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HomeMy WebLinkAbout19030102 Truss PlansApr i h 1)rjcmolo� MiTek" MiTek USA, Inc. 818 Soundside Rd Edenton, NC 27932 Re: pr190033spm The truss drawings) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by NVR Building Products - Frederick. Pages or sheets covered by this seal: E220452 thru E220534 My license renewal date for the state of Indiana is July 31, 2020. P, STIR �QJ��\STE��•'� o G A N No. 60900285 = ' STATE OF 9•'• �v\` OS February 19,2019 Strzyzewski, Malvin 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. Job Truss Truss Type Oty Ply 00_MidAtlantic E12493066 ORDERS EA-10526 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 217039 t3.ZYU S NOV 7a ZUTA MI I eK Ir1aU5IrIe5I InG. Ault uec c cv to rcyci if 0 3x8 = 4�-1 7-0-0 3x4 I 6 3x4 = 5x7 = 4x4 = 8-1-4 15-0-U 2:i-/-ts 8-1-4 6-10-12 8-7-8 Plate Offsets (X Y)-- [8:0-340-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1,15 TC 0,92 Vert(LL) -0,17 7-8 >999 360 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,93 Vert(CT) -0,35 7-8 >804 240 TCDL 10.0 Rep Stress Incr YES WB 0,82 Horz(CT) 0.07 7 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-S Wind(LL) 0,06 9 >999 240 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except' BOT CHORD 6-7: 2x4 SP No.2 or 2x4 SPF No.2 WEBS REACTIONS. (lb/size) 7=1165/0-3-812=1255/0-3-8 Max Horz 2=539(LC 12) Max Uplift 7=-333(LC 12), 2=-58(LC 12) Max Grav 7=1246(LC 19), 2=1503(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2957/45, 3-4=-2412/0, 4-5=-1249/0 BOT CHORD 2-9=-517/2638, 8-9=-362/19290 7-8=-200/754 WEBS 3-9=-628/180, 4-9=-14/539, 4-8=-1252/199, 5-8=-17/936, 5-7=-1213/322 Scale = 1:75.4 PLATES GRIP MT20 197/144 Weight: 147 Ib FT = 5% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-7, 4-89 5-7 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) 2 except (jt=lb) 7=333. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1, 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verily design parameters and READ NOTES ON TNIS AND INCLUDED M/TEK REFERENCE PAGE M/I-747J rev. 10/03/1016 BEFORE USE. Design valid for use only with MTekO 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 forstabllity and io prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, P: .2y2 '% Q�GISTE9�O...�N .� No. 60900285 ' STATE OF N A sSlO' tE,�\ February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493069 ORDERS EA-10527 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, d.zzv s Nov .i a to i a mi i ex mausuies, urc. Sul ueu a i a.uu.v� cu i o raya i I D: u6TPHen?NnG50iz_6VCgXhyUX1 A-rdTZWdtBm Wakvp?3YL7Qq NmamPU6pJ VC luz?HOyAcHh -q-11,4 5-1-6 9-7-7 16-7-7 23-7-6 0'-11-4 5-1-6 4-6-1 7-0-0 7-0-1 3x4 i 4x12 = Scale = 1:76.3 8-1-4 9-7-7 15-0-0 23-7-8 8-1-4 1-6-3 5-4-9 8-7-8 Plate Offsets (X Y)-- [70-6-8 0-1-81 [80-3-8 0-3-4] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.89 Vert(LL) -0.22 .7-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.93 Vert(CT) -0.38 7-8 >741 240 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.07 7 n/a n/a Code IBC2018rTP12014 Matrix-S Wind(LL) 0.06 9 >999 240 Weight: 158 lb FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 2=1251/0-3-817=1160/0-3-8 Max Horz 2=537(LC 12) Max Uplift 2=-58(LC 12), 7=-331(LC 12) Max Grav 2=1498(LC 19), 7=1242(LC 19) FORCES. (lb) -Max. REACTIONS. (lb/size) 2=1251/0-3-817=1160/0-3-8 Max Horz 2=537(LC 12) Max Uplift 2=-58(LC 12), 7=-331(LC 12) Max Grav 2=1498(LC 19), 7=1242(LC 19) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2944/45, 3-4=-2400/0, 4-5=-1237/0 BOT CHORD 2-9=-514/2626, 8-9=-361/1918, 7-8=-197/744 WEBS 3-9=-626/180, 4-9=-12/540, 4-8=-1253/200, 5-8=-21/931, 5-7=-1196/318 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-71 4-8, 5-7 NOTES- (10-12) 1) Wind: ASCE 7-16; VuIt=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except Qt=lb) 7=331. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. © 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 MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform atlonavoila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \��1111111111I1!!!!!7 �����\ P• STR? ��'�i Q'Q' N s 15 No, 60900285 STATE OF i� F ' •........• G\ SS%ONA' 1�����```\ February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qly Ply 00_MidAtlantic E12493071 ORDERS EA-10529 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, tS.ZZU s rvov lb Nla ivu i ex mausu ros, uw. aun vac a i a.uu.vo cv io ruyc i I D:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-GC9i9ev43RzJ nGkdDTh7RO05ocVxOg Fe_sBfuiyAcHe -0-11 4 4-7-3 9-7-7 14-5-1 23-7-8 0-11-4 4-7-3 5-0-4 4-9-10 9-2-7 12 11 w 3x6 = 5x10 = 3x4 I io 10 �0 3x4 = 4x4 = 9-7-7 19-9-0 23-7-8 9-7-7 10-1-9 3-10-8 Scale = 1:85.6 Plate Offsets (X Y)-- [10 Edge 0-3-81 [11 0-4-12 0-3-0] LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,78 Vert(LL) 443 10-11 >653 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.64 10-11 >437 240 TCDL 10.0 * Rep Stress Incr YES WB 0.80 Horz(CT) 0.11 8 n/a n/a Code IBC2018/TP12014 Matrix-S Wind(LL) 0.06 11-12 >999 240 Weight: 183 lb FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF Max Horz 12=538(LC 12) Max Uplift 8=-356(LC 12), 12=-35(LC 12) Max Grav 8=1259(LC 22), 12=1507(LC 19) BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins , except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-81 6-83 5-10, 3-12 Max. Comp./Max. Ten. -All forces 250 (lb) or FORCES. (Ib) - less except when shown. TOP CHORD 3-4=-1819/0, 4-5=-1966/35, 5-6=-566/0, 2-12=-327/88 BOT CHORD 11-12=-510/1742, 10-11=-247/877, 8-9=-107/385, 9-10=-182/902I 6-9=-138/950 WEBS 4-11=-860/168, 6-8=-1121/311, 5-10=-949/272, 5-11=-155/1350, 3-12=-1928/0 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except Qt=lb) 8=356. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. © WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE Mll•747J rev. 10/09/20f5 BEFORE USE. Design valid for use only with MiTekCa 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform ationovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QZ,�,ISTEA4 *00, Q O• NO.60900285 STATE OF % <(/ Ok••' IANP••' /ONAIII I ti� FSG�`\p February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493072 ORDERS EA-10530 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 217)3, B.ZZU S NOV lb ZU175 MI I eK If10 U5lne5, Inc. Jun veu a ia.va.vo ca io d0C I ID:u6TPHen?NnG50iz_6VCgXhyUX1A-GC9i9ev43RzJnGkdDTh7RO04bcYZOdFe_sBfuiyAcHe 4-11-8 9-7-7 16-5-11 4-8-0 6-10-5 7-1-13 5x10 = 4x8 = 9-7-7 16-5-11 23-7-8 9-7-7 6-10-5 7-1-13 6x10 = 11 6x8 Io 12 I� 3x4 I I Scale = 1:81.7 Plate Offsets (X Y) [20-2-0 0-1-12] [90-4-12 0-3-0] [11:0-3-4 0-3-0] [12 0-4-0 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.21 9-10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.44 9-10 >634 240 BCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.03 12 n/a n/a BCLL 0.0 Code IBC2018ITP12014 Matrix-S Wind(LL) 0.04 9 >999 240 Weight: 194 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x8 SP No.2 BOT CHORD WEBS REACTIONS. (lb/size) 10=1241/0-3-8, 12=1161/0-3-8 Max Horz 10=534(LC 12) Max Uplift 10=-33(LC 12), 12=-357(LC 12) Max Grav 10=1245(LC 19), 12=1164(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-262/47, 3-4=-1509/0, 4-5=-874/0, 11-12=-1086/396, 2-10=-349/98 BOT CHORD 9-10=-496/1404, 8-9=-331/1324 WEBS 4-9=0/326, 4-8=-875/180, 5-8=0/516, 3-10=-1470/0, 8-11=-245/694, 5-11=-941/277 Structural wood sheathing directly applied or 3-1-0 oc purlins , except end verticals. Except: 6-0-0 oc bracing: 6-7 Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-7, 4-815-11 NOTES- (11-13) 1) Wind: ASCE 7-16; Vu1t=l3omph 13-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Bearing atjoint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except Qt=lb) 12=357. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekCN 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform ationavaila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QJ •. •G1STFq�.••� Q. ' Q, N = NO.60900285 = �'• STATE OF ' February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493073 ORDERS EA-10531 SPEC 1 1 Job Reference o tional NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MITek Industnes, Inc. Sun Dec 9 19:00:07 2018 Page 1 ID:u6TPHen?NnG50iz_6VCgXhyUX1A-CaGSZKxKb2D00atOLujbXRUWwQE9UaLxSAgmzbyAcHc 1-2-0 -11 2-7-8 5-11-12 9-7-7 13-0-0 23-7-8 -11 1-5-8 3-4-4 3-7-12 3-10.9 10-1-8 1-2-0 3x4 11 Scale = 1:86.8 19 18 17 4x8 = 13 12 �u 3x4 = 3x4 II 3x4 II 3x4 II 5x7 = 4x8 = 6x12 = 6A2 = 4x4 = 1-2- 2-7.8 13-6-0 19-9-0 237-8 -2• 1-5.8 10-10-8 8-3-0 3.10.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1,15 TC 0.48 Vert(LL) -0.15 14-15 >999 360 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.81 Vert(CT) -0.31 14-15 >907 240 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.19 10 n/a n/a BCLL 0.0 ' Code IBC2018/TP12014 Matrix-S Wind(LL) 0.09 14-15 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except` 4-17,7-13: 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except` WEBS 9-10: 2x4 SP No.2D, 8-10: 2x4 SP No2 or 2x4 SPF No.2 REACTIONS. (lb/size) 1 0=1 165/0-3-8, 1 9=1 255/0-3-8 Max Horz 19=538(LC 12) Max Uplift 10=-356(LC 12). 19=-35(LC 12) Max Grav 10=1245(LC 19), 19=1492(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-949/10, 3-4=-2814/472, 4-5=-2798/159, 5-6=-2818/231, 6-7=-1433/0, 7-8=-1490/154, 2-19=A418/38 BOT CHORD 18-19=-533/2307 15-16=-961/2727, 14-15=-443/1880, 7-14=441/249, 10-11=-110/387 WEBS 4-15=-222/379, 5A5=-487/142, 6-15=-234/949, 6-14=A058/215, 12-14=-104/381, 8-14=-381/1547, 8A 0=-1 130/322, 3-18=-14081359, 3-16=-449/1917, 16-18=-578/808, 2-18=0/1125 PLATES GRIP MT20 197/144 Weight: 203 Ib FT = 5% Structural wood sheathing directly applied or 3-1-5 oc purlins, except end verticals. Rigid ceiling directly applied or 5-11-10 oc bracing. 1 Row at midpt 9-101 8-141 8-10 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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-(!i-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 19 except at=lb) 10=356, 8) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-747J rev. 10/09/2015 BEFORE USE. Design valid for use only with Mirek®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 parameter and properly incorporate this design info 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, \\v�111111111111///7 *so* &�STS1 of, �•N 0 No.60900285 ' a •' STATE OF so 4t February 19,2019 �1 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type City Ply 00_MidAtan tic E12493074 ORDERS EA-10532 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 217031 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 19.00.08 2018 Page ID:u6TPHen?NnG50iz_6VCgXhyUX1A-gngrngyyMMLtekSCvbEg3eOiZqc8D164gqQJV1yAcHb 1-2-0 - -11 2-7-8 5-11-12 9-7-7 13E-0 18-2-12 23-7-8 -11 1-5-8 3-0-0 3-7-12 3-10-9 4-8-12 5-0-12 1-2-0 4x4 11 18 17 16 4x8 = 12 11 10 11 3x4 3x4 I I 4x8 = bx12 = 3x4 II 4x8 = 3x4 6x12 = 6x10 = 1 g 6x8 o 0 zo I9 Io Scale = 1:86.4 1-2-02-7-8 5-11-12 13-6-0 18-2-12 23-7-8 -2-0 1-5-8 3-4-4 7-6-5 4-8-12 5-4-12 Plate Offsets (X Y) [19:0 3 4 0 3 0] [20 0 4-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.42 Vert(LL) -0.12 13-14 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.27 13-14 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,79 Horz(CT) 0.08 20 n/a n/a BCLL 0.0 * Code IBC2018/TP12014 Matrix-S Wind(LL) 0.07 13-14 >999 240 Weight: 225 Ito FT = 5% BCDL 10.0 LUMBER- BRACING- TOPCHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins, BOT CHORD 2x4 SP N0.2 or 2x4 SPF No.2 *Except* except end verticals. Except: 4-16,7-12: 2x4 SP No.3 or 2x4 SPF Stud 6-0-0 oc bracing: 9-10 WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x8 SP No.2 WEBS 1 Row at midpt 9-10, 8-1118-19 REACTIONS. (lb/size) 18=1241/0-3-8, 20=1161/0-3-8 Max Horz 18=534(LC 12) Max Uplift 18=-33(LC 12), 20=-357(LC 12) Max Grav 18=1245(LC 19), 20=1164(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-776/9, 3-4=-2267/464, 4-5=-2252/152, 5-6=-2262/223, 6-7=-1260/0, 7-8=-1260/107, 19-20=-1109/382, 2-18=-1183/36 BOT CHORD 17-18=-529/2282 14-15=-950/2184, 13-14=-435/1582, 7-13=-341/196 WEBS 4-14=-193/379, 5-14=-305/139, 6-14=-230/678, 6-13=-850/224, 11-13=-99/437, 00, 8-13=-342/1260, 3-17=-1145/354, 15-17=-572/659, 3-15=-443/1532, 2-17=0/919, 11-19=-178/533, 8-19=-897/262 NOTES- (11-13) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 \\\\��ftlltiffff77, 3) Unbalanced snow loads have been considered for this design. N\\\ 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs \\ P, STIg2y non -concurrent with other live loads. y ���` .��� 'G\STER'•�����i 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with an other live loads. �. Q •(G �'• 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q ��'; N will fit between the bottom chord and any other members. _ No. 60900285 '• 7) Bearing atjoint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify _ capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18 except Ot=lb) 20=357. % 40 •: STATE OF 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i 90 0009 ,Vk 0 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ��i� �� '••��:t:N•'��G��\� NAi tEa\\\\��� February 19,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �l 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 Iruss web and/or chord members only. Additional temporary and permanent bracing Mire k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job V V 1 Truss Truss Type Qty Ply 00_MidAtlantic E12493074 ORDERS EA-10532 SPEC 1 1 Jab Reference (optional) ,. e.. a 1a•nn T9 A n 9 . OlinR Dona NVR, Frederick, MD - 21703, o.«V Q I.V. IV �V I W I•II I V� II•M�,•••�� I�• W"•• •--- _ •-•--•-_ __ _ . _ _ _ ID:u6TPHen?NnG.50iz_6VCgXhyUX1A-gngmgyyMMLtekSCvbEg3eOiZqc8D164gqQJVlyAcHb 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7A 6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f0/03/20f5 BEFORE USE. Design valid for use only with MiTekO connectors. Thts 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 stabllliy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informailonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, �1• MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply E8935159 ORDERS EA-10535 SPEC 1 1 Job Reference (optional) VRt ID:62P41 CAGbgeRYBeRgKE418yU Eab-C8VRZStuhSMXouNQFTIRvkXFmKwWmKna35SuxQyoKzb -q-11 4 5-1-& 9-7-7 13-10-8 18-8-0 i 23-7-8 3x4 11 Scale = 1:82.2 7 4x6 = 11 10 9 qx8 I I 4x8 4x8 � 5x7 — 3x4 11 3x4 = 8x12 = 4x8 11 _ 4-11-8 9-7-7 13-10-8 23-7-8 4-11-8 4-8-0 4-3-1 9-9-0 Plate Offsets (X Y) [8:0 2 12 0 1 8] [9'0 5 4 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.10 10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.66 Vert(CT) -0.17 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.04 8 n/a n/a BCLL 0.0 * Code IRC2015(TP12014 (Matrix) Wind(LL) 0.06 10 >999 240 Weight: 198 lb FT = 5% BCDL 10.0 LUMBER- BRACING- TOPCHORD 2x4 SP No.2 or 2x4 SPF No TOP CHORD REACTIONS. (lb/size) 8=1170/0-3-812=1236/0-3-8 Max Horz2=537(LC 12) Max Uplift8=-339(LC 12), 2=-53(LC 12) Max Grav8=1221(LC 22), 2=1236(LC 1) Structural wood sheathing directly applied or 3-3-10 oc purlinsexcept , end verticals. Rigid ceiling directly applied or 8-3-15 oc bracing. 1 Row at midpt 7-8, 6-8 FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-2378/43, 3-4=-1813/0, 4-5=-1250/0, 5-6=-1239/72, 6-7=-135/85, 7-8=-159/90 BOT CHORD 2-11=-504/21113 10-11=-504/2111I 9-10=-352/1608, 9-12=-138/428, 12-13=-138/428, 8-13=-138/428 WEBS 3-11=0/197, 3-10=-568/175, 4-10=-1/233, 4-9=-788/132, 5-9=-357/202, 6-9=-235/1235, 6-8=-1015/327 JOINT STRESS INDEX 2=0.55,3=0.64,4=0.42,5=0.26,6=0.78,7=0.33,8=0.39,9=0.26,9=0.22,9=0.22,9=0.22,9=0.22,10=0.54and11=0.26 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 8 and 53 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. © WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a 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, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Inform ationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \�\\1111111111// STIgIy00000. � �. J�sQ�G1STFj�� �LLN''0 6 see Q; NO.60900285 '• = • • — ' a STATE OF as 040060* 08/ONALIt�G����\ February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MfdAtlantic E12493080 ORDERS EA-10539 SCIS 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.ZZU 5 IVOV la Nla IVII I CR IIIUUJU ICJ, mc. oun vow i Qy� ID:u6TPHen?NnG50iz 6VCgXhyUX1A-1kekgN05AuzAkVLAhBq?mikQMrLAuPNpg574AFyAcHW 0-11 4 6-11.8 13-11-0 14-10-4 0-11-4 1 6-11-8 6-11-8 0-11-4 4x6 = Scale: 3/8"=1' I� 0 4x4 I I 4x4 I I 6-11-8 13-11-0 6-11-8 6-11-8 N N Plate Offsets (X Y) [20 1 10 0 0 13] [6:0 1 10 0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 1.00 Vert(LL) -0.08 6-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,68 Vert(CT) -0.16 6-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,34 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 Code IBC2018/TPl2014 Matrix-S Wind(LL) 0.03 2-8 >999 240 Weight: 67 lb FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.1 D BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 4A1 8, Right 2x4 SP or SPF No.3 or Stud 4-1-8 REACTIONS. (lb/size) 2=769/0-3-8, 6=769/0-3-8 Max Horz 2=-134(LC 10) Max Uplift 2=-86(LC 12), 6=-86(LC 13) Max Grav 2=875(LC 19), 6=875(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1410/65, 4-6=-1407/112 BOT CHORD 2-8=-27/1037, 6-8=-25/1035 WEBS 4-8=0/793 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7A 6; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1 A 5); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 9) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1, 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Varlfy des/gn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1.7473 rev. 10/03/2016 BEFORE USE. Design val(d for use only with MiTek� connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicablllty 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 onty. Additional temporary and permanent bracing is always required for stability and fo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Qualify Criteria, DSB-89 and BCSI Building Component Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \\\tttt u n l rrrr/// QS.: OSTe1q 0004�' Q P N or No. 60900285 a STATE OF OAc\ •'' :IND I ANP•' * ��'���� ;00000090 ONA I tG\ February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493081 ORDERS EA-10556 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 19:00:14 2018 Page 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-VwB6ljOjxC51 MfwMFsLEJvGd_Fc9dpXz3ltejhyAcHV 6-2-3 1.11 17-11-8 1S-7r0 6-2-3 4-13 6-11-8 017-8 3x4 I Plate 5x6 = 4x8 i 8.00 12 6x8 = 3x4 I I 0 v IN Scale=1:83.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.87 Vert(LL) -0.45 6-7 >477 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.85 Vert(CT) -0,77 6-7 >278 240 TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0,01 8 n/a n/a BCC Inn Code IBC2018/TPI2014 Matrix-S Wind(LL) 0,01 6 >999 240 Weight: 183lb FT=5% Rr,n LUMBER- BRACING - TOP CHORD 2x4 SP NoA "Except` TOP CHORD 1-3: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.1 `Except` BOT CHORD 5-6: 2x4 SP No.2 or 2x4 SPF No.2 WEBS WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` 4-5: 2x6 SP No.2 OTHERS 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (lb/size) 7=896/0-3-818=896/0-3-8 Max Horz 7=474(LC 12) Max Uplift 8=-371(LC 12) Max Grav 7=933(LC 18), 8=1115(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-254/108, 2-3=-665/O, 1-7=-297/123, 4-8=-407/144 BOT CHORD 6-7=-338/618 WEBS 3-6=-51/406, 6-8=-213/538, 3-8=-768/283, 2-7=-738/0, 2-6=-217/262 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-5, 3-8, 2-7, 2-6 NOTES- (10-12) 11 Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2j zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7A6; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 4x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=371. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 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 properly incorporate ihls design into the overall building design. Bracing ind(cated 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, \\\\\\\1111111111////7ji G\STiF*000 Q Q N No. 60900285 • STATE OF �4 `91 O N A L lE?G� February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type City Ply 00_1vidAtlantic E12493082 ORDERS EA-10557 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 217031 J- 3x4 5x6 = a.zzu s rvov T b 2uT a mi 1 ex mausuies, mc. aun sec a i a.w. w c� i o rayo � ID:62P41 CAGbgeRYBeRgKE4I8yUEab-z7lUF31 LiWDuzpVYpZsTr7pokexOMGg6HPcBFlyAcHU 11-0-0 17-11-8 1 ✓t -7r0 4-9-13 6-11-8 0-7- 4x8 � Scale = 1:83.4 8.00 12 A 6x8 = 3x4 II � 6-2-3 6-2-3 11-0-0 4-9-13 17-11-8 6-11-8 1�-7r0 Plate Offsets Offsets (X Y) [3:0 3 12 0 3 4] [4:0-3-14 Edge] [4:0-3-0 0-1-0] [6.0-3-12 0-3-4] [8:0-2-8 0-1-1] LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,87 Vert(ILL) -0.45 6-7 >477 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.85 Vert(CT) -0.77 6-7 >278 240 TCDL 10.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0,01 8 n/a n/a BCLL 0.0 * Code IBC2018/TPI2014 Matrix-S Wind(LL) 0,01 6 >999 240 Weight: 183 lb FT = 5% BCDL 10.0 LUMBER- BRACING- TOPCHORD 2x4 SP No.1 *Except* TOP CHORD 1-3: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.1 *Except* BOT CHORD 5-6: 2x4 SP No.2 or 2x4 SPF No.2 WEBS WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 4-5: 2x6 SP No.2 OTHERS 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (lb/size) 7=896/0-3-818=896/0-3-8 Max Horz 7=474(LC 12) Max Uplift 8=-371(LC 12) Max Grav 7=933(LC 18), 8=1115(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-254/108, 2-3=-665/0, 1-7=-297/123, 4-8=-407/144 BOT CHORD 6-7=-338/618 WEBS 3-6=-55/419, 6-8=-212/532, 3-8=-778/287, 2-7=-738/01 2-6=-217/262 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-5, 3-8, 2-7, 2-6 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph 13-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 4x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=371. 9) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRek®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 info the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing saw lays requ'sed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, ��I1111111111//// �i ..�G,\STFR�.,...� No. t50900285 a STATE OF SS;ON AI tO 00 February 19,2019 M?ek' 818 Soundside Road Edenton, NC 27932 Job IV Truss Truss Type Qty Ply 00_MidAtlantic E12493083 ORDERS EA-10558 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.z2u s rvov io tvia rvu i ert muusuies1 uw. owi ucc = =.uu. cv u ray= ID:62P41 CAGbgeRYBeRgKE418yUEab-RJJsSP2zTpLIby31NHNiOKM8S2U15nNGW3MknayAcHT 17-11-8 188 17-11-8 0-4-0 3x6 4x4 �i 8.00 12 14 28 27 26 25 24 23 22 21 20 19 18 17 16 15 5x6 = G�t�3 Scale = 1:84.8 Plate Offsets (X Y) [8 0 3 0 0 3 0] [210-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.17 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT) -0.00 15 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-S Weight: 255 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` BOT CHORD 14-15: 2x6 SP No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud `Except` WEBS 13-16,12-17: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. All bearings 18-3-8. (Ib) - Max Horz 28=474(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 15, 16, 17, 18, 19, 20, 213 22, 23, 24, 25, 26 except 28=-321(LC 10), 27=-764(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 15, 16, 17, 18, 19, 20, 21, 22, 231 24, 25, 26 except 28=998(LC 12), 27=370(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-546/305, 2-3=-496/273, 3-4=-451/250, 4-5=-409/227, 5-6=-367/204, 6-7=-324/181, 7-8=-284/159, 1-28=-981/513 BOT CHORD 27-28=-469/257 WEBS 1-27=-462/845 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-7-14 oc bracing: 27-28. 1 Row at midpt 14-15, 13-16, 12-17, 11-18, 10-19, 9-20, 8-21, 7-22 NOTES- (13-15) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 3x4 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 atjoint(s) 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 except Qt=lb) 28=321, 27=764. 12) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1. © WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTe k� 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 stabilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. J� 0 G,\STSego 2F�N'•�� Q O No, 60900285 = a ' STATE OF *0009000000 91 NAI February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493083 ORDERS EA-10558 MONO 1 1 Job Reference (optional) ,, a �o.nn•ac en5Q ocA..e o NVR, Frederick, MD - 21703, 6.LLV S IWV io ca io rvu i cn uiuuau ica, ins. vUll "UV � .+...... ,.. �.�.,., , may., �- I D:62P41 CAGbgeRYBeRgKE418yUEab-RJJsSP2zTpLIby31N HNiOKM8S2U 15nNGW3MknayAcHT 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 15) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verity design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 1 a03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. Thfs 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MTek' 818 Soundside Road Edenton, NC 27932 ORDERS Truss ITruss Type IUTy IMy I vv_mmmudrmu E12493084 EA-10559 MONO 4x4 8.220 s Nov 162018 MiTek Industries, Inc. Sun Dec 9 19:00:17 2018 rage, ID:62P41 CAGbgeRYBeRgKE418yUEab-vVtEgl3bE7TcD6exw_uxxYu7LSbPg81Plj51JOyAcHS 6-2-3 11-0-0 17-11-8 18-7rO 28 r 6-2-3 4-9-13 6-11-8 0-7 5x6 = 6x8 = 8x8 i 4x8 = Scale = 1:77.9 Plate Offsets (X Y) [30 3 8 0 3 4] [40 2-1 Edge] [60-4-0 Edae] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,93 Vert(LL) -0.34 6-7 >632 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0,69 6-7 >314 240 TCDL 10.0 Rep Stress Incr YES WB 0,64 Horz(CT) 0.02 5 n/a n/a BCLL 0.0 * Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.02 6-7 >999 240 Weight: 156 lb FT = 5% BCDL 10.0 LUMBER- BRACING- TOPCHORD 2x4 SP No.1 *Except* TOP CHORD REACTIONS. (lb/size) 5=907/0-3-8, 7=907/0-3-8 Max Horz 7=478(LC 12) Max Uplift 5=-347(LC 12) Max Grav 5=1126(LC 18), 7=943(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-327/110, 2-3=-744/0, 1-7=-339/125, 4-5=-418/148 BOT CHORD 6-7=-345/753, 5-6=-188/587 WEBS 3-6=-50/564, 3-5=-913/2901 2-7=-748/0 Structural wood sheathing directly applied or 1-4-12 oc purlins, except end verticals. Rigid ceiling directly applied or 1-4A 2 oc bracing. 1 Row at midpt 4-5, 3-5, 2-7 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.16 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=347. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.747J rev 10/09/20f5 BEFORE USE. Des(gn val(d for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss 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, seeANSlfrPlt Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �\\1111111111l1// F�N'�. Q % No.6090028,5 ' a STATE OF 1 S,SIONAI 10 February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAllantic E12493085 ORDERS EA-10560 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.t�� s rvov 1O LV IO IV] 1 CR IIIUUMI ICJ, a ou i Qy ID:62P41 CAGbgeRYBeRgKE4l8yUEab-OIRdt54E?RbTgGD7UiQATIRIcs_QZb777NrrsSyAcHR 20-7-0 -0 11r4 6-11-1 5-5 19-10-0 19-'�1 8 0-11-4 6-11-1 13-6-6-3 6-4-11 0- -8 8.00 F12 0-7-8 Scale = 1:104.1 3x8 10-0-0 20-7-0 3x4 = 1n-zn Plate Offsets (X Y) [20 0 3 0 0 4] [2'0 0 5 0 4 0] [20-3-8 Edge] (4:0-3-12 Edge] [5:0-7-9 0-2-12] [6:0-4-0 0-2-0] [7:0-4-0 0-3-41 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0,39 6-7 >626 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.59 6-7 >412 240 TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.02 6 n/a n/a BCLL 0.0 Code IBC2018fTP12014 Matrix-S Wind(LL) 0,09 2-7 >999 240 Weight: 159 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD REACTIONS. (lb/size) 2=1096/0-3-816=1005/0-3-8 Max Horz 2=555(LC 12) Max Uplift 6=-342(LC 12) Max Grav 2=1133(LC 19), 6=1245(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1400/0, 3-4=-1099/0, 4-5=-252/197, 5-6=-401/135 BOT CHORD 2-7=-378/1115, 6-7=-196/592 WEBS 4-6=-954/3261 4-7=-101/825, 3-7=-431/269 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-11-12 oc bracing. 1 Row at midpt 5-6, 4-6 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=l3omph 13-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=s.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=342. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. © WARNING - Veri/y design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. f0/03/2015 BEFORE USE. Design valid for use only wish MiTek a0 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 slabilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform ationavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, .