOTES- (13-16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph, TCDL=4.2psf, BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 20, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 20, 12. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 14) BCS11. 15) 23. It is extremely important to property install temporary lateral restraint and diagonal bracing, in 16) accordance with BCSI-82 or using proprietary methods (e.g. Stabilizer, etc.). A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED BfITEK REFERENCE PAGE MII-7473 —. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ``\\\\11111GAL 11111//y/777 & IAI s No. PE10303188' = a STATE OF QZ `SIONALe"' ��. 77y/1111111I11\\\\\\\ March 26,2018 MiTek' 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qly Ply FISCHER TLR-021 132824348 B18801088 GE04 GABLE 1 1 _ Job Reference -(optional) Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:50:00 2018 Page 1 ID:9WiuBFvwEjXB7g21 WIGDgxyd85s-3pfHKwreDLkreWhSfS9QOKH?ngViSrMb9AHsUrzX415 -1-4-0 _ 5-4-0 10-8-0 12-0-0 1-4-0 5-4-0 5-4-0 1-4-0 46 Scale = 1:34.7 6 2x4 2x4 8.00 12 5 7 2x4 2x4 4 8 2x4 2x4 3 9 2x4\ 2x4 2 10 o - _ 11 0 '71 _... .-. _.,. _... 0 0 20 19 18 17 16 15 14 13 12 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-8-0 _ 10-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.01 11 n1r 180 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.02 11 nlr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 48 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. All bearings 10-8-0. (lb) - Max Horz 20=-106(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 Max Grav All reactions 250 lb or less at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12, 17, 18, 19, 15, 14, 13. 10) "Semi -rigid pkchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12 1 Add'R' I t b'lit b f t t d' I X b I d S one s a i y racing or russ Sys em, e.g. iagona or - racing, 1s aways require . ee `\ttlitl II1111j 13) BCS11. 14) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in \��`�\\�r1 GAL/ti��'%,, 15) accordance with SCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). O'• No.PE10303188'; o STATE OF Q' 0 /ND [A JAP. ' �• A,�c•'' •........• G�. March 26,2018 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE M I.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 easeas �� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314, Chesterfield, MO 63017 Job Truss B18801088 GE05 Builders First Source, mooresville,in Truss Type GABLE -1-4-0 10-6-0 1-4-0 10-6-0 0 6ry' 8,00 12 3 d 7 Qty Ply FISCHER TLR-021 132824349 1 1 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:50:00 2018 Page 1 ID:9W1uBFvwEjXB7g21 W?GDgxyd85s-3pfHKwreDLkreWnSfS9Q0KHuGgNsScob9AHsUrzX415 15-7-12 _. 21-0-0 22-4-0 5-1-12 5-4-4 1-4-0 46 4 F p 3x6 ^' 5 i F" 3x4 2 'P.b.. 18 F w. 6 d 1 ::^� .. .. .. 7 d_ o "u d ,.- .. .. 17 34 3x4 4x10 16 15 14 13 12-0.011 10 9 8 3x4 5x6 Plate offsets (X,Y)-- 115:0-3-0,0-3-0], [19:0-1-8,0-1-0], [28:0-1-3,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.63 TCDL 7.0 Lumber DOL 1.15 BC 0.54 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 BCDL 10.0 Code IRC2006ITP12002 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 210OF 1.8E WEBS 2x4 SPF-S Stud 'Except' 15-19: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 21-0-0 21-0-0 Scale = 1:65.3 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.22 16-17 >569 240 MT20 169/123 Vert(TL)-0.5516-17 >227 180 Horz(TL) 0.01 8 n/a n/a Weight: 112 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-16 REACTIONS. All bearings 10-7-8 except (jt=length) 17=0-3-8. (lb) - Max Horz 17=187(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 16, 9 except 8=-133(LC 7), 17=-115(LC 6), 14=-214(LC 2) Max Grav All reactions 250 lb or less at joint(s) 13, 12, 11, 10, 9 except 8=479(LC 11), 16=774(LC 1). 17=484(LC 10) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-367/113, 5-6=-358/127, 2-17=-391/172, 6-8=-374/167 WEBS 16-18=-385/98, 5-16=-259/179, 3-18=-251/164 NOTES- (11-14) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-05, 90mph, TCDL=4.2psf, BCDL=6.Opsf, h=25ft, Cat. II; Exp B, enclosed, MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will m between the bottom chord and any other members. Illfl/y 8) mechanical 21 connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 16, 9 except (jt=lb) 1111111I GqC/ 8=133e1 "Semi \,```�� N �s11/ 9) -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. ��` ,D�,.G`STER 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 12) BCS11. _= No. PE10303188* = 13) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in = 14) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). _ • • a STATE OF 2 1 ANG\��\`\` 11 1000\� March 26,2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7173 rev. 10/0712015 BEFORE USE. �— Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type B18801088 GE06 GABLE Builders First Source, mooresville,in V d d Dty Ply FISCHER TLR-021 1 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:50:012018 Page 1 I D:9WfuBFvwEjXB7g21 W?GDgxyd85s-XODfYFrG_esiGgGfD9gfYYgAj4gOB I IkOg000HzX414 5-2-0 2x4 4 Scale = 126.4 7 6 5 2x4 2x4 II 2x4 2x4 LOADING (psf) SPACING- 2-0-0 CSI. (loc) I/deft L/d PLATES GRIP DEFL. in TCLL 20.0 Plate Grip COL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES i WB 0.03 Horz(TL) 0.00 5 nla n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 18 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. All bearings 5-2-0. (lb) - Max Horz 1=91(LC 5) Max Uplift All uplift 100lb or less atjoint(s) 1, 5, 6, 7 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6, 7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10-13) 1) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6, 7. 8) "Semi -rigid ptchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). A WARNING - 11wily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTF41 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 001111111 LttGA��N`S' 110 G\STS,q�o No. PE 10303188 STATE OF � 0.o % AIDIA10- "I IS1SiONA; tE�G�� March 26,2018 991 MiTek- 16023 Swingley Ridge Rd Chesterfield, MO 6 30 17 Job Truss Truss Type City Ply FISCHER TLR-021 132824351 B18801088 GE07 GABLE 1 1 Job Reference (optional) _ Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:50:012018 Page 1 ID 9WfuBFvwEjXB7g21W?GDgxyd85s-XODfYFrG_esiGgGfD9gfYYg9j4odBHbkOg000HzX414 13-0-8 13-0-8 Scale = 166.6 2x4 10 3x4,, 2x4 9 8.00 12 2x4 8 2x4 7 2x4 6 ao 2x4 r 5 2x4 4 2x4 3 2 1 0 ... 3x4 19 18 17 16 15 14 13 12 11 2x4 2x4 2x4 2x4 3x4 2x4 2x4 2x4 2x4 Plate Offsets (X,Y)-- [10:0-0-13,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 1691123 TCDL 7.0 Lumber DOL 1.15 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud WEBS 1 Row at mopt 10-11 REACTIONS. All bearings 13-0-8. (lb) - Max Horz 1=249(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 11, 12, 13, 14, 15, 16, 17, 18, 19 Max Grav All reactions 250 lb or less at joint(s) 1, 11, 12, 13, 14, 15, 16, 17, 18, 19 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10-13) 1) Wind: ASCE 7-05, 90mph, TCDL=4.2psf; BCDL=6.Opsf, h=25ft, Cat. Il; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consurt qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11, 12, 13, 14, 15, 16, 17, 18, 19. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. \`ltl1l I I1111/I 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See \�� 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in ��` ,0 ............. S••.• t 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.).9<<O. ' No. PE10303188; o STATE OF 4Z Z Ot •• �ND '• • 4�, I ANP- ////i//S,S,'t A0 tON \\\\N 00 March 26,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, OSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, NO 63017 Job Truss B18801088 GE08 • Builders First Source, mooresville,in IW - o-0 i Truss Type Qty, Ply FISCHER TLR-021 132824352 GABLE 1 1 Job Reference (ootiona0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:03 2018 Page 1 ID:9WFuBFvwEjXB7g21W?GDgxyd85s-TOLPzxtWVVG6C:VzP1 Kai7ezvV"WzfB31 r8V W5AzX412 -- 13-10-4 _ 21-11o-4 13-10-4 $-o-o 13-7-4 Scale = 1:78.4 8.00 12 5x8 = 5x6 - 57 56 55 54 53 52 51 50 49 48 47 45 44 43 42 41 40 39 38 37 36 35 34 33 32 3130 46 3x6 3x6 5x8 _ 3&;t$_ 35_" Plate Offsets (X,Y)- [9'0 3 0 0-301. L12:0_3-0 0 1-15L 18'0.3.0 0-1-15], [22:0-2-12,Edge], [29:0-4-8 0-1-8], [40:0-3-0,0-3-0], j46:0-2-4.0-17$L[579- 8 - - - - - LOADING sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den Ud (p PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 1 rdr 180 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.00 1 rVr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 30 nla n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 252 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 12-18. WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud *Except* WEBS 1 Row at midpt 15-43, 14-44, 13-45, 12-47, 11-48, 16-42, 15-43,14-44,13-45,12-47,11-48,16-42,17-41,18-40,19-39: 2x4 SPF No.2 17-41, 18-40, 19-39 REACTIONS. All bearings 35-5-8. (lb) - Max Horz 57=240(LC 5) Max Uplift All uplift 100lb or less atjoint(s) 30, 43, 44, 45, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 41, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 57=121(LC 4) Max Grav All reactions 250 lb or less at joint(s) 57, 30, 43, 44, 45, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (15-18) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11: Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. `,11ttlf I11►///// 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` �- GAL / 10) * This tru20. on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will and r a liveload ofer �.O��J spsf fit between he bottom chord 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 30, 43, 44, 45, 47,'5 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 41, 39, 38, 37, 36, 35, 34, 33, 32, 31 except (jt=lb) 57=121. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. _= No. PE 10303188 ; = 13) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. _ • i • 15) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See •• STATE OF ;• Q *% 16) BCS11. % 90 p` • �� !�DIAN,.� • 17) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in ��•'• N� 18) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). ��` �)ONALN��` March 26,2018 WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI-7473 rev. 10/03/2015 BEFORE USE. i Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crtteda, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, NO 63017 Job Truss B18801088 GE09 Type GABLE FISGHER TLR-021 Builders First Source, mooresville, in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:04 2018 Page 1 ID:9WfuBFvwEjXB7g21W7GDgxyd85s-xavnAHu8HZEH77_EuIDMAASbgHhvOTyA4oF4dczX411 2-2-0 _ 8-0-Z_� _ 73-fOJ �_ 21-/0-4 _28-8-2 35-8-8 36-8-8 2-2-0 5-10-2 5-10-2 8-0-0 6-9-14 7-0-6 1-0 0 8.00 h2 54 — Scale = 1:82.3 0-�11 5x8 4x6 - 5x8 3x8 = 5x8 II Bx8 �I 5x8 ._ 3x8 _ 3x6 4x8 = 1 �1 _1�70-4 14-1-8 17-10-4 21-10-4 28-8-2-__. 364-8 0-2_ 03-4 3-8-12 4-0-0 6-9-14 _ 7-Q$ Plate Offsets 0( Y)=_[5_03_-4 0-2--4j j7:0-3 —0-2-0].-[11_Q-3i-13 EdgeI 115:0-4-0,0-1-12], [17:0-5-8,0-2-81,120:0-2-4 Ed¢a jz2:Edge 0 3-81 (_24;0-2-0.0-0-41. l [26:0-1-12.0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Uri PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.18 15-16 >999 240 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.72 Vert(TL) -0.50 15-16 >860 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.17 11 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix-S) Weight: 232 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (4-3-12 max.): 5-7. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-21,2-19,3-19,15-17,9-15,9-13,1-22,3-18: 2x4 SPF-S Stud WEBS 1 Row at midpt 6-16, 7-17, 9-15 OTHERS 2x4 SPF-S Stud SLIDER Right 2x4 SPF-S Stud 1-6-0 REACTIONS. (lb/size) 22=1315/Mechanical, 11=1371/0-3-8 Max Horz 22=-230(LC 4) Max UpliR22=-111(LC 6), 11=-147(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2707/374, 2-3=-2053/281, 3-4=1633/285, 4-5=-1477/309, 5-6=-1275/296, 6-7=-1285/300, 7-8=-1441/292, 8-9=-1546/277, 9-10=-1902/271, 10-11=780/0, 1-22=-1271/169 BOT CHORD 19-20=-349/2346,18-19=-134/1642,17-18=-92/1286,14-15=-113/1506,13-14=-113/1506, 11-13=-113/1506 WEBS 2-20=10/313. 2-19=-715/231, 3-19=01336, 15-17=0/1143, 7-17=146/253, 7-15=-131425, 9-15=383/177, 1-20=-299/2077, 5-18=73/608, 3-18=-461/160 NOTES4 (1 anced rooflive loads have been considered for this design. 1) Unbalanced 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. `,t111t1Illf/// 6) Gable studs spaced at 1-4-0 oc. ^//,i/ L GAS/ his has been esignedgned forpsf bottom chord livelive TThisrtruss lie irn Vs�/'�ii load of 20.Opsf on.0 has een dss for a the bottom chord all areas where arectangle 3-6-0 tall by 2-0-0 wide will 8) ��````\��N fit between the bottom chord and any other members.,.G1STFq�.,., Q` 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) = ? No. PE 10303188 ; = 22=111, 11=147. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '''W gypsum =_ • • sheetrock be applied directly to the bottom chord. •• STATE OF ir '; 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. % 9Q / P k' '�� '•.!�DIAN,.•' • 13 Warning: Additional permanent and stabilitybracingfor truss system not art of this component design) Is always required. �i� FS 14) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 15) BCSI1. /i//Sif NA1 16 23. It is extreme) important toInstall temporary lateral restraint and diagonal bracing, Y P properly P ry 9 9. in tlddtinudWillilitfolliggeNith BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). March 26,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not ��^ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly 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 16023 Swingley Ridge Rd Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type oty Ply FISCHER TLR-021 132824353 �B18801088 GE09 (GABLE 1 1 Refererlcesoptional) Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:04 2018 Page 2 ID:9WfuBFvwEjXB7g2l W7GDgxyd85s-xavnAHu8HZEH77_EuIDMAASbgHhvOTyA4oF4dczX411 WARNING - Verify design paameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AN1-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIRPII Quality Crtteda, DSB49 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Chesterfield, NO 63017 Job Truss B18801088 GE10 Builders First Source, mooresville,in -1-0-0 . 1-0-0 Truss Type Qty Ply FISCHER TLR-021 132824354 GABLE 1 1 Job Reference (optional) _ 7,640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:50:05 2018 Page 1 ID 9WIuBFvwEjXB7g21W?GDgxyd85s-PnTAOdum2tM71HZQS?kbj0_txhCm75uKIR_d92zX410 9-10-12 17-10-12 27-9-8 9-10-12 8-0-0 9-10-12 Scale= 1:59.1 5x6 5x6 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x6 5x6 3x8 27-9-8 --- 27-9-8 Plate Offsets (X,Y)--19:0-3-0,0-1-15],[15:0-3-0,0-1-15],123:0-3-8,0-1-8],133:G-3-0,0-3-0],143:0-3-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 1 n/r 180 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 23 n!a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-G-0 oc purlins (6-0-0 max.): 9-15. WEBS 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. All bearings 27-9-8 (lb) - Max Horz 43=176(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 43, 23, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 29, 28, 27, 26, 25, 24 Max Grav All reactions 250 lb or less at joint(s) 43, 23, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 30, 29, 28, 27, 26, 25, 24 FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. NOTES- (15-18) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11: Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 43, 23, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 32, 31, 29, 28, 27, 26, 25, 24. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 15) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 16) BCS11. 17) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 18) accordance with BCSI-132 or using proprietary methods (e.g. Stabilizer, etc.). `] WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, GAL G1STe*'- Ste O'• No. PE10303188'; = o STATE OF Q vz %90 •' •/NDIANP• . �A// F ////////SS/ONAI t& \ \\`\` 00 March 26,2018 MiTek' 16023 Swingley Ridge Rd Chesterfield, 11063017 Job Truss Truss Type Clty Ply FISCHER TLR-021 132824355 B18801088 GE13 GABLE 1 1 Job Reference (optional) Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:50:06 2018 Page 1 ID 9WfuBFvwEjXB7g21W?GDgxyd85s-tzlYbzvOoBU_MRBC?iFgFbX1P5X_sZkTX5kAhVzX41? -1-0-0 7-10-0 15-8-0 _ 16-8-0 1-0-0 7-10-0 7-10-0 1-0-0 Scale = 1:29.0 4x6 = 0 0 3x4 18 17 16 15 14 13 12 3x4 2x4 2x4 20 2x4 2x4 2x4 2x4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) 0.00 11 n/r 180 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.11 Vert(TL) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2006/TP12002 (Matrix) Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. All bearings 15-8-0 (lb) - Max Horz 2=-34(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 10, 15, 16, 17, 14, 13 except 18=286(LC 1), 12=286(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B, enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone, cantilever left and right exposed , end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 12) BCSI1. 13) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 14) accordance with BCSI-132 or using proprietary methods (e.g. Stabilizer, etc.). WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildingdesign Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandna, VA 22314, I 14V ``�\\\1111111111!/y/777 ,0P�G1ST�q O •. No. PE 10303188 a STATE OF Q• mz �� c• ' •........• Get' �. /�1iySS/ONAC> ``\\ March 26,2018 mi" MiTek- 16023 Swingley Ridge Rd Chesterfield, No 63017 Job [Truss Truss Type B18801088 T01 Common Truss Builders First Source, mcoresville,in 1-4-0 -5-5-8 _ _ _._5-5-8__ 14-0 5-54 44 = 3 Qty Ply FISCHER TLR-021 132824356 2 1 Job Reference optional) _ 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:06 2018 Page 1 ID:9WIuBFvwEjXB7g21W7GDgxyd85s-tz1 YbzvOoBU_MRSc?iFgFbXgT5TjsYDTX5kAhVzX41? b5 9 1-4-0 6.00 ':12 3x8 3x8 2 4 5 T a N 8 7 6 3x8 2x4 3x8 Plate Offsets (X•Y)- _I&Edge,O-2-0j LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IRC2006/TPI2002 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud REACTIONS. (lb/size) 8=473/0-1-8, 6=473/0-1-8 Max Horz 8=-69(LC 4) Max Uplift8=-88(LC 6), 6=-88(LC 7) --..__.._575-0_. _. f_ ._._ 10-11 Scale = 1:34.1 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.97 Vert(LL) -0.09 7 >999 240 MT20 169il23 BC 0.38 Vert(TL) -0.22 7 >578 180 WB 0.08 Horz(TL) 0.00 6 n/a n/a (Matrix) Weight: 37 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-318/125, 3-4=-318/125, 2-8=-378/201, 4-6=-378/201 NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. `\00111111111f/////At -�oQG\STE,9�;: NO.PE10303188 '0 •' STATE OF 90.c� :�NDIANP� ' * ��`Z.. �c ••'• G SSiONAII& March 26,2018 easses M MiTek' 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type B18801088 T02 COMMON Builders First Source. mooresville in 7-0-10 7-0-10 7-0-10 13-10-12 6-10-2 44 = 8.00 12 5 21 22 12 23 11 24 10 25 25 3x6 = 3x8 = 3x8 = 5x8 I PlateDffsets�X,Y)-_[1:0-3-13.Edae] j5;0-3 0 0--II-11 21I6:0-0-0 0.0-0], 19'0-3 Il3 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(L-) TCDL 7.0 Lumber DOL 1.15 BC 0.81 Vert(TL) BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) BCDL 10.0 Code IRC2006ITP12002 (Matrix-S) Illy �P71, 1 Job ReferenceSo�Ctona�_ 132824357j 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:07 2018 Page 1 ID:9WfuBFvwEjXB7g21W?GDgxyd85s-M9bwpJwl ZUcr_bjpZQn3op4AMViJbyjdmlTkExzX41_ 6-10-2 7-0-10 4" 9 104 27-9-8 9-4-0 in (loc) Udefl Ud PLATES GRIP -0.3310-12 >999 240 MT20 1691123 -0.501D-12 >664 180 0.05 9 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 BOT CHORD WEBS 2x4 SPF No.2 'Except' 7-10,3-12: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 REACTIONS. (lb/size) 9=1226/0-3-8, 1=1226/Mechanical Max Horz 1=215(LC 5) Max Uplift9=-97(LC 7), 1=-97(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-871/0, 2-3=1733/211, 3-4=-1601/245, 4-5=-1494/274, 5-6=1494/274, 6-7=-1601/245, 7-8=-1733/211, 8-9=-871/0 BOT CHORD 1-21=139/1375, 21-22=-139/1375, 12-22=-139/1375, 12-23=0/935, 11-23=0/935, 11-24=0/935, 10-24=0/935, 10-25=-94/1375, 25-26=-94/1375, 0-26=-94/1375 WEBS 5-10=108/741, 7-10=-330/224, 5-12=108/741, 3-12=330/224 Scale = 1.75.1 Weight: 107 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-132 or using proprietary methods (e.g. Stabilizer, etc.). WARNING - Verify design parameters and READ NOTES ON 7N/S AND INCLUDED M/7EK REFERENCE PAGE Mt-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 4�� `�711111111111////7 GAC/ ;• No. PE10303188 STATE OF ;' BIZ iSONA' March 26,2018 Nit MiTek" 16023 Swingley Ridge Rd Chesterfield, MO 63017 Jab !Truss Truss Type Qty Ply FISCHER TLR-021 B18801088 T03 COMMON TRUSS 11 1 132824358' • Job Reference optional) Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:07 2018 Page 1 ID:9WfuBFvwEjXB7g21W?GDgxyd85s-M9bwpJwlZUcr bjpZQn3op4CUVkZbyRdmRkExzX41_ I�-'��--1&712—.194-9 F21-0-0� 1-7-7 3-8-13 5-1-12 51-12 341-13 1-7-7 4x6 = Scale = 1:59.3 7Ib Bx10 3x8 = 3x8 = 8x10 11 LOADING (pat) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IRC2006lrP12002 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 2-0-0, Right 2x6 SP No.1 2-0-0 REACTIONS. (lb/size) 1=777/0-3-8, 7=777/0-3-8 Max Horz 1=163(LC 4) Max Uplift 1 =-73(LC 6), 7=-73(LC 7) 10E-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.18 Vert(LL) -0.15 9-16 >999 240 MT20 169/123 BC 0.66 Vert(TL) -0.38 9-16 >657 180 WB 0.28 Horz(TL) 0.02 7 n/a n/a (Matrix-S) Weight: 82 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-749/0, 2-3=-856/171, 3-4=-769/151, 4-5=769/151, 5-6=-856/171, 6-7=-749/0 BOT CHORD 1-9=-109/755, 8-9=-73/755, 7-8=-73/755 WEBS 4-9=-44/534, 5-9=253/158, 3-9=253/158 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonrwncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rsv. 10/03,2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, 00%%I1I1111!!!!/7/, ;• No. PE10303188 'a •' STATE OF Z 46 March 26,2018 MiTek' 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type ::14 ty Ply FISCHER TLR-021 132824359 B18801088 T04 COMMON TRUSS 1 l� ) • _ _ Job Reference tional Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:08 2018 Page 1 ID:9W fuBFvwEjXB7g21 W7GDgxyd85s-qM810fxfKokickl?7711 KOcBru3SKKYm?PDHIN2X40z 1-7-7 5-4-4 10-6-0 __ 15-7-12 _,_-_1Q-49 �_�4&o-. 21r$o 1-7-7 3-8-13 5-1-12 5-1-12 24-13 2-3-7 0-4-j1 4x8 - Scale = 1:59.3 4 4) Ib 9 7 Bx10 3x8 - 3x6 — 5x6 — 20-a-o 21.0.0 20-8-0 0-4-0 Plate Offsets (XY)- 17_0-2-12,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.18 7-9 -999 240 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.69 Vert(TL) -0.46 7-9 >534 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IRC2006ITP12002 (Matra-S) Weight: 82 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 1-0-0 REACTIONS. (lb/size) 1=759/0-3-8, 7=759/0-3-8 Max Horz 1=175(LC 5) Max Uplift 1 =-72(LC 6), 7=-69(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=718/0, 2-3=-944/168, 3-4=741/147, 4-5=742/149, 5-6=-347/40, 6-7=-267/59 BOT CHORD 1-9=-101/734, 8-9=59/686, 7-8=59/686 WEBS 4-9=-44/505, 3-9=254/160, 5-7=613/132 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. it is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ```��11111111111/////77 xN �. GAL No. PE10303188 - STATE Of F March 26,2018 MiTek' 16023 Swingley Ridge Rd Chesterfield, NO 63017 eJob Truss B18801088 T05 Builders First Source, mooresville,in -1-0-o t-0-0 16 d Truss Type HIP TRUSS FISGHtzR ILK-UZ1 _I ;Job Referencesoptional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:08 2018 Page 1 I D:9WIuBFvwEjXB7g21 W?GDgxyd85s-qM810fxfKokickl?7711 KOcFxu43KPXm?PDHINzX4Oz 15404—+--19.1 27_48-fo.. 35-5-8 8-0-6 7-9-14 4-0-0 7-" 7-10-14 5x8 = 5x8 = 8.00 12 - 26 17 27 18 15 28 14 13 29 12 30 6x8 2x4 3x6 3x8 = 2x4 II 8x10 II 3x8 =- 3x6 = 7-2-14 Plate Offsets (X Y)- [a_:0-1-8,0-1-81. r6:0-3-0,0-2-01,17:0-3-0 0-2-31,j9;0 14.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.65 TCDL 7.0 Lumber DOL 1.15 BC 0.58 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 BCDL 10.0 Code IRC20061TPI2002 (Matrix-M) LUMBER - TOP CHORD 2x4 SPF No.2 `Except' 8-11: 2x4 SPF 210OF 1.8E BOT CHORD 2x4 SPF 210OF 1.8E 'Except* 13-16: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-17,9-12: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x6 SP No.1 2-0-0 REACTIONS. (lb/size) 2=1638/0-3-8, 11=1583/Mechanical Max Horz 2=254(LC 5) Max Uplift 2=-1 55(LC 6), 11=-118(LC 7) Scale = 1:89.8 19-10-4 27-8-.10 35-5-8 _ _4-0-0 7-"- 7-10-14 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.1412-14 >999 240 MT20 169/123 Vert(TL) -0.3215-17 >999 180 Horz(TL) 0,12 11 n/a n/a Weight: 165 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except 2-0-0 oc purlins (4-10-12 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-15, 6-14, 9-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-973/0, 3-4=2328/262, 4-5=-1712/256, 5-6=1582/288, 6-7=-1306/291, 7-8=1568/289, 8-9=1695/258, 9-10=2259/262, 10-11=-628/0 BOT CHORD 2-26=161/1854, 17-26=161/1854, 17-27=161/1854, 16.27=-161/1854, 15-16=-161/1854, 15-28=-15/1316,14-28=-15/1316,13-14=-127/1795,13-29=-127/1795,12-29=-127/1795, 12-30=-127/1795, 11-30=-127/1795 WEBS 4-17=0/339, 4-15=674/200, 6-15=47/599, 7-14=-40/562, 9-14=-625/200, 9-12=0/320 NOTES- (11-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond Ing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=155, 11=118. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 12) BCSI1. 13) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 14) accordance with BCSI-132 or using proprietary methods (e.g. Stabilizer, etc.). ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "I.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314. ````�I\11111GAt 11111////7/ ;• No. PE 10303188 STATE OF F March 26,2018 MiTek- 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job B18801088 Builders First Source Truss T06 mooresville, in -1-0-0 1-0-0 9-0-6 9-0-6 Truss Type COMMON TRUSS Qty Ply FISCHER TLR-021 132824361 10 1 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:09 2018 Page 1 ID 9WfuBFvwEjXB7g21W?GDgxyd85s-IYigD?yH56sZDutBhrpXtE9NiINw3pBvD3yrHgzX40y 17-10-4 26-6-10 26{-14 35-5-8 8-9-14 8-8-6 0- -4 8-10-10 5x6 8.00 12 6 3x6 3x4 5 o2 4 �r rd N 3x6 2 3 01 o5 A 0 24 15 14 25 13 6x8 2x4 3x8 3x8 3x6 7 3x4 8 12 26 11 27 3x8 2x4 9-0-6 17-10-4 26810 26114 35-5-8 9-0-6 8-9-14 8-" 0- 4 8-10-10 Plate Offsets (X,Y)-- [4:0-1-8,0-1-81,18:0-1-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.20 11-13 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.80 Vert(TL) -0.43 11-13 >990 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.12 10 n/a n/a BCDL 10.0 Code IRC2006frPI2002 (Matrix-S) LUMBER- BRACING- Scale = 1:95.0 PLATES GRIP MT20 169/123 Weight: 147 lb FT = 20% TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied. 10-12: 2x4 SPF 210OF 1.8E WEBS 1 Row at midpt 8-13, 4-13 WEBS 2x4 SPF No.2 'Except' 4-15,8-11: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x6 SP No.1 2-0-0 REACTIONS. (lb/size) 10=1607/Mechanical, 2=1659/0-3-8 Max Horz 2=286(LC 5) Max Uplift 10=-124(LC 7), 2=-160(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1009/0, 3-4=-2330/253, 4-5=-1575/241, 5-6=-1438/278, 6-7=-1438/277, 7-8=-1572/240, 8-9=-2280/253, 9-10=-616/0 BOT CHORD 2-24=-170/1847, 15-24=-170/1847, 14-15=-170/1847, 14-25=-170/1847, 13-25=-170/1847, 13-26=-110/1806, 12-26=-110/1806, 11-12=-110/1806, 11-27=-110/1806, 10-27=-110/1806 WEBS 4-15=0/429, 6-13=- 11611129, 8-13=-784/225, 4-13=-831/228, 8-11 =0/409 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone, cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except UNW) 10-124, 2=10. 