�` P' 2y1 QJ�.Q0G N ` Q•, i Q- NO.60900285 9 STATE OF �Ss%ONA' to*G* February 19,2019 MIMI MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493086 ORDERS EA-10561 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 217030 a.2zu s rvov 1a zuld mr r ex mausmes9 mc. aun sec a a:uu. �� cu io raga ID:62P41 CAGbgeRYBeRgKE418yUEab-OiRdt54E?RbTgGD7UiQATIRHAs_LZbUZzNrrsRyAcH R 20-7-0 8-11-1 13-5-5 19-6-4 19,1 6-11-1 6-6-3 6-0-15 0-5-4 Bx8 i 0-7-8 Scale = 1:76.8 8,00 12 4 3x8 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.39 5-6 >625 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,83 Vert(CT) -0.58 5-6 >417 240 TCDL 10.0 Rep Stress Incr YES WB 0,67 Horz(CT) 0.02 5 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.08 1-6 >999 240 Weight: 148 lb FT = 5% LUMBER - TOP CHORD 2x4 SP No.1 `Except' 1-3: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 4-5: 2x8 SP No.2 WEDGE Left: 2x4 SP or SPF No.3 or Stud REACTIONS. (lb/size) 1=1007/0-3-8, 5=1007/0-3-8 Max Horz 1=546(LC 12) Max Uplift 5=-345(LC 12) Max Grav 1=1040(LC 18), 5=1232(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1366/0, 2-3=-1094/0, 4-5=-398/139 BOT CHORD 1-6=-382/1120, 5-6=-198/601 WEBS 3-5=-959/325, 3-6=-99/8251 2-6=-435/272 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-11A oc bracing. WEBS 1 Row at midpt 4-5, 3-5 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=345. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-747J rev. 10/03/20f5 BEFORE USE. Design valid for use only with Mifek®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 indivfduai truss web and/or chord member only. Additional temporary and permanent bracing is always required for stabllity and fo 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, seeANSt/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, \\`�111111111111//// QS.Q'G1STf;q�. FAN'% O• ���• 00 No. 60900285 '• = ' a •' STATE OF ON / &&/ONA' te�N February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493089 ORDERS EA-10564 SCIS 1 1 Job Reference (optional) S Dec 19 00:23 2018 Page 1 NVR, Frederick, MD - 217031 8.220 s Nov 16 2018 M1Tek Industries Inc.unec , g ID:62P41 CAGbgeRYBeRgKE418yUEab-kfEWwo7MgzE1x165HF?LAp88ptpSEzsl7fycXgyAcHM 0-11- 5-11-8 11-11-0 2-104 -11- 5-11-8 5-11-8 -11-4 !T 3 4x6 5-11-8 5-11-8 Scale = 1:49.1 Plate Offsets (X Y) [20 6 0 0 1 12] [40-6-0 0-1-12] LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.04 6-7 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,26 Vert(CT) -0.08 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,15 Horz(CT) 0.03 6 n/a n/a BCLL 0.0 Code IBC2018ITP12014 Matrix-S Wind(LL) 0.01 7 >999 240 Weight: 81 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD REACTIONS. (lb/size) 8=666/0-3-8, 6=666/0-3-8 Max Horz 8=-175(LC 10) Max Uplift 8=-64(LC 13), 6=-64(LC 12) Max Grav 8=784(LC 19), 6=784(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-828/65, 3-4=-8261119, 2-8=-835/185, 4-6=-835/126 BOT CHORD 7-8=-243/33216-7=-111/272 WEBS 3-7=0/3765 2-7=0/348, 4-7=-80/362 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Bearing atjoint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6, 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MiTekOO 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, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, `\``\�����tusT►rrrrr'�'��i Z�JN. G,ISTEq*. J �000 4'�N NO, 60900285 = 9 STATE OF February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Oty Ply 00_MidAtlantic E12493090 ORDERS EA-10565 SCIS 1 1 Job Reference (optional) NVR, Frederick, MD - 217031 4x 72x4 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 19.00.23 2018 Page I D:62P41 CAGbgeRYBeRq KE418yUEab-kfE Wwo7MgzE1x165HF?LAp88?tp8Ezg 17fYcXgyAcH M m 5-11-8 5-11-8 4x6 = 5-11-8 11-11-0 5-11-8 5-11-8 2x4 Scale = 1:49.1 Plate Offsets (X Y) [2:0 6 0 0 1 121 [4:0-3-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,92 Vert(LL) -0,04 5-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.09 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.03 5 n/a n/a BCLL 0.0 Code IBC2018lTP12014 Matrix-S Wind(LL) 0.01 6 >999 240 Weight: 78 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 3-4: 2x4 SP No,1 except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 2-7: 2x6 SP No.2 REACTIONS. (lb/size) 7=675/0-3-8, 5=572/0-3-8 Max Horz 7=166(LC 11) Max Uplift 7=-61(LC 13), 5=-59(LC 12) Max Grav 7=790(LC 19), 5=689(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-839/7913-4=-823/126, 2-7=-840/191, 4-5=-697/100 BOT CHORD 6-7=-260/313 WEBS 3-6=-8/365, 2-6=0/374, 4-6=-64/369 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. X1%1111 I I I f f I//// 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 \`�� P STR2y will fit between the bottom chord and any other members. �� \� . •"•• 9 1 () p 9 9 9 9 9 9 verify �i 7 Bearing at'oint s 7, 5 considers parallel to rain value using ANSIITPI 1 angle to rain formula. Building designer should veri `� Q, • •(�C� A�:•;F�y capacity of bearing surface. Q • Q' • ; N 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 7, 5. _ Z J• NO.60900285 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ J 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction ; to a wind speed of 115 mph. STATE OF 4 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of . (V 4:� 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 0 :/HDIANP'• 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the G required maximum reaction. February 19,2019 © WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493091 ORDERS EA-10566 COMN 1 1 Job Reference (optional) nnne NVR, Frederick, MD - 21703, o.Zca s iwv io ca i o rvu i cn n iuuOu,ca, �„�. .,u„ ..�.... , ID:62P41 CAGbgeRYBeRgKE418yUEab-Csou888_bHMcYBhHryWajOhNUH?9zLmRMJIA36yAcHL -Q-11i4 5-2-8 i 10-1-8 15-0-8 20-3-0 2,1-2-p 0�-11-4 5-2-8 4-11-0 4-11-0 5-2-8 0-11-4 i:YdB S7 4x6 = 6x8 = 3x8 = Scale = 1:71.8 Plate Offsets (X Y) [9 0-4-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.68 Vert(LL) -0.22 9-10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.40 9-10 >605 240 TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.02 8 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.02 9 >999 240 Weight: 145 lb FT = 5% BCDL 10.0 LUMBER- BRACING - I O CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2D WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD WEBS REACTIONS. (lb/size) 10=1085/0-3-818=1085/0-3-8 Max Horz 10=-281(LC 10) Max Uplift 10=-90(LC 13), 8=-90(LC 12) Max Grav 10=1136(LC 19), 8=1136(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-369/211, 3-4=-882/230, 4-5=-882/230, 5-6=-369/210, 2-10=-440/218, 6-8=-440/218 BOT CHORD 9-10=-132/7201 8-9=-31/630 WEBS 4-9=-181/626, 5-9=-290/284, 3-9=-290/284, 3-10=-880/58, 5-8=-880/58 Structural wood sheathing directly applied or 4-10-14 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-9, 3-9, 3-10, 5-8 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 8. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. 0 WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \`\�I11111111111/////�' \� P. STg2Y1 . QJ.0 G\STiF F�yN''. QO' No. 60900285 = 9 STATE OF �'. O.cs •*' •*HD I ANP••'� ONAi February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 00_MidAtlantic E12493093 Job Truss Truss Type Qty Ply ORDERS EA-10568 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, o.��u s rvuv ,o cu �o rvu , cn muuau �w, ,n�. wn .�o.. , �.V...�. �..,.+ , oy.. , ID:62P41 CAGbgeRYBeRgKE4I8yUEab-dQUOmAAttCkBPfPsW54HLfJxRUC9AIpt2H WggRyAcH I 4-8-4 9-1-0 9i8,8 4-8-4 4-4-12 0-7-8 3x6 8.00 12 8x8 i 3 2x4 13x4 = 3x4 = 4-8-4 9-8-8 4-8-0 5-0-4 Scale=1:109.9 Plate Offsets (X Y) [30 3-3 0-1-12] [40-4-12 0-2-01 "`" — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,51 Vert(LL) -0,02 4-5 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,21 Vert(CT) -0.03 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,28 Horz(CT) -0,00 4 n/a n/a BCLL 0.0 * Code IBC2018rrP12014 Matrix-S Wind(LL) 0,00 5 >999 240 Weight: 139 Ito FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No TOP CHORD REACTIONS. (lb/size) 6=463/0-3-8, 4=453/0-3-8 Max Horz 6=242(LC 12) Max Uplift 4=-348(LC 12) Max Grav 6=539(LC 3), 4=634(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-499/0, 3-4=-259/86 WEBS 1-5=-15/322, 2-4=-390/311 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-61 3-49 2-4, 2-5 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7A6; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) 4=348, 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING • Ver!/y deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7479 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. Betore use, the building designer must verify the applicability of design parameters and properly incorporate this deslgn into the overall building design. Bracing indicated fs 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ``\\1111111111///// S 0� 0STE9 No. 60900285 9; STATE OF ;�4t OAN ////`9/0NA' � February 1912019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493094 ORDERS EA-10569 SPEC 1 1 TJob Reference (optional) NVR, Frederick, MD - 21703, a.z2u s Nov ro to 1 a mi i er urausu ies, uw. aun uaa a IV .ay.0 <v i o adyo I D:62P41 CAGbgeRYBeRgKE418yU Eab-dQ UOmAAttCkBPfPsW 54H LfJzbU E WAlgt2H WggRyAcH I 111 1 5-3-8 1 9-1-0 9r8-iB �1-3-81 4-0-0 33> 9-8 p �8 onn� 3x6 4x12 = 0 0 M 2x4 4x8 = 2x4 11 2x4 9-8-8 i1-3-8 9-1-0 9y`rQ 1-3-8 7-9-8 0-0LID Scale = 1:84.8 Plate Offsets (X Y) [4 0-2-0 0-1-11] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TIC 0.37 Vert(LL) -0.01 2 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.12 Vert(CT) -0.02 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(CT) -0.00 10 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-S Wind(LL) 0.00 2 >999 240 Weight: 183 lb FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Except` 2-7: 2x4 SP No.3 or 2x4 SPF Stud WEBS 2x4 SP No.3 or 2x4 SPF Stud 'Except` 4-5: 2x6 SP No.2 OTHERS 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (lb/size) 9=452/0-3-8, 10=452/0-3-8 Max Horz 9=239(LC 12) Max Uplift 10=-353(LC 12) Max Grav 9=526(LC 18), 10=635(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-474/0 WEBS 1-8=0/408, 3-10=-360/286, 3-8=-334/120 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, Except: 6-0-0 oc bracing: 5-6, 1 Row at midpt 2-8 WEBS 1 Row at midpt 1-93 4-51 3-10, 3-8 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 4x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 10=353. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. © WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE M11-7473 rev. f 0/03/2015 BEFORE USE. Design valid for use only with MiTekiN 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, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N- Lee Street, Suite 312, Alexandria, VA 22314. \\\\\111111111r/r/r GxSTie NO, 60900285 '• STATE OF 1Z 0.0•'' •AND I ANP•� • N����\ February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493095 ORDERS EA-10570 SPEC 1 1 Job Reference (optional) aA0 . A NVR, Frederick, MD - 21703, a.uu s rvov io w io wn r eR uruumns , inu. our <W < voyv , 0:621341 CAGbgeRYBeRgKE418yUEab-5d2PzWBVeVs21 o_24obWtsr7uuYkvA21 HxGNCtyAcHH 1-3-$ 9-1-0 No -3- 7-9-8 0'4'- s_oo 3x6 4x4 �i I� 17 15 14 13 12 11 10 9 3x6 I I Scale = 1:87.7 LOADING (psf) SPACING- 2-0-0 Col. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.40 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.19 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.00 15 n/a n/a BCLL 0.0 * Code IBC2018/TPI2014 Matrix-S Weight: 189 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* except end verticals. 2-15: 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 1 Row at midpt 2-16 8-9: 2x6 SP No.2 WEBS 1 Row at midpt 1-17, 8-93 3-14, 4-130 5-12, 6-11, 7-101 OTHERS 2x4 SP No.3 or 2x4 SPF Stud *Except* 1-16 6-1117-10: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. All bearings 9-5-0. (lb) - Max Horz 17=239(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 9, 13, 12, 11 except 17=499(LC 10), 16=-1322(LC 12), 14=-110(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 15, 9, 14, 13, 12, 11, 10 except 17=1466(LC 12), 16=525(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-258/188, 1-17=-1410/990 WEBS 1-16=-943/1321 NOTES- (15-17) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 ���`\ Sr 4) Unbalanced snow loads have been considered for this design. pig.R2Y 5) All plates are 2x4 MT20 unless otherwise indicated. ��` \� oz *i 6) Gable requires continuous bottom chord bearing. �. J �Cj,\STE/? '• /y �o 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Q Q� ��•'0 8) Gable studs spaced at 1-4-0 oc. _ NO. 60900285 , 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 24-0 wide _ _ will fit between the bottom chord and any other members. a STATE OF 11) Bearing atjoint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ��i 0X% •' :"NDIANP:•' �� % 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 9, 13, 12, 11 �i� F G\ � except Qt=lb) 17=499, 16=1322, 14=110. ��j SS/11NAE� 13) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 17, 7i/7//lli t„\0 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 February 19,2019 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appifcability of design parameters and properly incorporate this des(gn 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 Ml lek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493095 ORDERS EA-10570 SPEC 1 1 Job Reference o tional 9 19.00:29 2018 P 2 NVR, Frederick, MD - 217031 8.220 s Nov 16 2018 MITek Industnes, Inc. Sun Dec age ID:62P41 CAGbgeRYBeRgKE418yUEab-ZpbnBrC7Pp_vfyZFd W61Q401eluzedlAVb?wlJyAcHG 15) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 16) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 17) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekA 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 fs to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required forstabllify and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493096 ORDERS EA-10571 SPEC 1 1 Job Reference o tional P 1 NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 19.00.30 2018 age ID:62P41 CAGbgeRYBeRgKE418yUEab-1?99OBDIA76mG68RBDd_yHxKGh8hN6eKkFIUHmyAcHF - -11 4 5-11-12 7-8-14 10-1-8 12-6-2 14-3-4 20-3-0 1-2- -11-4 5-11-12 1-9-2 2-4-10 2-4-10 1-9-2 5-11-12 -11-4 4x12 4x6 = 3x6 II tOx12 = 5x6 = 3x6 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1,15 TC VIVO Vert(LL) -0.18 11-12 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,54 Vert(CT) -0.26 11-12 >901 240 TCDL 10.0 Rep Stress Incr YES WB 0,27 Horz(CT) 0.01 10 n/a n/a BCLL 0.0 * Code IBC2018ITP12014 Matrix-S Wind(LL) 0.12 11-12 >999 240 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2D BOT CHORD 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 4-613-1217A 1: 2x4 SP No.2 or 2x4 SPF No.2, 2A 3,8-10: 2x6 SP No.2 REACTIONS. (lb/size) 13=1124/0-3-8, 10=1124/0-3-8 Max Horz 13=-281(LC 10) Max Uplift 13=-63(LC 13), 10=-63(LC 12) Max Grav 13=1250(LC 3), 10=1247(LC 4) Scale=1:71.8 PLATES GRIP MT20 197/144 Weight: 189 Ib FT = 5°/a BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1248/141, 3-4=-891/169, 6-7=-889/170, 7-8=-1238/142, 2-13=-1188/113, 8-10=-1176/115 BOTCHORD 12-13=-358/5671 11A2=0/771, 10-11=171/364 WEBS 4-16=-834/269, 14-16=-743/225114-17=-743/225, 6A7=-829/268, 12-15=A42/403, 3-15=-222/377, 11-18=-1411392, 7A8=-223/375, 2A2=-76/567, 8-11=-85/559 NOTES- (13-15) 1) Wind: ASCE 7-16; Vult=130mph 13-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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) Ceiling dead load (5.0 psf) on member(s). 34, 6-79 4,,161 14-161 14-179 6-17 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-12 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 13, 10, 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Attic room checked for U360 deflection. 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 15) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeLiD 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 ihts design Into the overall bulldfng 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 fhe fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \�IIIIIIIII111!//// QJ� Q oSTEI O No.60900285 9 ' STATE OF ,�\ � :!ND I ANP� ��' 0 ON February 19,2019 �1• MTek' 818 Soundside Road Edenton, NC 27932 ORDERS EA-10572 1 SPEC Qty E12493097 NVR, 6x10 = 8.220 s Nov 16 2018 MiTek ID:62P41 CAGbgeRYBeRgKE418yUEab-VCjXc) 1-11 10-1-8 , 12-6-2 ,14-3-4, 20-3-0 1-9-2 ' 5-11-1i 5x6 I I 14 13 12 TT 10 6x10 = 5x6 = 6x8 = 5x6 I I 5x6 = 5-11-12 14-3-4 20-3-0 a-3-R 5-11-12 9 19:00:31 Scale=1:75.6 - - - -- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.81 Vert(LL) -0.13 12A3 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.48 Vert(CT) -0.20 12-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.00 10 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-S Wind(LL) 0.09 12-13 >999 240 Weight: 204 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins, 5-9: 2x4 SP NoA except end verticals. BOT CHORD 2x10 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` JOINTS 1 Brace at Jt(s): 15 4-6,3-13,7-12: 2x4 SP No.2 or 2x4 SPF No.2, 1-14: 2x8 SP No.2 8-10: 2x6 SP No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 10=1131/0-3-8, 22=988/0-3-8 Max Horz 22=-269(LC 8) Max Uplift 10=-63(LC 13), 22=-54(LC 13) Max Grav 10=1249(LC 4), 22=1131(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-686/32, 2-3=-1258/191, 3-4=-890/133, 5-6=-260/33, 6-7=-913/109, 7-8=-1278/124, 1-14=-42/666, 8-1 0=-1 1451107 BOT CHORD 13-1 4=-1 29/942,12-13=01776, 10-12=-58/420 WEBS 4-17=-818/247, 15-17=-766/264, 15-18=-761/266, 6-18=-825/243, 13-20=-105/4869 16-20=-87/530, 3-16=-104/486, 12-21=-81/449, 19-21=-120/3979 7-19=-204/3659 2-14=-735/148, 8-21=-31/413, 1-22=-1202/58 NOTES- (14-16) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-71 4-17, 15-17, 15-18, 6-18 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psfl applied only to room. 12-13 10) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 22. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with MBekr� connector. 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. Addilionai 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, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, ��111111111111!///7 STR00* 4$ i' &�STEq�00 Q Q N No, 60900285 ' a STATE OF ,ONA' February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job I "W. Truss Truss Type Qiy Ply 00_MidAtlantic E12493097 ORDERS EA-10572 SPEC 1 1 Job Reference o tional a 4a.nrnzonto o NVR, Frederick, MD- 21703, O.LLV J IVVV IV LV IV rvlN ion umawuca, II IV, v"n ✓ev v Iv.v..... A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/07/20f5 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, �1. M?ek' 818 Soundside Road Edenton, NC 27932 Job 11 IV, We Truss Truss Type City Ply 00_MidAtlantic E12493098 ORDERS EAA0573 SPEC 1 1 Job Reference (optional) .. I.... C,,.. r a •1 a•na•'17'Jn•I A Donn 1 NVR, Frederick, MD - 21703, o.ctu s rvuv w cv Io vn I an uluu�ulw, u„ ID:62P41 CAGbgeRYBeRgKE4l8yUEab-zOHvptEOikMTWQIgJegS2iOidVr2t 9-v-1 riA1A9 .7-11-11, 10-1-8 12-6-2 14-3-4, 20-3-0 2-9-1 3-2-11 '1-11A52-1-13 ' 2-4-10 1-9-2 ' 5-11-12 sxto = - 18 6x10 = 5x6 = 5-11-12 5-11-12 5xs I 12 11 10 a 10x12 = 3x6 I 1� Scale=1:71.8 Plate Offsets (X Y) [10.0 3 8 0-7-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,86 Vert(LL) -0,14 10-11 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,48 Vert(CT) -0,20 10-11 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,35 Horz(CT) 0.00 9 n/a n/a BCLL 0.0 ` Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.10 10-11 >999 240 Weight: 202 lb FT = 5% BCDL 10.0 LUMBER- TOPCHORD 2x6 SP No.2 `Except' 5-8: 2x4 SP NoA BOT CHORD 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud "Except` 4-673-1197-10: 2x4 SP No.2 or 2x4 SPF No.2, 8-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 9=1035/0-3-8, Max Horz 18=-249(LC 8) Max Uplift 9=-53(LC 12), Max Grav 9=1177(LC 4), 18=991/0-3-8 18 =-54(LC 13) 18=1135(LC 3) 1 2x8 SP No.2 BRACING- TOP CHORD BOT CHORD JOINTS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-697/49, 2-3=-1284/188, 3-4=-910/155, 6-7=-851/155, 7-8=-1234/117, I-IZ=-41/672, 8-9=-1119/93 BOT CHORD 11 A 2=-1 63/962, 10-11=-3/773, 9-10=-122/259 WEBS 4-15=-866/248, 13-15=-791/236, 13-16=-787/236, 6-16=-818/260, 11-14=-86/568, 3A4=-84/517, 10-1 7=-1 78/361, 7-17=-216/365, 2A2=-751/136, 8-10=-53/623, 1-18=-1206/58 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Brace at Jt(s): 13 1 NOTES- (13-15) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7A6; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-71 4A52 13-15, 13-16, 6A6 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10A 1 9) Bearing at joint(s) 18 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 9, 18, 11) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1, 12) Attic room checked for U360 deflection. 0 WARNING - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. f0/03/2015 BEFORE USE. Des(gn valid For use only wish MRek@ connectors. This deslgn Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of deslgn parameters and properly incorporate this design into the overall building deslgn. Bracing indicated is to prevent buckling of indlvlduai 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. G\ \ J• Q�STEq ��O••• fN'� No. 60900285 ' a STATE OF ''. O.o •'•.!/VD I ANP� �SS/t ON Al-e 00 February 19,2019 MT®k' 818 Soundside Road Edenton, NC 27932 LUMBER- TOPCHORD 2x6 SP No.2 `Except' 5-8: 2x4 SP NoA BOT CHORD 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud "Except` 4-673-1197-10: 2x4 SP No.2 or 2x4 SPF No.2, 8-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 9=1035/0-3-8, Max Horz 18=-249(LC 8) Max Uplift 9=-53(LC 12), Max Grav 9=1177(LC 4), 18=991/0-3-8 18 =-54(LC 13) 18=1135(LC 3) 1 2x8 SP No.2 BRACING- TOP CHORD BOT CHORD JOINTS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-697/49, 2-3=-1284/188, 3-4=-910/155, 6-7=-851/155, 7-8=-1234/117, I-IZ=-41/672, 8-9=-1119/93 BOT CHORD 11 A 2=-1 63/962, 10-11=-3/773, 9-10=-122/259 WEBS 4-15=-866/248, 13-15=-791/236, 13-16=-787/236, 6-16=-818/260, 11-14=-86/568, 3A4=-84/517, 10-1 7=-1 78/361, 7-17=-216/365, 2A2=-751/136, 8-10=-53/623, 1-18=-1206/58 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Brace at Jt(s): 13 1 NOTES- (13-15) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7A6; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-71 4A52 13-15, 13-16, 6A6 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10A 1 9) Bearing at joint(s) 18 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 9, 18, 11) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1, 12) Attic room checked for U360 deflection. 0 WARNING - Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. f0/03/2015 BEFORE USE. Des(gn valid For use only wish MRek@ connectors. This deslgn Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of deslgn parameters and properly incorporate this design into the overall building deslgn. Bracing indicated is to prevent buckling of indlvlduai 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. G\ \ J• Q�STEq ��O••• fN'� No. 60900285 ' a STATE OF ''. O.o •'•.!/VD I ANP� �SS/t ON Al-e 00 February 19,2019 MT®k' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply I 00_MidAtlantic E12493098 ORDERS EA-10573 SPEC 1 1 Job Reference o tional NVR, Frederick, MD - 21703, a.ZZU S NOV 10 tvia IVII I eK IIIVUJOICS1 un . aun uw a i a.vv.oc <v io VAL ID:62P41 CAGbgeRYBeRgKE418yUEab-zOHvptEOikMTWQIgJegS2iOidVr2r?OcBZEbLeyAcHD 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 15) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wish MifekO connectors. Th(s design is based only upon parameters shown, and is for an individual buiidtng component, not a truss system. Before use, the buiidtng designer must verify the applicabil(ty of design parameters and properly incorporate this design Into the overall building design. Bracing indicated fs to prevent buckling of individual truss web and/or chord members only. Addiffonal 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qly Ply 00_MidAtlantic E12493099 ORDERS EAA0574 COMN 1 1 Job Reference (optional) a7 nnan a..,-e I NVR, Frederick, MD - 21703, a.LLV 5 IVUV w Lv to rvn I cn a uuaulca0 .UV , �y ID:62P41 CAGbgeRYBeRgKE418yUEab-RarI1 DFeT2UK7atOsLBhawZwAv48aQwmQCz8u5yAcHC 5-2-8� 10-1-81-0 15-0-8 205-2-8-3-0 0-11-4 21.4 4-14-11-0 3x4 II 4x6 = 3x8 = 5x10 = 3x8 = Plate Offsets (X Y)-- [80-5-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1,15 TC 0,68 Vert(LL) -0,23 8-9 >999 360 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,94 Vert(CT) -0,42 8-9 >568 240 TCDL 10.0 Rep Stress Incr YES WB 0.50 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.02 8 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Scale = 1:71.8 PLATES GRIP MT20 197/144 Weight: 143 Ib FT = 5% Structural wood sheathing directly applied or 4-10-5 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 4-8, 2-8, 2-91 4-7 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O,Opsf, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 7, 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIIrPI 1, 9) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/1011i BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 fo prevent collapse wish possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safely Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, `\\\11111111111//!/ QJ� Q G,\STE9 o* N'%. O• % ���• No. 60900285 '• STATE OF ell tSS/ON Al February 19,2019 �1 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlanlic E12493100 ORDERS EA-10575 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.Lcu s rvov la LV la IVII I CR II IVUJOICJ0 Illu. JUV aye ID:62P41CAGbgeRYBeRgKE418yUEab-RarI1DFeT2UK7atOsLBhawZvovEgaX9mQCz8u5yAcHC 0-11-4 3-2-8 6-3-8 11-1-0 12-1-2 0.11-4 3-2-8 3-1-0 459-8 1-0-2 Scale=1:23.5 3x4 = 2X4 II vxo - 3-2-8 5-10-0 6-3-8 11-1-0 3-2-8 2-7-8 0-5-8 4-9-8 Plate Offsets (X Y)-- [5:0-3-10 0-1-81[8:Edge,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0,03 5-7 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.06 5-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,03 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-S Wind(LL) 0.01 9 >999 240 Weight: 53 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 2-8: 2x6 SP No.2, 4-8: 2x12 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. All bearings 4-9-8 except Qt=length) 2=0-3-8. (lb) - Max Horz 8=173(LC 8) Max Uplift All uplift 100 lb or less at joints) 2, 8, 7, 5 Max Grav All reactions 250 lb or less at joint(s) 8, 8 except 2=343(LC 1), 7=584(LC 19), 5=429(LC 19) FORCES. (lb) -Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-7=-558/151 NOTES- (11-13) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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 atjoint(s) 2, 8, 79 5. 9) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 8, 71 5, 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors. This design (s based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer muss 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, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Q O No. 60900285 = a '• STATE OF OAN •AND s%9;ONA' follil February 19,2019 �1 MTek' 818 Soundside Road Edenton, NC 27932 ORDERS I EA-10576 Truss Type I Qty I Ply 100_MidAtlantic E12493101 rr• Job Reference NVR, -0-11-4 0-11-4 3x4 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:00:34 2018 Page 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-wnPgEZGGELcBljSCQ3iw7751 QJU3J_vvfsjhQXyACHB LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d TCLL 30.0 Plate Grip DOL 1,15 TC 0.91 Vert(LL) -0.07 2-4 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,58 Vert(CT) -0.13 2-4 >521 240 TCDL 10.0 Rep Stress Incr YES WB 0,00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 ' Code IBC2018/TPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP N0.2 or 2x4 SPF N0.2 WEBS 2x6 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud REACTIONS. (lb/size) 2=383/0-3-8, 4=287I0-3-8 Max Horz 2=93(LC 8) Max Uplift 2=-76(LC 8), 4=-63(LC 12) Max Grav 2=526(LC 19), 4=387(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-330/98 4x8 = 4x4 = PLATES MT20 Weight: 29 Ib I� 0 GRIP 197/144 Scale = 1:16.6 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) 11asd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. © WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer muss 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform ationovaila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ```�111111111111/ff77' �� P' STIg2y� 0� QJ•Q�G\STFAa FAN.. Q i No. 60900285 = 9 STATE OF li00000000 jsS/ONALe I February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 4x8 = 4x4 = PLATES MT20 Weight: 29 Ib I� 0 GRIP 197/144 Scale = 1:16.6 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) 11asd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. © WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer muss 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform ationovaila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ```�111111111111/ff77' �� P' STIg2y� 0� QJ•Q�G\STFAa FAN.. Q i No. 60900285 = 9 STATE OF li00000000 jsS/ONALe I February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qly Ply 00_MidAtlantic E12493102 ORDERS EA-10577 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.ctu s rvov 10 LV 10 Ivll1 CM1 IIIUVJOICJ1 IIIV. Juu uc� o ice. �. oy� , ID:62P41 CAGbgeRYBeRgKE418yUEab-Ozz2RvHu7fk2Nt00_mD9fLeBS!lx2H73uWSFyzyAcHA - -11- B-10-12 tt-11-0 17-9-8 1 -8-1 -i 1- B-10-12 3-0-4 5-10-8 -11- 4 14 4x4 \\ 3x6 /i 15 P 228 16 129 �7 27 co 30 8x8 = 26 25 �0 22 21 20 19 24 3x8 = 334x6 i 6.00 12 5x7 = 11-11-0 5-11-8 11-7-8 11-1Q-t2 17-9-8 5-11-8 5-8-0 5-10-8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1,15 TC 0,95 Vert(LL) -0.37 28 >368 360 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,92 Vert(CT) -0,54 28-29 >255 240 TCDL 10.0 Rep Stress Incr YES WB 0,65 Horz(CT) 0,54 24 n/a n/a BCLL 0.0 ' Code IBC2018/TPI2014 Matrix-S Wind(LL) 0,25 29 >552 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2D TOP CHORD BOT CHORD 2x6 SP No.2 "Except` BOT CHORD 28-33: 2x6 SP No,1 D, 18-23: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x6 SP No.2 *Except* 12-23: 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS REACTIONS. (lb/size) 33=823/0-3-8118=693/0-3-8, 24=405/0-3-8 Max Horz 33=-250(LC 10) Max Uplift 33=-106(LC 12), 18=A50(LC 12). 