6truss L- Gq C/ 7 This design requires that a minimum of 7/16" structural wood sheathingbe applied direct) to the to chord and %:" sum PP y p gyp ��t/7'777i • ' VsIr, sheetrock be applied directly to the bottom chord. ��`�\ O�N ' i 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. PSG\STEgO• 9) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCS11. _= No.PE10303188' 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in = _ 12) accordance with BCSI-82 or using proprietary methods (e.g. Stabilizer, etc.). _ • • a STATE OF Qr •��`� 0� •/NDIANP•-" • GNP�' March 26,2018 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Chesterfield, MO 63017 Job Truss Truss Type City Ply FISCHER TLR-021 132824362! B18801088 IT07 'COMMON TRUSS 1 1 e --- _ _ _-- -- -- - -- - - - _- IJob ReferenceLoptionalj_— Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:09 2018 Page 1 ID:9WfuBFvwEjXB7g21W7GDgxyd85s-IYigD?yH56sZDutBhrpxtE9TtINk3p8vD3yrHgzX4Oy -�-0-8. — -_ 9-0-8_26-8-2 35-9-a_____� -0-0 9-0-6 8-9-14 69-14 9-0-6 Sxe = Scale = 1:95.0 8.00 112 6 34 23 01 , KS I 24 15 14 25 13 72 m 11 27 exe II _ 6xe II 2x4 3x8 = 3x8 = 3x8 2x4 11 --- it 9-0-6 Plate Offsets (X,Y-)- f4:0-1$0-1-81.18 0-1-8.0-1-)L- LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IRC2006/TPI2002 17-104 i 26-1-2 1 354-8 ---4 CSI. TC 0,51 BC 0,81 WB 0,45 ( Matrix-S ) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 'Except* 8-11+15: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1.6-0 10 It DEFL. in (loc) I/defl Ud PLATES GRIP Vert(L-) -0.1813-15 >999 240 MT20 169/123 Vert(TL) -0.4013-15 >999 180 Horz(TL) 0.11 10 n/a n/a Weight: 144 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-13, 4-13 REACTIONS. (lb/size) 10=1616/0-3-8, 2=1671/0-3-8 Max Horz 2=287(LC 5) Max Uplift 10=125(LC 7), 2=161(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1017/0, 3-4=2351/255, 4-5=-1595/243, 5-6=-1457/280, 6.7=-1457/280, 7-8=1595/243, 8-9=-2354/257, 9-10=1056/0 BOT CHORD 2-24=167/1865, 15-24=-167/1865, 14-15=-167/1865, 14-25=167/1865, 13-25=-167/1865, 13-26=-112/1868,12-26=-112/1868,11-12=-112/1868,11-27=-11211868, 10.27=-112/1868 WEBS 6-13=121/1161, 8-13=836/231, 8-11=0/431, 4-13=-832/228, 4-15=0/429 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=125, 2=161. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top Chord and %" gypsum 11111111//// sheetrock be applied directly to the bottom Chord. 7) Wanting: Additional permanent and stability bracing fortrusssystem (not p part of always component design) is always required. \`��O�Q1 L. GAt-1 8 1. Additional stability bracingfor truss system, e. diagonal or X-bracing, ` s 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). No. PE 10303188 STATE OF ' �Z SS%ON A10110 - March 26,2018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 raw. 10/03,2015 BEFORE USE. �- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN8VTPI1 Quality Criteria, OSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Chesterfield, MO 63017 aJob Truss B18801088 T08 • Builders First Source, mooresville,in -1-0-0 1-0-0 V 0 N Truss Type COMMON TRUSS Qty Ply FISCHER TLR-021 132824363 Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:50:10 2018 Page 1 ID:9WfuBFvwEjXB7g21 W?GDgxyd85s-mkG3RKyvsP_Qr2SNEYKmQRieiij3oGQ3SjiOpGzX40x 9-0-6 17-10-4 26-8-2 35-8-8 36-8-8 9-0-6 8-9-14 8-9-14 9-0-6 1-0-0 5x6 Scale = 1:95.0 25 16 15 26 14 13 2/ 12 28 5x8 3x8 - 3x8 - 6x8 2x4 3x8 2x4. 9-0-6 17-10-4 26-8-2 35-8-8 9-0-6 8-9-14 8-9-14 9-0-6 Plate Offsets (X,Y)-- (4:0-1-8,0-1-81,[8:0-1-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.18 14-16 >999 240 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.80 Vert(TL) -0.40 14-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix-S) Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 8-14, 4-14 8-12,4-16: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 REACTIONS. (lb/size) 2=1671/0-3-8, 10=1671/0-3-8 Max Horz 2=279(LC 5) Max Uplift2=-161(LC 6), 10=-161(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1016/0, 3-4=-2350/255, 4-5=-1594/242, 5-6=-1456/279, 6-7=-1456/279, 7-8=-1594/242, 8-9=-2350/255, 9-10=-1016/0 BOT CHORD 2-25=-156/1864, 16-25=-156/1864, 15-16=-156/1864, 15-26=-156/1864, 14-26=-156/1864, 14-27=-79/1864, 13-27=-79/1864, 12-13=-79/1864, 12-28=-79/1864, 10-28=-79/1864 WEBS 6-14=-120/1159, 8-14=-832/228, 8-12=0/429, 4-14=-832/228, 4-16=0/429 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-05, 90mph, TCDL=4.2psf, BCDL=6.Opsf, h=25ft; Cat. II; Exp B, enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=161, 10=161. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %' gypsum sheetrock be applied directly to the bottom chord. �1t11t1111///// 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See \`�� GAC/� 1. 1l 0) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with SCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). _ Q �••: No. PE10303188'; a STATE OF i 0,1 March 26,2018 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �1x a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1Te l.R' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qty Ply FISCHER TLR-021 j 132824364 B18801088 T09 I COMMON TRUSS 2 1 Job Reference tional)_ _ Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:10 2018 Page 1 ID:9W fuBFvwEjXB7g21 W 7GDgxyd85s-m kG3RKyvsP_Q r2S NEYKm QRiecijOoGR3SjiOpGzX40x -1-0-0 -_ __ _ _ 0.0-14 _ _- _. 17-1Q4_- _- sa-7ao 35-e-e 1-0-0 9-0-14 Is% 8-9{ 9-0-14 2-0-0 5x6 = Scale = 1:99.4 8.00 [12 d -- 16 -- '- 14 '- -' 12 -- 3x8 = 3x8 = 6x8 8x8 � 2x4 ' I 2x4 I I 3x8 = 9414_ 170-14 26-7-10 35.8-0 Plate Offsets _(X,Y)-_j4 0-1-8,0-10 $1.f8-0-1-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.51 TCDL 7.0 Lumber DOL 1.15 BC 0.81 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 BCDL 10.0 Code IRC2006ITP12002 (Matrix-S) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 'Except' 8-12,4-16: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 REACTIONS. (lb/size) 2=1670/0-3-8, 10=1729/0-3-8 Max Horz 2=-289(LC 4) Max Uplift2=-160(LC 6), 10=197(1_10 7) 0I 1 DEFL. in (loc) I/deb L/d PLATES GRIP Vert(LL) -0.1912-14 >999 240 MT20 169/123 Vert(TL) -0.40 12-14 >999 180 Horz(TL) 0.12 10 n/a n/a Weight: 147 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-14, 4-14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1017/0, 34=2347/251, 4-5=-1591/239, 5-6=-1454/276, 6-7=-1454/276, 7-8=-1590/239, 8-9=2339/244, 9-10=-889/0 BOTCHORD 2-25=143/1861, 16-25=-143/1861, 16-26=-143/1861, 15-26=143/1861, 14-15=-143/1861, 13-14=-38/1851, 13-27=-38/1851, 12-27=-38/1851, 12-28=-38/1851, 10-28=38/1851 WEBS 6-14=116/1159, 8-14=820/217, 8-12=0/425, 4-14=833/228, 4-16=0/431 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=160, 10=197. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and gypsum sheetrock be applied directly to the bottom chord. 7) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCS11. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 111%11IIIIIII////// G At No. PE 10303188 'o •' STATE OF Z 9O•e•� ' IANP•� ��`� SS,ONA' 0' "\\`\�� March 26,2018 ,& WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 91 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job B18801088 Builders First Source, Truss ITruss Type T10 mooresville,in 0-6.. 9-0-6 6 3x6 2 2 0 FISCHER 132824365I HIP TRUSS — 1 1 1 1 'Job Reference (optional__ 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:50:112018 Page 1 ID:9VVfuBFvwEjXB7g21W7GDgxyd85s-ExgRegzXdj6HTC1 aoGr?yfEot60fXlrChNRxMizX40w 141,4_ - .24-3-8___-__ 126AM4 35-8-8_... __,1Z8-11 7-11.14 1�1 04-~-� 5-7-4 2-36 911-10 2-0-0 8.00112 5x6 5x6 Scale = 1:90.9 `. 18 •• 1e 15 - 16 -- 3i� _ 3x6 6x8 sxa 2x4 I I 3x4 = 3x4 = 2x4 17,04 18-". 26-8-2 35-6-8 7-11.14 - 1-8-0 7-11-14 9-0-6 Plate Offsets (X,Y)—_14:0-1-8,0-1-81,[6.0-3-0,0-2-3J fT0 3-0 0 2-3] [9:0-1-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 i TIC 0.54 Vert(LL) -0.23 13-15 >999 240 MT20 1691123 TCDL 7.0 Lumber DOL 1.15 BC 0.97 Vert(TL) -0.42 13-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(TL) 0.11 11 n/a We BCDL 10.0 Code IRC2006/TP12002 (Matrix-S) Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (4-8-15 max.): 6-7 WEBS 2x4 SPF No.2 'Except* BOT CHORD Rigid ceiling directly applied. 9-13,4-18: 2x4 SPF-S Stud WEBS 1 Row at midpt 9-15, 4-16 SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 REACTIONS. (lb/size) 11=1703/0-3-8, 2=1644/0-3-8 Max Horz 2=-275(LC 4) Max Uplift 11=-195(LC 7), 2=-158(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-999/0, 3-4=2299/254, 4-5=1610/253, 5-6=-1477/286, 6-7=-1228/291, 7-8=-14771285, 8-9=-1609/252, 9-10=2291/246, 10-11=-871/0 BOT CHORD 2-27=134/1820, 18-27=-134/1820, 17-18=-134/1820, 16-17=-134/1820, 15-16=011228, 14-15=-39/1810, 13-14=-39/1810, 13-28=-39/1810, 11-28=-39/1810 WEBS 9-15=787/212, 6-16=-58/574, 9-13=0/427, 4-16=-800/223, 4-18=0/434, 7-15=55/570 NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (If=lb) 11=195, 2=158.\\11111 I I111//// 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and /r" gypsum GA sheetrock be pretpresen ed directlyttom d. not C/Nsif-��i� 8) Graphical purlin does depict the he size or the orientation of the purlin along the top and/or bottom chord. •G\ST,q•'••. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ` . Q� FO.�• 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See •� 11) BCSI1. = No, PE 10303188 = 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in = 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). = • • o ' STATE OF ' �Z ` p Co � /FS,SIONA' l0 March 26,2018 A WARNING - Vartfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 raw. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandda, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type B18801088 T11 !HIP Builders First Source, mooresville,in .._ - 7-7-6 7-7-6 3x 7J-14 5-6-0 8.00 � 5x8 aty Ply FISCHER TLR-021 1 132824366I 1I Job Reference (optional__ 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 11:50:112018 Page 1 ID:9WfuBFvwEjXB7g21 W?GDgxyd85s-ExgRegzXdj6HTC 1 aoGRyfE n6616XkwCh N RxMizX40w _ __ 26-t-2 35-8-8 W8-8 7-4-14 7-7-6 1-0-0 5x6 Zb Z0 10 Z110 ZO 14 Ze 133u 1Z al 3Z 3x6 = 3x8 = 3x4 = 3x8 = 34 = 6x8 9-" _ I 26-6-2 9-0-6 W1,14 8-9-4 Plate Offsets (X,Y)--[5:0-3-0,0-2-0],[6:0-3-0,0-2-01___ __ LOADING (psf) SPACING- 2-0-0 CSI. F DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0,59 Vert(LL) -0.30 12-14 >999 240 TCDL 7.0 Lumber DOL 1.15 BC 0.94 Vert(TL) -0.51 12-14 >838 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix-S) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* BOT CHORD 3-16,8-12: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 REACTIONS. (lb/size) 10=1700/0-3-8, 1=1645/0-3-8 Max Horz 1=-241(LC 4) Max Uplift10=-152(LC 7), 1=-117(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-110410, 2-3=2427/276, 3-4=-2334/354, 4-5=-2211/384, 5-6=-1539/286, 6-7=-2208/381, 7-8=2330/361, 8-9=-2424/274, 9-10=-1062/0 BOT CHORD 1-25=151/1938, 25-26=151/1938, 16-26=-151/1938, 16.27=-44/1477, 15-27=-44/1477, 15-28=-44/1477, 14-28=-44/1477, 14-29=011477, 13-29=0/1477, 13-30=0/1477, 12-30=0/1477, 12-31=110/1934, 31-32=-110/1934, 10-32=110/1934 WEBS 3-16=328/256, 5-16=171/761, 5-14=-69/378, 6-14=-69/379, 6-12=168/756, 8-12=325/254 Scale = 1 82.5 11 1$ 1 exe II PLATES GRIP MT20 169/123 Weight: 154 Ib FT = 20 Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-6-13 max.): 5-6. Rigid ceiling directly applied. NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=152, 1=117. 7) This truss design requires that a minimum of 7/16- structural wood sheathing be applied directly to the top chord and YV gypsum sheetrock be applied directly to the bottom chord. 8) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). GAtgN s 'S STI ,9�; ;•No.PE10303188 ' '0 •' STATE OF I 40 NA; �NG��` March 26,2018 A WARNING. Ved1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall L.hbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component ey Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. 63017 Job Truss Truss Type oty Ply FISCHER TLR-021 • B18801088 T12 HIP TRUSS 1 1 132824367 Job Reference optional) Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:12 2018 Page 1 ID:9WfuBFvwEjXB7g21W7GDgxyd85s-i7OpsO_901 F84MbmMzMEVsnzSWRHGEFMvl BVu8zX4Dv 7-0-10 � —__- 11-10.12 1 5-10-12 2o-B-14 1-0-0 7-0-10 M10.2 4�0 4-10-2 7-0-10 4x8 = 08 = I':�' 9 0 d 3x8 == 302 = 3x6 = 5x8 11 94-0 Plate Offsets (X,Y)— L2_0-3-13,Edge 15:0-4-8 0_l-12J,M0-4 8 0-1-121 [9_0-3-MEdgel Scale = 1:65.3 LOADING (psf) SPACING- 2-00 CSI. DEFL. in (Ice) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.32 10-12 >999 240 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.69 Vert(TL) -0.44 10-12 >756 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IRC2006/TPI2002 (Matrix-S) Weight: 103 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2x4 SPF 210OF 1.8E 2-0-0 oc purlins (5-4-8 max.): 5-6. WEBS 2x4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied. 7-10,4-12: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 REACTIONS. (lb/size) 9=1249/D-3-8, 2=1305/0-3-8 Max Horz 2=193(LC 5) Max Uplift 9=91(LC 7), 2=127(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=809/0, 3-4=1764/212, 4-5=1621/259, 5-6=-1099/233, 6-7=1624/261, 7-8=1767/214, 8-9=-854/0 BOT CHORD 2-21 =1 07/1394, 21-22=-107/1394, 12-22=-107/1394, 12-23=-9/1099, 11-23=-9/1099, 11 -24=-9/1099,10-24=9/1099, 10-25=93/1398, 25-26=-93/1398, 9-26=93/1398 WEBS 7-10=305/210, 4-12=-302/207, 5-12=-77/671, 6-10=-80/677 NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 2=127, 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/2' gypsum sheetrock be applied directly to the bottom Chord. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. `\``111►111111111/11" \\\� 0L. GA(/� 'i�//�� 40,p\STE':s'fi No. PE10303188 • • '0 STATE OF lZ O.o�' •�NDIAN� ��: 111111.......... NG�`\``` March 26,2018 IS MiTek' 16023 Swingley Ridge Rd Chesterfield. MO 63017 Job Truss Truss Type IQty Ply I FISCHER TLR-021 l 132824368 818801088 T13 COMMON TRUSS 1 1 a Job Reference (optional) Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:12 2018 Page 1 ID:9WfuBFvwEjXB7g21W1GDgxyd85s-i7Ops0_901 F84MbmMzM EVsn 16WPTGDyMv1 BVu8zX40v 2794 1-0-0 7-0-10 6-10-2 �_--� 6-10-2 7-0-10 44 — Scale = 1:75.1 8.00 12 6 4 O 22 23 13 24 12 25 11 25 27 3x6 — 3x8 = 3x6 = 5.8 II 5x8 i 1010 9-4-0 16.5-8 27$8—. - - 9-4-0 &1$ 9-4-0 Plate Offse",Y)— A2 0 3-13 Edaej,j6.O-30 0-1-12j, [7:0-0-0,0-0-01, j10:0-3-13,Edge] LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.33 11-13 >999 240 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.81 Vert(TL) -0.51 11-13 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IRC2006rrP12002 I (Matrix-S) Weight: 108 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SPF No.2 *Except* 8-11,4-13: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 REACTIONS. (lb/size) 2=1281/0-3-8, 10=1225/0-3-8 Max Horz 2=226(LC 5) Max UpljR2=-133(LC 6), 10=97(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=824/0, 34=172%208, 4-5=1596/242, 5-6=1490/271, 6-7=-1492/273, 7-8=1599/244, 8-9=-1731/210, 9-10=-869/0 BOT CHORD 2-22=136/1370, 22-23=-136/1370, 13-23=-136/1370, 13-24=0/934, 12-24=0/934, 12-25=0/934, 11-25=0/934, 11-26=-93/1374, 26.27=-93/1374, 10-27=-93/1374 WEBS 6-11 =1 08/741, 8-11=-330/224, 6-13=1051736, 4-13=-327/222 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 2=133. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/:• gypsum sheetrock be applied directly to the bottom chord. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE Mi-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, ```�1111111111111//////i �� , �. GAC/N No. PE 10303188. 9•; STATE OF ;•�Q` �'�� O.o •' IANP•� • �� ``� /�S`4/ONA1-�NG� ////l/11111111111 0 March 26,2018 WOW 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty, Ply FISCHER TLR-021 132824369 B18801088 T14 ROOF SPECIAL 6 1 J _ _ _ _ Job Reference (optional) _ Builders First Source, mooresville, in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:13 2018 Page 1 ID:9WfuBFvwEjXB7g2lW7GDgxyd85s-AJyB3M?n9KN?iWAywhtT14K96voh?XuV8hw2QbzX4Ou . Z-2-0 ____—$�B __.._._.—___A3_141L__ __� _._20-8-14 2-2-0 5-10-6 5-10-6 6-10-2 74)0.10 8.00 F12 Scale = 1:78.1 4 1� 17 16 4x6 = 12 11 4x8 8x8 —2x4 11 2x4 11 4x6 = ! 08 - 5x8 = 2-2-0 _ 8-Q6_ 14-1-8 20-8-14 F 27-O-6 2-2-0 5-10-6 6-1-2 6-7-6 7-0-1_0 ate PlOffsets X5.0-5-8,-1-12?1, [10,0-3-13,Edge], [11:0-3-0,0-1-12], [13:0-2-8,0-2-8], 115:0-2-8,Edge1 f17:Edge�] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IRC2006/TP12002 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud 'Except' 6-12: 2x4 SPF No.2 SLIDER Right 2x4 SPF-S Stud "-0 REACTIONS. (lb/size) 17=1021/Mechanical, 10=1021/0-3-8 Max Horz 17=222(LC 5) Max Uplift 17=-97(LC 6), 10=-98(LC 7) 10 i CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.49 Vert(LL) -0.0911-12 >999 240 MT20 169/123 BC 062 Vert(TL) -0.27 11-12 >999 180 WB 0.85 Horz(TL) 0.12 10 We n/a (Matrix-S) Weight: 122 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2073/296, 2-3=-1512/204, 3-4=-1047/203, 4-5=-889/228, 5-6=915/277, 6-7=-971/225, 7-8=-1086/198, 8-9=1428/198, 9-10=-630/0, 1-17=979/129 BOT CHORD 14-15=345/1814, 13-14=-111/1191, 10-11=-84/1122 WEBS 2-15=2/250, 13-18=-111/744, 6-18=-25/314, 2-14=632/237, 3-14=0/365, 11-13=113/1152, 8-13=-407/164, 1-15=-284/1563, 3-13=-512/156, 5-18=152/555 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 10. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and%" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCS11. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-132 or using proprietary methods (e.g. Stabilizer, etc.). `��1111111111it///7 GAS/ No. PE10303188'; 'o ' STATE OF 40 AIDIA March 26,2018 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/201 S BEFORE USE. wt Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job — Truss Truss Type Qty Ply FISCHER TLR-021 1 132824370 B18801088 T Common 3 1, Job (optional) , Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:13 2018 Page 1 ID:9W fuBFvwEjXB7g21 W7GDgxyd85s-AJyB3M?n9KN?i WAywhtT14K9EvM7iPV8hw2QbzX40u -. - .. �_- -- --- 1541-0 _..�. 164-0 1-0-0 110-0 -- ------ 7-1D-0 1-0-0 Scale = 1:29.0 4x6 /3 4.00 12 / \ u) 2 4 $� ,5 6 3x8 = 2x4 3x8 7-10-0 7 10-0 7-10-0 Plate Offsets4 Y)--[2:Edge 0-0-51 (4:Edge 04)-5] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.10 2-6 >999 240 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0,66 Vert(TL) -0.26 2-6 >703 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IRC2006ITP12002 (Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF-S Stud REACTIONS. (lb/size) 2=631/0-3-8, 4=631/0-3-8 Max Horz 2=-34(LC 5) Max Uplift2=-101(LC 6), 4=-101(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1072/195, 3-4=-1072/195 BOT CHORD 2-6=-110/951, 4-6=-110/951 WEBS 3-6=0/362 NOTES- (7-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=101, 4=101. 5) "Semi -rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 7) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 8) BCSl1. 9) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 10) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). ``�t111111111/l/ GAt 1STE9.s'fi��'�'. No. PE 10303188 o •' STATE OF Ir UN /ON AI 1SN\``�� March 26,2018 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield. MO 63017 Job Truss Truss Type Qty Ply FISCHER TLR-021 132824371 B18801088 T17 Common 6 1 — -- — — — Job Reference(optional) Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:14 2018 Page 1 ID:9WfuBFvwEjXB7g21WtGDgxyd85"W WLHi?OweVsKfl9TOPiaHsFzJ5kk8ZfNLgcyl zX40t ---.10$-0__ _---t----- t&T.t2 2t-0-0 �_22-4-0 1+0 "-4 5-1-12 5-1-12 5 14-0 44 = Scale = 159.8 11 5x10 MT18HS Plate Offsets (X,Y)- 18:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IRC2006/TPI2002 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud 'Except' 2-11,6.8: 2x4 SP 240OF 2.0E REACTIONS. (lb/Size) 8=846/0-3-8, 11=84610-3-8 Max Horz 11=-187(LC 4) Max Uplift8=-124(LC 7), 11=124(LC 6) 10 - 8 3x8 — 3x8 — 5x10 MT18HS 10{r0 I _21�-9. 1040 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0,81 Vert(LL) -0.2210-11 >999 240 MT20 169123 BC 0.76 Vert(TL) -0.5610-11 >445 180 MT18HS 197144 WB 0.25 Horz(TL) 0.03 8 n/a n/a (Matrix) Weight: 78 lb FT = 20 % BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/163, 3-4=-735/139, 4-5=-735/139, 5-6=-947/163, 2-11=-742/195, 6-8=742/195 BOT CHORD 10-11=-82/696, 9-10=-25/696, 8-9=-25/696 WEBS 4-10=37/501 NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint 8 = 0%, joint 11 = 0% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=124, 11=124. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSl1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEApt-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPIt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 0t,111111111!!//!// 0 s �i No.PE10303188 STATE OF �2 '61ONAILO' March 26,2018 MiTek' 16023 Swingley Ridge Rd Chesterfield, M063017 -- -- --- - Job Truss 1Truss Type oty Ply FISCHER TLR-021 132824372 B18801088 TG01 Common Truss 1 Job Referenceloptionap _ J Builders First Source, mooresville,in 7.640 a Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:15 2018 Page 1 ID:g W fuBFvwEjXB7g21 WtGDgxyd85s-7i3yU202hydjypKL15wx7VPRpjTfTU7oc?P9VTzX40s d-4-0_- _5-f0-6 —_ _ - ..._.__.1174" 237-0_ 1-4-0 5-10-6 5-10-1 5-10-1 6-0-8 5x8 11 Scale = 1:65.3 12x5 20 lit .. 12 13 11 14 1b 10 10 11 111 9 1a Zu Zl 3x12 12x12 3x12 II 11-8-8 i Z-0-6 2"-0 - -10-6 5-10-1 5-10-1 6-0-8 Plate OftseWX Y�[2;0_2-7,0-4-15j [2.1-5-9 -0 [4:0-1-4.0-1-12j, [5:0-3-4,0-2$j,j6:0-1-8,0-1-8], [8'0 3 S.EdaeLj8:1-4-11,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.14 9-10 >999 240 MT20 169/123 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.27 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IRC2006ITP12002 (Matrix) Weight: 405 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc puffins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 6-10 5-10: 2x4 SPF 210OF 1.8E, 6-10: 2x4 SPF-S Stud SLIDER Left 2x10 SP No.1 3-5-13, Right 2x10 SP No.1 3-4-9 REACTIONS. (lb/size) 8=9798/0-5-8, 2=9436/0-4-0 Max Horz 2=198(LC 4) Max UpIA8-844(LC 6), 2=857(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=12867/1084, 3-4=12777/1110, 4-5=9033/850, 5-6=-9034/849, 6-7=12951/1135, 7-8=-13040/1110 BOT CHORD 2-12=898/10380, 12-13=-898/10380, 11-13=898/10380, 11-14=898/10380, 14-15=-898/10380, 10-15=898/10380, 10-16=-854/10588, 16-17=-854/10588, 17-18=-854/10588, 9-18=-854/10588, 9-19=-854/10588, 19-20=854/10588, 20-21 =-854/10588, 8-21 =-854/10588 WEBS 4-11=303/4370, 4-10=3561/410, 5-10=-809/9441, 6-10=-3815/442, 6-9=-317/4503 NOTES- (11-14) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-&0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=844, 2=857. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1563 lb down and 130lb up at 2-0-12, 1587 lb down and 136 lb up at 4-0-12, 1587 lb down and 136 lb up at 6-0-12, 1587 lb down and 136 lb up at 8-0-12, 1587 lb down and 136 lb up at 10-0-12, 1587 lb down and 136 lb up at 12-0-12, 1587 lb down and 136 lb up at 14-0-12, 1587 lb down and 136 lb up at 16-0-12, 1587 lb down and 136 lb up at 18-0-12, and 1587 lb down and 136 lb up at 20-0-12, and 1587 lb down and 136 lb up at 22-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Continued on page 2 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB49 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. X4� GAt P�GISTFA�.`s'fi O•• No. PE 103031 88* `0 •' STATE OF - IZ • G � ......... NA1 1�N0� March 26,2018 01, MiTek' 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type Qty Ply FISCHER TLR-021 ' B18801088 TG01 Common Truss 1 2 i Job Reference (optiona0 Builders First Source, mooresville,in 7.640 s Aug 16 2017 MTek Industries, Inc. Mon Mar 2611:50:15 2018 Page 2 I0:9WfuBFvwEjXB7g2l W?GDgxyd85s-7i3yU202hydjypKL15wx7VPRpjTfrU7oc?P9VTzX40s 11) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 12) BCSl1. 13) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 14) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-54, 5-8.=-54, 2-8=-20 Concentrated Loads (lb) Vert: 11=-1587(B) 12=-1563(B) 13=-1587(B) 14=-1587(B) 15=1587(8) 16=-1587(B) 17-1587(B) 18=-1587(B) 19=-1587(B) 20=-1587(B) 21=-1587(8) WARNING - Verify deargn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I141I.7473 rev. 101034015 BEFORE USE. Design valid for use only with fil connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPfl Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield . MO 63017 --Job Truss t818801088 TGO2 Builders First Source, mooresville,in _-.7-10-0 7-10-0 N 5: 0 0 0 Truss Type Common Girder _ 7-10-0 7-10-0 Plate_ONsetsJX,Y)-- [1:0-3-6,Edge], 12:0-4-0,0-1-121, [3:0-3-6,Edge] LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.60 TCDL 7.0 Lumber DOL 1.15 BC 0.66 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 BCDL 10.0 Code IRC2006/TPI2002 (Matrix) LUMBER - TOP CHORD 2x4 SPF 210OF 1.8E BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SPF No.2 REACTIONS. (lb/size) 1=4420/0-3-8, 3=5228/0-3-8 Max Horz 1=24(LC 11) Max Uplift 1=-459(LC 5), 3=-549(LC 6) �Qty Ply I FISCHER TLR-021 132824373 1 2 'Job Reference (optional) 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:15 2018 Page 1 ID:9W fuBFvwEjXB7g21 W?GDgxyd85s-7 i3yU202hydjypKL15wx7VPStjSYTV4oc9P9VTzX40s 7-10-0 Scale = 1:27.2 5x8 3x12 15-8-0 7-10-0 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.15 3-4 >999 240 MT20 197/144 Vert(TL) -0.33 3-4 >557 180 MT18HS 197/144 Horz(TL) 0.04 3 n/a n/a Weight: 139 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8950/935, 2-3=-8947/935 BOT CHORD 1-5=853/8471, 5-6=853/8471, 6-7=-853/8471, 4-7=853/8471, 4-8=-853/8471, 8-9=-853/8471, 9-10=-853/8471, 10-11=-853/8471, 3-11=-853/8471 WEBS 2-4=-439/5031 NOTES- (12-15) 1) 2-ply truss to be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=459, 3=549. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1206 lb down and 109 lb up at 1-8-0, 1001 lb down and 109 lb up at 3-8-0, 1001 lb down and 109 lb up at 5-8-0, 1001 lb down and 109 lb up at 7-8-0, 1001 lb down and 109 lb up at 9-8-0, 1001 lb down and 109 lb up at 11-8-0, and 1001 lb down and 109 lb up at 13-8-0, and 1295 lb down and 123 lb up at 14-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 13) BCSI1. 14) 23. It is extremely important to property install temporary lateral restraint and diagonal bracing, in 15) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard Continued on page 2 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ♦♦` 0 �•.Q��STEq�o No. PE 10303188 STATE OF ft P,. F.......... G ',�''�i7sS�ONAi t�N��``♦ March 26,2018 Wr MiTek' 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truss Truss Type IQty I Ply I FISCHERTLR-021 132824373! 818801088 TG02 Common Girder 1 Builders First Source, mooresville,in 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 2611:50:15 2018 Page 2 I D: gW fuBFvwEjXB7g21 W?GDgxydB5s-7i3yU202hydjypKL15wu7VPSISYT V4oc?P9V TzX40s LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-54, 2-3=54, 1-3=-20 Concentrated Loads (lb) Vert: 4=1001(B) 5=1206(B) 6=1001(B) 7=1001(B) 8=-1001(B) 9=-1001(B) 10=-1001(B) 11=-1295(B) ,& WARNING - Verrfy design panmsters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.7473 rev. 10/03/2015 BEFORE USE. Wt Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-116' For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate t Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) N BOTTOM CHORDS 8 7 K 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MM W1 H MiTek In MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.