24=-188(LC 13) Max Grav 33=945(LC 19), 18=701(LC 22), 24=607(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-33=-932/0, 2-3=-888/0, 3-4=-677/0, 4-5=-671/63, 5-6=-583/85, 6-7=-870/295, 7-8=-367/150, 8-9=-556/326, 9-10=-556/328, 10-11=-690/296I 11-12=-409/269I 12-13=-502/237, 13-14=-540/204, 14-15=-586/170, 15-16=-653/151, 16-18=-621/134 BOT CHORD 32-33=-114/427, 31-32=-149/369, 30-31=-148/432, 29-30=-137/433, 28-29=-218/673, 27-28=-120/434, 26-27=-98/278, 25-26=-150/469, 24-25=-173/502, 23-24=-605/142, 11-23=438/45, 22-23=-79/3771 21-22=-81/378, 20-21=-81/378, 19-20=-81/378, 18-19=-81/378 WEBS 9-26=402/575, 8-27=-474/232, 7-28=-209/610, 6-29=-532/280, 12-23=-302/409 A Scale=1:66.8 PLATES GRIP MT20 197/144 Weight: 196 lb FT = 5% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-6-0 oc bracing: 29-30 2-2-0 oc bracing: 27-28 6-0-0 oc bracing: 23-24. 1 Row at midpt 10-25 NOTES- (14-16) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (Le, 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) Bearing at joint(s) 33 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7479 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 fhe applicabllify of design parameters and properly Incorporate this design into the overall building design. Bracing indicated fs 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 properly damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informotionavallabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, \`\\�1111111111111/////,,i � P.6060600 STR2y� /wo S,Q�O1STEq�. F1z Q. O• NO. 60900285 9'-, STATE OF ;'1JZ February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493102 ORDERS EA-10577 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.LLU 5 IVOV -10 LV I V IVII I eK IIIUU5UICJ, 11I10. JUII IJCI: a IJ.V V.JJ Gv 10 raya AIL ID:62P41 CAGbgeRYBeRgKE418yUEab-Ozz2RvHu?fk2Nt00_mD9fleBSilx2H?3uWSFyzyAcHA NOTES- (14-16) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 33=106, 18=150, 24=188. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 15) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 16) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll•7473 rev. 10/03/20f5 BEFORE USE. Design valid for use only with MTeI:®connectors. This design fs based only upon parameters shown, and (s for an Individual bulldtng 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 bulldtng design. Bracing indicated is fo 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, seeANSIf1PIl Quality Criteria, DSB-89 and BCSI Building Component Safety Informaflonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek' 818 Soundside Road Edenton, NC 27932 Job w Truss Truss Type Qty Ply 00_MidAtlantic E12493103 ORDERS EA-10578 SPEC 1 1 Job Reference (optional) I..,. C,,� rf o 4O afl•ZR 7n IA Dino 9 NVR, Frederick, MD - 21703, ID:62P4 11 1 5-11-8 2-11 4 3-0-0 4x6 = 13 3x4 I I 6.00 12 3x8 bbYUkOCYBRT6DWngNC6ACoUPyAcH9 Scale = 1:67.1 LOADING (psf) SPACING- 2-0-0 CSI, DEFL, in (oc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0,05 12-13 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,39 Vert(CT) -0,11 12-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,90 Horz(CT) 0.08 8 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-S Wind(LL) 0.03 12 >999 240 Weight: 149 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 5-10: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud No.2 REACTIONS. (lb/size) 13=962/0-3-818=962/0-3-8 Max Horz 13=-250(LC 10) Max Uplift 13=-84(LC 13), 8=-84(LC 12) Max Grav 13=1030(LC 19), 8=1030(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1343/152, 3-4=-790/225, 4-5=-774/236, 5-6=-979/152, 2-13=-1020/216, 6-8=-961/119 BOT CHORD 12-13=-296/383, 11-12=-125/963, 10-11=-12/573 WEBS 3-12=-90/760, 3-11=-943/325, 4-11=-287/668, 5-11=-201/273, 2A2=0/7369 6-9=-29/396 Structural wood sheathing directly applied or 4-2-11 except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, 6-0-0 oc bracing: 9-10, NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 13, 8, 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Verily des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MTek®connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing tndicafed is to prevent buckling of indlvfduai truss web and/or chord members only. Addiftonal temporary and permanent bracing is always required for sfabllily and fo prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informalionavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, oc purlins, Except: \\`\\\�tt►tISrI///////��i No. 60900285 ' o STATE OF F li 19&/ONA' tEaC; Wo February 19,2019 MTek' 816 Soundside Road Edenton, NC 27932 00_MidAtlantic E12493104 Job Truss Truss Type Qty Ply ORDERS EA-10579 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, S.LZU s rvov 76 ZUIa MI1 eK Inau5ine5I Inc. Jun veu 5 iava:or cv io teat i ID:62P41 3-0-4 4x6 = Scale 12 3x4 I I 6.00 12 3x8 8-10.12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) I/deft Ud PLATES TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.05 11-12 >999 360 MT20 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,39 Vert(CT) -0,11 11-12 >999 240 TCLL 10.0 Rep Stress Incr YES WB 0,90 Horz(CT) 0.08 7 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2018ITP12014 Matrix-S Wind(LL) 0.03 11 >999 240 Weight: 148 lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* except end verticals. 5-9: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2x4 SP No.3 or 2x4 SPF Stud 6-0-0 oc bracing: 8-9, REACTIONS. (lb/size) 12=964/0-3-817=872/0-3-8 Max Horz 12=241(LC 9) Max Uplift 12=-82(LC 13), 7=-80(LC 12) Max Grav 12=1032(LC 19), 7=941(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1346/166, 3-4=-792/227, 4-5=-781/237, 5-6=-979/150, 2-12=-1021/224, 6-7=-872/115 BOT CHORD 11 -1 2=-308/363, 10-11=-156/942, 9-10=-31/579 WEBS 3-11=-108/743, 3-10=-944/344, 4-10=-292/679, 5-10=-209/261, 6-8=-19/445, 2-11=01737 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 7, 9) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with Mirek®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 tndfcated is fo prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always requ'ved for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, GRIP 197/144 FT = 5% oc purlins Except: , \\`�Itllllllllll/////// �Q� FO• . N ���• NO.60900285 STATE OF 140� February 19,2019 �1 MiTek• 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Oily Ply 00_MidAtlantic E12493105 ORDERS EA-10580 SPEC 1 1 Job Reference (optional) n An.nn.•ta 7n1G Dane I NVR, Frederick, MD - 21703, a.ca rvuv �o cv o rvu i cn muuau co, un . �u,i . cv y ID:62P41CAGbgeRYBeRgKE418yUEab-GkCZHGKP3uFUsVKADc15gBpORKic_9Cep8QS5kyAcH6 11-2-0 -11 s-00-0 9-A 0-1- 12-9-8 20.3-0 1-2 -11 5-t0-0 3-3-0 1-0-81-0-B 1-7-8 7-5-8 -1144 3x6 4x6 = 3635 34 33 32 31 30 29 28 27 26 25 24 23 22 2120 4x4 = 5x6 = 4X4 = 11-2-0 5-10-0 9-1-0 10-1-✓) 12-9-8 20:3-0 5-10-0 33.1-0 1-0� 8� 7-5-8 Scale = 1:73.3 Plate Offsets (X Y) [28:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TIC 0.38 Vert(LL) -0,00 18 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,23 Vert(CT) 0,00 18 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 20 n/a n/a BCLL 0.0 * Code IBC2018/TPI2014 Matrjx-S Weight: 230 lb FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. All bearings 20-3-0 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. JOINTS 1 Brace at Jt(s): 37, 38, 42, 47, 48 (Ib) - Max Horz 36=281(LC 11) Max Uplift All uplift 100 Ib or less at joints) 32, 33, 34, 25, 24, 23, 22, 31 except 36=-442(LC 10), 20=-407(LC 11), 30=-133(LC 12)135=-501(LC 12), 21=-483(LC 13), 26=-121(LC 13) Max Grav All reactions 250 lb or less atjoint(s) 32, 33, 34, 25, 24, 23, 22. 31, 26, 28 except 36=545(LC 9), 20=513(LC 8), 30=272(LC 19), 35=443(LC 10), 21=417(LC 11), 27=279(LC 20), 29=273(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-327/297, 7-8=-126/257, 8-9=-194/337, 9-10=-172/266, 10-11=A72/259, 11-12=-193/326, 12-13=-130/253, 17-18=-307/275, 2-36=-327/245, 18-20=-311/225 WEBS 44-46=-253/56, 38-46=-253/56 NOTES- (1 E 17) 7-1 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7A6; Pf=30.0 psf (Lum DOL=1A5 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs `��� P, STR2y non -concurrent with other live loads. 6) All plates are 3x4 MT20 unless otherwise indicated. �.`�` J�� '(j\STE/� '• 7) Gable requires continuous bottom chord bearing. Q� Q� Fo�''�N 8) Truss to be fully sheathed from one face or securely braced against lateral movement (j.e, diagonal web). No. 60900285 •; 9) Gable studs spaced at 1-4-0 oc. - 10) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 11) * 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 00 STATE OF will fit between the bottom chord and any other members. 12) Bearing at joint(s) 36, 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity �i� O� •• e1NDj ANP,•* capacity of bearing surface. ��i F "'•••"' G� �`� 13) Provide mechanical niical connectionat=lb36=(by others) of 30=s to bearing p21ecapable of withstanding 100 lb uplift atjoint(s) 32, 33, 34, 25126=121./SS';ONAi tE�\`\�`�` 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 February 19,2019 Q WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiiekO 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 MTek• 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type City Ply 00_MidAtlantic E12493105 ORDERS EA-10580 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 217031 8,220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:00:39 2018 Page 2 ID:62P41CAGbgeRYBeRgKE418yUEab-GkCZHGKP3uFUsVKADcl5gBpORKIc_9Cep8QS5kyAcH6 15) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 16) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 17) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. f0/03/2015 BEFORE USE. Design valid for use only wish Mirek®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 fnd(cated is to prevent buckling of Individual truss web and/or chord members onty. Add(tlonal temporary and permanent bracing is always required for stabllily and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Cdteda, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493237 ORDERS EA-10609 MONO 1 1 Job Reference (optional NVR, Frederick, MD - 21703, a.uu s rvov io tv io ivn i erc uiuwuros, uw. oun ucc o i�1 .04 w o 4y0 ID:62P41CAGbgeRYBeRgKE418yUEab-PhsOWa41_J3cQ6AOpo7D8SsUy6HRENABRJiSYSyAcD7 -11- 6-4-0 13-0-0 14-1-6 -11-4 6-4-0 Scale = 1:54.8 3x8 3x4 6 Io 6x8 11 4x4 = 13-2-0 r 6-4-0 12-8-0 11-0;0 i 6y_0 6-0-0 0-0- Plate[2:0-3-8 Edge] [3:0-4-0 0-3-41 [4:0-1-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.77 Vert(LL) -0,04 8-9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.41 Vert(CT) -0.08 2-9 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0,78 Horz(CT) 0.04 7 n/a n/a BCLL 0.0 Code IBC2018ITP12014 Matrix-S Wind(LL) 0.04 2-9 >999 240 Weight: 85 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Left: 2x4 SP or SPF No.3 or Stud REACTIONS. (lb/size) 2=701/0-3-8, 7=768/0-3-8 Max Horz 2=393(LC 12) Max Uplift 7=-268(LC 12) Max Grav 2=724(LC 19), 7=1001(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-786/0, 7-8=-102/438, 4-7=-529/177 BOT CHORD 2-9=-182/5361 8-9=-183/534 WEBS 3-8=-647/223, 3-9=0/298 Structural wood sheathing directly applied or 5-6-11 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 7-8 Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (11-13) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) Bearing atjoint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 7=268. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 13) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. © 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 MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \\\\111111111//! 0 NO 'al1STSIq s F��0 • No.60900285 _ STATE OF i 1 0.c`••':iHpIANIk February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493240 ORDERS EA-10612 COMN 1 1 Job Reference (optional) 9 19:04:57 2018 P 1 NVR, Frederick, MD - 217030 8.220 s Nov 16 2018 MITek Industries Inc, Inc. Sun Dec age ID:62P41CAGbgeRYBeRgKE418yUEab-gGY9967vHERBIZuzUxhwm5UzVKGrRkGd7Hw69nyAcD4 4-6-8 10-1-8 15-8-8 20-3-0 2,1-2-p 5-7-0 5-7-0 4-6-8 -11-4 5x6 10 y 1s �v a 7 Us = 3x4 = 5x6 = LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1,15 TC 0.94 Vert(LL) -0.16 8-9 >999 360 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.56 Vert(CT) -0,22 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 ' Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.02 8-9 >999 240 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2D BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 7=1087/0-3-8312=967/0-3-8 Max Horz 12=-271(LC 8) Max Uplift 7=-87(LC 13), 12=-80(LC 13) Max Grav 7=1137(LC 20), 12=1018(LC 19) 4x4 = Scale=1:70.3 IW PLATES GRIP MT20 197/144 Weight: 154 Ib FT = 5% BRACING- HORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-394/190, 2-3=-1056/274, 3-4=-1052/292, 10-11=0/737, 1-11=0/737, 5-7=-297/175 BOT CHORD 9A 0=-1 25/736, 8-9=-9/519, 7-8=-23/657 WEBS 2-9=-298/3017 3-9=-207/47013-8=-225/484, 4-8=-285/319, 2-10=-828/29, 4-7=-1041/38, 1-12=A051/82 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opof, BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 12, 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/OJ/20f5 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is loran 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. Addit(onal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. rorgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DW89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. � ,*go STR2y� O. ���• IIZ NO. 60900285 '• = STATE OF February 19,2019 MTek" 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493241 ORDERS EA-10613 MONO 1 1 Job Reference o tional 9 19 04:58 2018 Page 1 NVR, Frederick, MD - 217031 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec ag ID:62P41 CAGbgeRYBeRgKE418yUEab-IS6XMx7X2YZ2vjT92eC9J11AbjeHABzmMxgghEyAcD3 6-4-4 13-0-0 14-1-6 6.4.4 6-7-12 1 Scale = 1:56.0 3x4 I I 4x4 = 13-2-0 i 6-44 12-8-0 1 a -CEO 6-0-0 6-3-12 o-4-0 Plate Offsets (X Y) [1 0 0 3 0 0 4] [1 0 0 5 0 4 01 11 :0-3-8 Edge] [3:0-1-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,79 Vert(LL) -0,04 7-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,42 Vert(CT) -0,08 1-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 Code IBC20181TPI2014 Matrix-S Wind(LL) 0,03 1-8 >999 240 Weight: 83 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD REACTIONS. (lb/size) 1=610/0-3-816=772/0-3-8 Max Horz 1=381(LC 12) Max Uplift 6=-269(LC 12) Max Grav 1=634(LC 18), 6=1005(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-762/0, 6-7=-104/441, 3-6=-529/177 BOT CHORD 1-8=-186/5462 7-8=-186/546 WEBS 2-8=0/3001 2-7=-659/225 Structural wood sheathing directly applied or 5-5-3 oc purlins, except end verticals. Except: 10-0-0 oc bracing: 6-7 Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=269. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. Q WARNING - Veriry 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 Miiek@ connectors. This design is based only upon parameters shown, and is loran 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, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component Safety Inform a tionavaila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \\\\�uu I uurrr�r WZ QJN.Q�G\STEq�. F�N'.�� Q� NO.60900286 '• �'• STATE OF ' Q' O.o••':INDIANP••'•�k ,ipsS;ONAi February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493242 ORDERS EA-10614 COMN 1 1 Job Reference o tional NVR, Frederick, MD - 21703, a.zzu s Ivov T b zu l a mi i ex inausrnes, urc. oun vec a IV Vff UV w 10 rayc ID:62P41CAGbgeRYBeRgKE418yUEab-megvaH89prhvXt2McMjOrWaJM7yJvekwbbPDDgyAcD2 4-6-8 10-1-8 15-6-8 1 20-3-0 5x7 = x4 = 10 1 4-6-8 S-7-0 3x8 = 3x4 = 4x6 5x6 = 4x4 = I� Scale = 1:70.3 6-4-13 13-10-3 20-3-0 6-4-13 7-5-5 6-4-13 Plate Offsets (X Y) [1'Edge 0-1-7] [TO-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0,16 7-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.22 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.02 6 n/a n/a Code IBC2018/TPI2014 Matrix-S Wind(LL) 0,02 7-8 >999 240 Weight: 152 lb FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2D BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 6=998/0-3-8311=969/0-3-8 Max Horz 11=-253(LC 8) Max Uplift 6=-78(LC 12), 11=-80(LC 13) Max Grav 6=1048(LC 20), 11=1019(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 4-6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-391/172, 2-3=-1058/270, 3-4=-1060/289, 9-10=-3/738, 1-10=-3/738 BOT CHORD 8-9=-142/725, 7-8=-19/507, 6-7=-39/664 WEBS 2-8=-298/300, 3-8=-205/4713 3-7=-223/492, 4-7=-295/318, 2-9=-829/36, 4-6=-1039/64, 1-11=-1052/82 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 11. 8) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info 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, seeANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. c,1STEq0 Fiytoo N NO.60900285 = a STATE OF O.c�'.lNDIANP••' 4/' February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 REACTIONS. (lb/size) 6=998/0-3-8311=969/0-3-8 Max Horz 11=-253(LC 8) Max Uplift 6=-78(LC 12), 11=-80(LC 13) Max Grav 6=1048(LC 20), 11=1019(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 4-6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-391/172, 2-3=-1058/270, 3-4=-1060/289, 9-10=-3/738, 1-10=-3/738 BOT CHORD 8-9=-142/725, 7-8=-19/507, 6-7=-39/664 WEBS 2-8=-298/300, 3-8=-205/4713 3-7=-223/492, 4-7=-295/318, 2-9=-829/36, 4-6=-1039/64, 1-11=-1052/82 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 11. 8) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info 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, seeANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. c,1STEq0 Fiytoo N NO.60900285 = a STATE OF O.c�'.lNDIANP••' 4/' February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493249 ORDERS EA-10623 SPEC 1 1 Job Reference o tional NVR, Frederick, MD - 217031 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 19.05.08 2018 Page 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-?NiJSMFphcgd6FE4dlOViPSyG16OVsKEfV5B1 eyAcCv S_1.4 5-10-3 4x6 = 3x4 = 3x4 3x4 3x4 = 10 11 9 12 8 3x4 14 Scale = 1:36.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0,01 9-10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,14 Vert(CT) -0,02 2-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 * Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.01 2-10 >999 240 Weight: 69 lb FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 SP No.3 or 2x4 SPF Stud 10-0-0 oc bracing: 7-8. REACTIONS. All bearings 11-6-12. (lb) - Max Horz 2=140(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 2 except 10=-167(LC 12), 8=-128(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2 except 9=488(LC 22), 10=654(LC 19), 8=562(LC 20), 8=378(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=-348/23, 3-10=-551/211, 5-8=-444I150 NOTES- (12-14) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 4-0-0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2 except at=lb) 10=16718=128. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 info 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ���� P• STg2 /`�ii \ i Q,• QZ�,srF19 ••;y 00 �•N No. 60900285 a STATE OF �1' 0810NAi 10\````�� February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Ia4wiO.•11 Truss Truss Type Qty Ply 00_MidAtlantic E12493252 ORDERS EA-10633 SPEC 1 1 Job Reference o tional ,. Inn C,,n rlen o 1Donn 1 NVR, Frederick, MD - 21703, o.ccu s wuv �o cv,o rvu i cn n n.umnca, n,.,. v..,, ..w .. , , �., ., ...y.. . ID:62P41 CAGbgeRYBeRgKE418yUEab-PyOS5OHh_XCCzjzfJtXCK23SIzyHi4KhLTJsdzyAcCs 4-11-8 9-7-7 13-10-0 18-9-4 23-7-8 4-11-8 4-8-0 4-2-9 4-11-4 4-10-4 16 15 14 13 3x4 II 6x6 = 6x8 = 4x4 = 3x6 = io 12 �� 4x6= 4x4 II 3x6 = I� 0 I� Scale = 1:86.0 4-11-8 9-7-7 13-10-0 19-9-0 23-7-8 4-11-8 4-8-0 4-2-9 5-11-0 3-10-8 Plate Offsets (X Y) [1 Edge 0 3 8] [11 0 2 8 0 3 0] [12Edge 0-3-81 [14:0-2-12 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,57 Vert(LL) -0.16 10-11 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,93 Vert(CT) -0.28 1Owl 1 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,78 Horz(CT) 0.07 7 n/a n/a BCLL 0.0 ` Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.05 10-11 >999 240 Weight: 208lb FT=5% BCDL 10.0 LUMBER- BRACING - TOP . CHORD 2x4 SP N0.2 or 2x4 SPF No2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Except' 9-11: 2x4 SP No.3 or 2x4 SPF Stud, 1Owl 2: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` 6-7: 2x4 SP No.2 or 2x4 SPF No.2 WEBS REACTIONS. (lb/size) 16=1205/0-3-827=1318/O-3-8 Max Horz 16=523(LC 12) Max Uplift 7=-265(LC 12) Max Grav 16=1439(LC 19), 7=1512(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2120/0, 2-3=-1867/0, 3-4=-1495/0, 4-5=-1498/10, 7-9=-1155/308, 1-16=-1383/13 BOT CHORD 15-16=-530/260, 14-15=-437/18909 13-14=-234/596, 12-13=0/692, 10-11=-103/358, 9-10=-144/430, 7-8=0/1210 WEBS 2-15=-322/42, 2-14=-336/161, 3-14=-343/0, 3-11=-569/135, 5-9=-1070/270, 1A5=0/1809, 11-13=0/406, 4-11=-370/210, 5-11=-136/1520, 10-13=-756/108, 11-14=-75/12362 7-10=-1168/0 Structural wood sheathing directly applied or 3-6-11 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-0-0 oc bracing: 9-11 1 Row at midpt 5-9, 4-13 2 Rows at 1/3 pts 6-7 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph 13-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) Bearing at joint(s) 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=265. 8) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1, 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MRekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, fhe building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckl(ng 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, \`111111111111///// QS .* I GP TE9�. FN e O a N0.60900285 � 0 Now, fthft STATE OF AZ0.ii�,�' :I/VDIANP� �4i v� �� Feb000 ruary 19,2019 �1 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493254 ORDERS EA-10635 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.LLU 5 IVUV 70 LV 10 IVII I CR IIIUUSUICJI IIIU. AUII VCU a i a.uo. w �oy� ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-MLWCW3JxW9SwC 172QIzgPT9oNmgaAwM_pmoyisyAcCq 4-11-6 94-7 14 6-8 19-9-0 23-7-8 4-11-8 4-8-0 4-11-0 5-2-9 3-10-8 3x4 12 11 10 Iv 9 �� 3x4 = 3x8 = 5x10 = 4x4 = 6x6 = 44 = ja Scale = 1:86.0 9-7-7 14-6-8 19-9-0 23-7-8 9-7-7 4-11-0 5-2-9 3-10.8 Plate Offsets (X Y)-- [11:04-12 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,56 Vert(LL) -0.22 11-12 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,82 Vert(CT) -0.45 11-12 >625 240 BCDL 10.0 Rep Stress Incr YES WB 1,00 Horz(CT) 0.12 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.06 10-11 >999 240 Weight: 189 lb FT = 5% — LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins, 3-6: 2x4 SP No.2D except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-11-7 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud "Except` WEBS 1 Row at midpt 6-71 4-91 2-12, 5-7 6-7: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (lb/size) 7=1167/0-3-8, 12=1167/0-3-8 Max Hon 12=523(LC 12) Max Uplift 7=-356(LC 12), 12=-11(LC 12) Max Grav 7=1245(LC 18), 12=1400(LC 18) FORCES. (lb) -Max. TOP CHORD BOT CHORD Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1-2=-254/24, 2-3=-1813/0, 3-4=-1154/0, 4-5=-564/0, 1-12=-252/60 11-12=-507/1783, 10-11=-334/1559, 9-10=-232/878, 7-8=-108/382, 8-9=-187/912, WEBS 5-8=-148/910 2-11=-265/205, 3-11=-7/319, 3-10=-977/146, 2-12=-1928/8, 5-7=-1114/316 4-10=-48/742, 4-9=-973/245, NOTES- (8-10) 11 Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 12 except Qt=lb) 7=356. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/fPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev. 1W03/2015 BEFORE USE. Design valid for use only with MTekO 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 fhfs 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \�1tt11111111/////// 00040 STR0 Q = NO. 60900285 9 STATE OF OA\ :'ND I ANPGN��\�.�. i1i11&%91ONA'�� t\\\\\\�� February 19,2019 M��• 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493255 ORDERS EA-10636 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 217031 KSZ a.LLU SIVOV 10 LV 10 IVII ItlR IIIUUJUICJ, ull:. owl ucc a IavJ. iv cv,o rayo i ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-gX4ajPKaHSangAhE_?UvyghslA1 QvPn72QYWElyAcCp 9-1-0 12-11-3 16-11-12 1-6 ' 6-1-10 3-10-3 4-0-9 4x6 = 3x4 I 2-11-6 9-1-0 16-11-12 2.11-6 6-1-10 7-10-12 Scale = 1:46.2 Plate Offsets (X Y) [5 0-0-0 0-0-7] [50-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.10 5-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.65 Vert(CT) -0,21 5-6 >971 240 BCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.09 5 n/a n/a BCLL 0.0 Code IBC2018rTPI2014 Matrix-S Wind(LL) 0.04 6-7 >999 240 Weight: 89 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2D'Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Right: 2x4 SP or SPF No.3 or Stud REACTIONS. (lb/size) 8=834/0-3-8, 5=834/0-3-8 Max Horz 8=150(LC 9) Max Uplift 8=-73(LC 12), 5=-66(LC 13) Max Grav 8=918(LC 18), 5=911(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-877/156, 1-2=-2174/365, 2-3=-1049/109, 3-4=-948/150, 4-5=-1284/143 BOT CHORD 6-7=-383/1769, 5-6=-71/993 WEBS 1-7=-286/18381 2-7=-73/421, 2-6=-1101/369F 3-6=-23/527, 4-6=-408/172 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�,ttttl I III ff��7 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' will fit between the bottom chord and any other members. `��� P, ST• ,p>)e 6) Bearing at joint(s) 8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify `��� �� •.• '••••. �� ��� capacity of bearing surface. �� •� G1STEq •• �� p tY 9 . Q ' ZI F•' %y 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 8, 5. Q QQ O•'; (P 8) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI TPI 1. _ No. 60900285 •; 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction = to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of '9 STATE OF 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. (V 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the ��� ON••. /HD[ANP;; 0 �� \4� required maximum reaction. N q i�sS;ONAI tiN* ` February 19,2019 OMENS © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek• 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Inform atlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlanlic E12493256 ORDERS EA-10637 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 217030 a.ZZU s rvov 70 [vio mi i arc uwusulcsI nw. owi �cu a ,a.vo. 14 <..,u ruyc , H7LZiNO8G7nyStAj-gX4ajPKaHSangAhE_?Uvygh_gAOMvYe72QYW EIyAcC p 4x6 = Scale = 1:34.7 r,;str. I" O Plate Offsets (X Y) 1-1-5 [6:0 4 0 0 4 81 7-11-11 7-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,47 Vert(LL) -0,14 1-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,72 Vert(CT) -0,24 1-6 >832 240 TCDL 10.0 Rep Stress Incr YES WB 0,29 Horz(CT) 0.01 5 n/a n/a BCLL 0.0 * Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.07 1-6 >999 240 Weight: 89 lb FT = 5% BCDL 10.0 LUMBER- TOPCHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x6 SP No.2 *Except* 6-7: 2x6 SP No.1 D WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 5=834/0-3-817=834/0-3-8 Max Horz 7=-136(LC 8) Max Uplift 5=-75(LC 13), 7=-54(LC 12) Max Grav 5=913(LC 19), 7=934(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1409/142, 2-3=-1032/119, 3-4=-984/125, 4-5=-1344/131 BOT CHORD 1-6=-148/1133, 5-6=-58/1030 WEBS 2-6=-506/183, 3-6=-51/682, 4-6=420/175 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Veri/y deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1ar03/2015 BEFORE USE. Design valid for use only with M1ek®connectors. This deslgn is based only upon parameters shown, and fs for an individual building component, not a truss system. Before use, the building designer must verify the applicability of deslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated fs 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 genera( guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,. QAN.Q�G\STE90. F�yN''. O• ���• NO. 60900285 '• ' a •' STATE OF ' Q i •.. rA S/ONA1�C t�\\\����� February 19,2019 MiTek' 818 Soundslde Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493257 ORDERS EA-10638 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, d.22u s Nov lb zu i a mi i eK mausuies, uw. our] ueu i a.va. i a �a i o rcgc I D:Ivfs3Zn6CeuH7LZi NO8G7nyStAj-IjdywlLC2mieSKGQYj08VuEF5aX?e2fGG4H3mlyAcCo 1-5-8 2-11-6 9-1-0 16-11-12 1-5-8 1-5-14 6-1-10 7-10-12 4x6 = Scale = 1:41.4 �5 1-5-8 2-11-6 16-11-12 � 1-5-8 �4 14-0.6 Plate Offsets (X Y)-- (13:0-0-0 0-0-111 [13.0-1-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TIC0.10 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.05 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 13 n/a n/a x Code IBC20181TPI2014 Matrix-S Weight: 107 Ib FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 Right: 2x4 SP or SPF No.3 or Stud REACTIONS. All bearings 16-11-12. (Ib) - Max Horz 25=150(LC 9) Max Uplift All uplift 100 lb or less at joints) 23, 13, 14, 15, 21, 22 except 25=-101(LC 8), 24=-120(LC 12) Max Grav All reactions 250 lb or less at joint(s) 25, 231 13 20, 21, 22, 24 except 14=299(LC 19) BRACING- TOP CHORD BOT CHORD 16, 15, 16, 17, 18, 19, FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 23-24. NOTES- (13-15) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 23, 135 14, 15, 16, 17, 18, 19, 20, 21, 22 except Qt=lb) 25=101, 24=120, 11) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 23, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 24. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE Ml1-7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MiTekCil 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, seeANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Inform ationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. to 00 0::gg Al as so No. 60900285 = "a •' STATE OF Q7 O.c\••'••1NDIANP�& �'98/ON Ai t�aG` February 19,2019 �1 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493257 ORDERS EA-10638 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MITek Indusirles, Inc. Sun Dec 9 19.05.16 2018 Page 2 ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-mwBL85Lgp4gU3Urd5QXN15nQr tENVvQVkicJByAcCn 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 15) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/20f5 BEFORE USE. Des(gn valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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. Add(tfonal temporary and permanent bracing Is always required for stabllily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safely Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, M?ek' 818 Soundslde Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493258 ORDERS EA-10639 COMN 1 1 Job Reference (optional) T. 6 ,..a,,Mrl. .... � ,e,iW"In rjn. a io-nn,iA onhR Pang 1 NVR, Frederick, MD - 21703, 0-1 I-4 0-11-4 -0 ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-mwBL85Lgp4gU3Urd5QXN 15nG7.iTNOJQVkl cJByAcCn 13-10-12 1 17-7-8 118.6A2, 4x6 = ono - sxa = Sl Scale=1:34.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.11 9-10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.74 Vert(CT) -0.23 9-10 >896 240 TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.03 8 n/a n/a BCLL 0.0 ' Code IBC2018/TP12014 Matrix-S Wind(LL) 0.02 9 >999 240 Weight: 98 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=953/0-3-8, 8=953/0-3-8 Max Horz 10=80(LC 12) Max Uplift 10=-110(LC 12), 8=-11O(LC 13) Max Grav 10=1037(LC 19), 8=1037(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-987/112, 4-5=-987/112 BOTCHORD 9-10=A68/103618-9=-88/1035 WEBS 3-9=-313/171, 4-9=0/374, 5-9=-313/172, 3-10=-1233/155, 5-8=-1233/155 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.3 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 atjoint(s) except (jt=lb) 10=110, 8=110, 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MOek® 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 fo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, �II1111111111!/// .. �i QJ. QSTE9�. •• o O. NQ, 60900285 = ' •' STATE OF 04\ of 0 /ON Ai IEN February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 01_MidAtlantic-Girder-Int E12519278 ORDERS EA-10640 COMN 1 2 Job Reference (optional) NVR, Frederlck,MD-21703, iS.LLVSNVV iocaioivnicnniuuauico,ui�. ni V�, Qy ID:_8ZilOXiH_bSm01A6wHviLySgv9-ThIKZ71 pcdNAgaGZr54rtvUJg1fogY5MNEDb8fy90U7 -0-11-4 4-2-14 8-9-12 13-4-10 17-7-8 0-11-4 4-2-14 4-6-14 4-6-14 4-2-14 4x6 11 Scale = 1:34.4 1 14x6 = 8x8 = 8x8 = 8x8 = 4x6 = 4-2-14 8-9-12 13-4-10 17-7-8 4-2-14 4-6-14 4-6-14 4-2-14 Plate Offsets (X Y) [7:Edge 0 2 0] [8 0-3-8 0-4-0] [10:0-3-8 0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0,07 8-9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,80 Vert(CT) -0,12 8-9 >999 240 BCDL 10.0 Rep Stress Incr NO WB 0,87 Horz(CT) 0.02 7 n/a n/a BCLL 0.0 ` Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.03 9-10 >999 240 Weight: 232 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* BOT CHORD 2-11,6-7: 2x6 SP No.2 REACTIONS. (lb/size) 11=4107/0-3-817=4007/0-3-8 Max Horz 11=54(LC 10) Max Uplift 11=-128(LC 10), 7=-117(LC 11) Max Grav 11=4190(LC 17), 7=4092(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5065/158, 3-4=-4033/152, 4-5=-4038/152, 5-6=-5074/158, 2-11=-3389/122, 6-7=-3290/111 BOT CHORD 10-11=-74/612, 9-10=-150/449418-9=-109/451317-8=-21/580 WEBS 3-10=0/678, 4-9=-73/3009, 5-8=0/665, 3-9=-1147/90, 5-9=-1166/91, 2-10=-79/3999, 6-8=-90/4049 Structural wood sheathing directly applied or 5-4-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12-14) 1) 2-p1y truss to be connected together with 10d (0.131"x311) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.3 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=128, 7=117. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Girder carries tie-in span(s): 16-11-12 from 0-0-0 to 17-7-8 Q WARNING -Verify design paiemeters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PA GE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inform alionavoila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Z�JF.Q�G\STEq�. FIyN'�i % No.60900285 9'• STATE OF ' ' <(/ SS 1��ONA'�\```�� February 19,2019 �1 MiTek' 818 Soundside Road Edenton, NC 27932 Structural wood sheathing directly applied or 5-4-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12-14) 1) 2-p1y truss to be connected together with 10d (0.131"x311) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.3 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=128, 7=117. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Girder carries tie-in span(s): 16-11-12 from 0-0-0 to 17-7-8 Q WARNING -Verify design paiemeters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PA GE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inform alionavoila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Z�JF.Q�G\STEq�. FIyN'�i % No.60900285 9'• STATE OF ' ' <(/ SS 1��ONA'�\```�� February 19,2019 �1 MiTek' 818 Soundside Road Edenton, NC 27932 Job A. Truss Truss Type Qty Ply 01_MidAllantie-Girder-Int E12519278 ORDERS EA-10640 COMN 1 2 Job Reference (optional) NVR, Frederick, MD- 21703, a.LLu s rvov la LV rOIVII ICR IIIUUJUICS, nn. nr uc ry iv.va.ou ��,o roy� ID: 8ZilOXiH_bSm01A6wHviLySgv9-ThIKZ71 pcdNAgaGZr54rtvUJglfogY5MNEDb8fy9OU7 12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 7-11=-387(F=-367)9 1-2=-801 2-4=-801 4-6=-80 A WARNING -Verify design parameters and READ NOTES ON TH/S AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/09/10f5 BEFORE USE. Design valid for use only wish MiTelc®connectors. Thts design is based only upon parameters shown, and is for an Individual building component, not a buss 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 mrstabtlily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informotionavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type city Ply 00_MidAtlantic E12493260 ORDERS EAA0650 COMN 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.LLU 5 IVOV la LV to IVII I ex IIIUUSl11CJ1 IIIG. JU11 VC a ia.vo. o o rays ID:u6TPHen?NnG50iz_6VCgXhyUX1 A-i IJ5ZnN4Kh4CJo??DrZr6WsYLnRorGUjy2WjN3yAcCl 11 4-6-8 10-1-B 15-8-8 20-3-0 -11- 4-6-8 5-7-0 5-7-0 4-8 3x4 4x4 = 5x6 = 4x6 it 3x4 = 4x4 = 1� Scale = 1:69.9 Plate Offsets (X Y)-- [9'0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.16 8-9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.56 Vert(CT) -0.22 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code IBC2018/TP12014 Matrix-S Wind(LL) 0,02 8-9 >999 240 Weight: 153 lb FT = 5% LUMBER- TOPCHORD 2x4 SP No.2 or 2x4 SPF No.2'Except* REACTIONS. (lb/size) 10=1087/0-3-8, 7=996/0-3-8 Max Horz 10=272(LC 9) Max Uplift 10=-89(LC 13), 7=-86(LC 12) Max Grav 10=1137(LC 19), 7=1047(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1052/285, 4-5=-1058/284, 2-10=-297/174 BOT CHORD 9-1 0=-1 6117361 8-9=-27/511, 7-8=-45/663 4 WEBS 3-9=-287/321, -9=-227/486, 4-8=-224/493, 5-8=-294/318, 3A0=-1041/45, 5-7=-1039172 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-% 5-7 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7, 8) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1, 9) Design checked for ASCE 7A 6 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. f0/03/1015 BEFORE USE. ' ua bulldin com onent not Design valid for use only with Mirek®connectors. This design is based only upon parameters shown, and is for an individ I g p a truss system. Before use, fhe 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. rorgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, \�tt111111111////// �1�4 P,: STf12y1< 050 Q. �•N No, 60900285 9i STATE OF f•�4t �s`S/ONAI te�X `\`\�� February 19,2019 Mllllll. 818 Soundside Road Edenton, NC 27932 00_MidAtlantic E12493261 Job Truss Truss Type Oty Ply ORDERS EA-10651 COMN 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, 13LS6�. 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 19.05.19 2018 Page 6VCgXhyUX1A-AVtTm7Oi5?C3wyaCnY44fkPkABn9ahWsBiFHwWyAcCk 5-6-11 19-11-0 20A0-4 5b-9 5�-9 4x6 I I 4x4 = 5x6 = 3x4 = 4x4 = Scale = 1:47.1 Plate Offsets (X Y)-- [10:0-3-0 0-3-0) — LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.93 Vert(LL) -0.13 9-10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.55 Vert(CT) 419 9A0 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.02 8 n/a n/a BCLL 0.0 ' Code IBC2018/TP12014 Matrix-S Wind(LL) 0,02 9-10 >999 240 Weight: 125 lb FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 11=1068/0-3-818=1068/0-3-8 Max Horz 11=-185(LC 10) Max Uplift 11=-111(LC 12), 8=-111(LC 13) Max Grav 11=1128(LC 19), 8=1128(LC 20) BRACING- TOP CHORD Structural wood sheathing directly applied, 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 3-4=-1182/202, 4-5=-1182/202, 2-11=-284/112, 6-8=-284/112 BOT CHORD 10-11=-152/938, 9-10=-13/658, 8-9=-41/938 WEBS 3-10=-291/208, 4-10=-111/44714-9=-111/447, 5-9=-291/209, 3A1=A225/61, 5-8=-1225/61 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 11=111, 8=111, 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/07/20f5 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1�4 . srR2y� 1 i QJ•: Q�G10006096 STE j��. ••• !y(P QO No. 60900285 WNW STATE OF ' Q �e'ill&S/ONAIIe '11111111 00 February 19,2019 �1 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtiantic E12493262 ORDERS EA-10652 COMN 1 1 Job Reference o tional NVR, Frederick, MD - 21703, o.ccu s rvuv io cv io wn i cn uiuuOuiw, ����. emu„ ..�.... �..,.. , ..y.. , I D:u6TPHen?NnG50iz_6VCgXhyUX1 A-fhRr_TOKsI LwY590KGbJCxxv8b7GJA5?QM?q SyyAcCj 4-6-8 10-1-8 15-8-8 20-3-0 4-6-8 5-7-0 5-7-0 4-6-8 3x4 I 4x6 4x4 = 5x6 = 3x4 = 4x4 = Scale = 1:69.9 Plate Offsets (X Y) [80-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0,16 7-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,56 Vert(CT) -0,22 7-8 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 6 n/a n/a BCLL 0.0 Code IBC2018ITP12014 Matrix-S Wind(LL) 0.02 7-8 >999 240 Weight: 151 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2D TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD WEBS REACTIONS. (lb/size) 9=998/0-3-816=998/0-3-8 Max Horz 9=-254(LC 8) Max Uplift 9=-84(LC 13), 6=-84(LC 12) Max Grav 9=1048(LC 18), 6=1048(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1059/2831 3-4=-1059/283 BOT CHORD 8-9=-159/742, 7-8=-27/513, 6-7=-44/664 WEBS 2-8=-295/31913-8=-225/493, 3-7=-225/493, 4-7=-295/319, 2-9=-1039/71, 4-6=-1039/71 Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-9, 4-6 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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, 6. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/20f5 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \`��1I1111111i1//f��7' Q O. No. 60900285 STATE OF ' Oq IAIA �ss % O N A ' IEa `����`�� II February 1912019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qly Ply 00_MidAtlantic E12493263 ORDERS EA-10653 SPEC 1 1 Job Reference (optional) ..., n 4n.nc-oo oneu o�q. �I O.LGV 4 IVVV 10 LV IV IVIIIGA IIIVuaul , lu. Vu, NVR, Frederick, MD- 21703, 2-7-10 2-7-10 ID:62P41G 10-1-8 , 12-6-2 1-9-2s-2-4-10 �4-10 4x6 = sx6 = 10x12 = 5x6 = 5-11-12 14-3-4 20-3-0 5-11-12 8-3-8 5-11-12 sxs = EFPoHn7zltgUxWryAcCh Scale=1:70.3 Plate Offsets (X Y) [130 3 8 0-7-81 - LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,94 Vert(LL) 4.16 12-13 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,52 Vert(CT) -0.24 12A3 >986 240 TCDL 10.0 Rep Stress Incr YES WB 0,46 Horz(CT) 0.01 11 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-S Wind(LL) 0.10 12A3 >999 240 Weight: 193 lb FT = 5% BCDL 10.0 LUMBER- BRACING- TOPCHORD 2x4 SP No.2 or 2x4 SPF NoTOP CHORD BOT CHORD 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except` BOT CHORD 5-714-13,8A2: 2x4 SP No.2 or 2x4 SPF No.2 JOINTS .2 REACTIONS. (lb/size) 14=1128/0-3-8, 11=1037/0-3-8 Max Horz 14=272(LC 9) Max Uplift 14=-62(LC 13), 11=-58(LC 12) Max Grav 14=1246(LC 3), 11=1173(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1206/169, 4-5=-885/161, 5-6=-253/37, 6-7=-253/37, 7-8=-887/160, 8-9=-1208/170 BOT CHORD 13-14=-149/831, 12-13=-7/768, 11-12=-59/740 WEBS 5-17=-804/247, 15-17=-724/206, 15-18=-724/206, 7-18=-805/246113-16=-49/461I 4-16=-114/464, 12-19=-49/462, 8-19=-110/463, 3-14=A288/100, 9-11=-1270/117 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 15 NOTES- (13-15) 1) Wind: ASCE 7-16; Vult=130mph 13-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 44, 7-81 &17, 15-17, 15-18, 7-18 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-13 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 11, 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Attic room checked for U360 deflection. 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 15) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 rev. 10/09/2015 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 'i Q�G1STEq�O_0 No. 60900285 = ' a •' STATE OF �//FSS,ON AI 1�ip February 19,2019 MiTek' 816 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493264 ORDERS EA-10654 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 217031 S.22U s rvov 76 ZUIa MI I eK InausulesI mc. aun Dec a 1a:05.23 cu w rays i ID:62P41 CAGbgeRYBeRgKE418yUEab-3G6_cURD9DjVPZtz0090paZP_o8W WaJS6KDU3HyAcCg 10-1-8 12-6-2 14-3-4, 17-7-6 20-3-0 3-4-2 1-9-2 ' 2-4-10 2-4-10 1-9-2 4x6 = 6x6 = 10x12 = 5x6 = 5-11-12 14-3-4 , 20-3-0 6x6 = IR Scale=1:70.3 Plate Offsets (X Y)-- [120-3-8 0-7-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0,16 11-12 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.52 Vert(CT) -0,24 11A2 >983 240 TCDL 10.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 t Code IBC2018/TP12014 Matrix-S Wind(LL) 0.10 11-12 >999 240 Weight: 191 lb FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except' BOT CHORD 4-6,3-1297A 1: 2x4 SP No.2 or 2x4 SPF No.2 JOINTS REACTIONS. (lb/size) 13=1039/0-3-8, 10=1039/0-3-8 Max Horz 13=254(LC 9) Max Uplift 13=-57(LC 13), 10=-57(LC 12) Max Grav 13=1174(LC 3), 10=1174(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1211/169, 3-4=-888/159, 4-5=-253/37, 5-6=-253/37, 6-7=-888/159, 7-8=-1211/168 BOTCHORD 12A3=-148/841311-12=-6/770,10-11=-58/741 WEBS 4-16=-807/245, 14-16=-727/205, 14A7=-727/205, 6A7=-808/246, 12-15=-48/464, 3A 5=-109/4661 11 A 8=48/464, 7A 8=-109/466, 2-13=-1274/115, 8A 0=A 273/115 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 14 NOTES- (12-14) 1) Wind: ASCE 7-16; 11ult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-16, 14-16, 14-17, 6-17 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 13, 10, 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Attic room checked for U360 deflection. 12) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 14) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 1 a03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. Thts 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 stobility and to prevent collapse with possible personal fn(ury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informalionavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, �• O. NO, 60900285 o •' STATE OF 1 00 66 February 19,2019 MTe 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Oty Ply 00_MidAtlantic E12493516 ORDERS EA-10843 MONO 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 19:18:04 2018 Page 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-HgbgKieZx2bWCWZD5jJU92aawZ_NKoaT6D3GGgyAcOn 4-8-4 9-1-0 9i8i8 4-88 4 4-4-t2 0-7-8 8.00I W 3x6 ; 2x4 II 3x4 = 3x4 = 4-8-4 9-8-8 Scale = 1:111.2 Plate Offsets (X Y)-- [30-7-5 0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.49 Vert(LL) -0.01 5 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.09 Vert(CT) -0,01 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,27 Horz(CT) -0.00 4 n/a n/a * Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.00 5 >999 240 Weight: 145 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD REACTIONS. (lb/size) 6=452/0-3-8, 4=452/0-3-8 Max Horz 6=239(LC 12) Max Uplift 4=-351(LC 12) Max Grav 6=526(LC 18), 4=635(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-482/0, 3-4=-254/84 WEBS 1-5=-20/313, 2-4=-390/310 Structural wood sheathing directly applied or 6-0-0 oc purlins , except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-6, 3-4, 2-4, 2-5 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 4. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. © WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Ihis 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform ationavaila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ����u t t I t nRrrr � A Q G�STEq l�.�N'% O. NO.60900285 = o STATE OF 00 February 19,2019 MiTek" 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493518 ORDERS EA-10845 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, 8.z2u s Ivov 1ti zu18 MI I ex InausmesI Inc. gun Dec a la: la:uo �u la rage I D: FaeONVssKzl BweORSc8agyyCPLk-D2jQ IOg pTfrESpjcC8 LyETgoKN V9odalzxYM KYyAc01 2-11116 6 9A1 o _r 11-10-8 2-11-6 6-1-10 2-9-8 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 3x6 2x4 II 5x6 = SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud Plate Grip DOL 1.15 TC o.95 Vert(LL) -0.21 5-6 >664 360 Lumber DOL 1,15 BC 0.71 Vert(CT) -0,43 5-6 >323 240 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 5 n/a n/a Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.05 5-6 >999 240 LUMBER- TOPCHORD 2x4 SP No.2D'Except` REACTIONS. (lb/size) 7=579/0-3-8, 5=579/0-3-8 Max Horz 7=197(LC 12) Max Uplift 7=-20(LC 12), 5=-117(LC 12) Max Grav 7=620(LC 18), 5=588(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-603/143, 1-2=-1383/314, 2-3=-1541/493 WEBS 1-6=-235/1160, 2-6=-498/251, 3-6=-482/1216, 3-5=-517/192 PLATES MT20 Weight: 74 Ib GRIP 197/144 Scale=1:46.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9-11) 1) Wind: ASCE 7-16; Vu1t=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 = I O.Opsf, 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 7 and 117 lb uplift at joint 5. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 11) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev, f0/03/20f5 BEFORE USE. Design valid for use only with Mnek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Betore use, the building designer must verify the applicabil(ty 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, \\1111111111//yf 00G�STS9 • (P NO. 60900285 ' ' 9 •' STATE OF Q • �N S;ONAl 1'e \0��`� February 19,2019 �1 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply E12404239 ORDERS EA-11575 HIPM 1 1 Job Reference o tional NVR, Frederick, MD - 217030 6.zzu s uct ti ZOT75 ml I elc InausTnes, Inc. rn Nov a it:as:au zvia rage i ID:62P41 CAGbgeRYBeRgKE418yUEab-pOTYekydA7A3aWV9TzgBXWXCA2Pu5ez3iJLrg2yKvZ? 11- 5-1-6 9-7-7 15-1-4 20-11-6 27-1-0 11- 5-1-6 4-6-1 5-5-13 5-10-2 6-1-10 a, 0 4x6 3x4 = 4x4 = 6 6 13 3x8 = Scale = 1:50.0 9-7-7 15-1-4 23-7-8 27-1-0 g_7.7 5-5-13 8-6-4 3-5-8 Plate Offsets (X Y)-- [2:0-2-7 0-1-8] [5:0-3-12 0-2-0] [10:0-2-12 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,87 Vert(LL) -0.23 2-11 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,93 Vert(CT) -0.48 2-11 >579 240 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.05 9 n/a n/a Code IBC2018ITP12014 Matrix-S Wind(LL) 0.06 2-11 >999 240 Weight: 168 Ib FT = 5% BCDL 10.0 LUMBER- TOPCHORD 2x4 SP No.1 `Except' 1-4: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-8, 4-10, 6-93 7-9 REACTIONS. (lb/size) 2=1230/0-3-8, 9=1536/0-3-8 Max Horz 2=318(LC 12) Max Uplift 2=-132(LC 12), 9=-267(LC 9) Max Grav 2=131 O(LC 19). 9=1963(LC 33) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2479/243, 3-4=-2029/1333 4-5=-1164/91, 5-6=-821/133 BOT CHORD 2-11=-476/2224, 10-11=-298/1790, 9-10=-48/340 WEBS 3-11=-634/196, 4-11=0/434, 4-1 0=-1 205/206, 6-10=-141/906, 6-9=-1546/238, 7-9=-374/107 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. `IIIIIII I I I11 f f�7 5) Provide adequate drainage to prevent water ponding. �� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \`;� p , STR2y //// 7 This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ••• ••• // will fit between the bottom c hord and any other members, with BCDL = 10.Opsf. `� QJ�/.G\.•FG 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Q O• ; `(f1 2=132, 9=267. = Z r NO. 60900285 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. STATE OF 47 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of � 9 46 \ 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. �i O ••• ��/�/ P�••0 �� ��� T DWAt'0 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the /// L required maximum reaction. ////�7SS;ONAI IEa������� II February 19,2019 ZENNER © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �l a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek• 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Truss Type Qty Ply E12404240 Job Truss ORDERS EA-11576 HIPM 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, 8.220 s Oct 6 2018 MITek Industries, Inc. Fri Nov 9 12:53:52 2018 Page 1 I D:62P41 CAGbgeRYBeRgKE418yUEab-Inbl3QzuikQnggeYbOifcxdYl s3KZYiMAdgytwyKvYz -0-11-4 5-1-6 9-7-7 15-1-4 , 21-1-2 27-1-0 5-1-6 4-6-1 5-5-13 5-11-14 5-11-14 4x6 = Scale = 1:54.3 4x4 = a�171-9- 5 6 13 I� 0 Sx8 — 4x12 — 6x10 = 6x10 = 6x10 = 6x10 — 6x10 = 6x10 — 9-7-7 , 15-1-4 21-1-2 23-5-1223i7-8 27-1-0 , g_7_7 5-5-13 5.11-14 2-4-10 0- -12 3-5-8 Plate Offsets (X Y)-- [2:0-2-7 0-1-8] [5:0-3-12 0-2-0] [10:0-3-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0,85 Vert(LL) -0.18 2-11 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,99 Vert(CT) -0,38 2-11 >734 240 TCDL 10.0 Rep Stress Incr YES WB 0,62 Horz(CT) 0.05 9 n/a n/a 4 Code IBC2018ITP12014 Matrix-S Wind(LL) 0.08 10-11 >999 240 Weight: 215 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP 'Except` TOP CHORD REACTIONS. (lb/size) 2=1231/0-3-8, 9=1527/0-3-8 Max Horz 2=318(LC 12) Max Uplift 2=-131(LC 12), 9=-264(LC 9) Max Grav 2=1311(LC 19), 9=1954(LC 33) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2545/246, 3-4=-2100/134, 4-5=-1103/87, 5-6=-773/122, 7-8=-323/65 BOT CHORD 2-11=-480/2285, 10-11=-304/18489 9A0=-96/690, 8-9=-96/690 WEBS 3A1=-628/199, 4A1=0/418, 4-10=-1245/197, 6-10=-66/5019 6-8=-1172/163 Structural wood sheathing directly applied or 2-2-0 oc purlins , except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 10-0-0 oc bracing: 10-11, 1 Row at midpt 4-10, 6-10, 6-8 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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 at=lb) 2=131, 9=264, 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7.16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING -Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekCa 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 onty. 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, \N . 0080 f % i QS.Q�&\STFq�. Fx4r ' Q O• NO, 60900285 �9•o STATE OF ;�41 /ON AI t` February 19,2019 �1 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type rlY E12404242 ORDERS EA-11587 COMN 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, 8,220 s Oct 6 2018 MiTek Industries, Inc. Fri Nov 9 12:53:54 2018 Page 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-h9i3T6?8EMgU37owipk7hMiowfxjl WtfdwJ3ypyKvYx 11-1-8 -11 9.1-8 0-1- 20-3-0 1-2 Till 9-1-8 -0- 9-1-8 -11 6 4x6 Scale=1:72.7 = 10 3x6 3635 34 33 32 31 30 29 28 27 26 25 24 23 22 2120 50-1$ g_1_8 0-1- 20-3-0 g_1_8 0 9-1-8 1-0-0 Plate Offsets (X Y) [20:Edge 0-1-8] [28:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1,15 TC 0,37 Vert(LL) .0.00 18 n/r 120 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0,00 18 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0,01 20 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-S BCDL 10.0 PLATES MT20 Weight: 223 Ib GRIP 197/144 LUMBER- BRACING- TOPCHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 8-30, 12-26 JOINTS 1 Brace at Jt(s): 37, 38, 39, 40 REACTIONS. All bearings 20-3-0 (lb) - Max Horz 36=-281(LC 10) Max Uplift All uplift 100 Ib or less at joints) 31, 32, 33, 34, 25, 24, 23, 22 except 36=-442(LC 10), 20=-406(LC 11)9 30=-118(LC 12), 35=-494(LC 12), 26=-119(LC 13), 21=-475(LC 131 Max Grav All reactions 250 lb or less at joints) 30, 31, 321 33, 34, 26, 25, 24, 23, 22, 28 except 36=542(LC 9), 20=509(LC 8), 29=261(LC 19), 27=258(LC 20), 35=443(LC 10), 21=416(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-325/297, 7-8=-137/271, 8-9=-198/345, 9-10=-174/271, 10-11=-174/264, 11-12=-199/335, 12A3=-1371262, 17-18=-304/275, 2-36=-327/247, 18-20=-310/227 NOTES- (14-16) el000 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. \ttttlll I I II///// 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. ��`P ST R2y, 6 All plates are 3x4 MT20 unless otherwise indicated. .••'•�• 7) Gable requires continuous bottom chord bearing. �.` J (j\STF/� 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Q Q� ��•''(P� 9) Gable studs spaced at 1-4-0 oc. _ No. 60900285 _ 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. _ 11) * 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 STATE OF 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(S) 31, 32, 33, 34, 251 24, 23, 22 except at=lb) 36=442, 20=406, 30=118, 35=494, 26=119, 21=475. �i9�.t�••'• �NDIA141 • • ; 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI �i� �` G\N 1. ONALtE�\������ IIIIIIiii February 19,2019 rNil e © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 v. 10/09/2075 BEFORE USE. Design valid Co use only with MTek®connectors . This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek• 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, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informallonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply E12404242 ORDERS EA-11587 COMN 1 1 Job Reference o fional CA Il1�0 Onnn7 NVR, Frederick, MD - 21703, a.[[u s vcr o a i o rvn r un a wumnaa, n ic. .V111V. ID:621341CAGbgeRYBeRgKE418yUEab-h9i3T6?8EMgU37owipk7hMiowfxj1 WffdwJ3ypyKvYx 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 15) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 16) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO 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 ihfs design into the overall building design. Bracing tndfcated is to prevent buckiing of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required oursfabllily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1P1l Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E72498230 ORDERS EA-13398 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.tLv s rvov ro a io rvu r cn umuaurca, nip. ouu uc� o w oy� ID:Ivfs3Zn6CeuH7LZiN08G7nyStAj-stRc1 F5FT37CgnoW 16y7wbdtAZH1?600mg4gojyAarJ 5-1-6 9-7-7 16-5-11 23-7-8 5-1-6 4-6-1 6-10-5 7-1-13 3x8 = 9 8 7 6 3x4 11 Plate 6x8 = 4x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1,15 TC 0.93 Vert(LL) u.14 8-9 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0,22 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.07 6 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.07 8 >999 240 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No2 or 2x4 SPF No.2 TOP CHORD REACTIONS. (lb/size) 1=1167/0-3-8, 6=1167/0-3-8 Max Horz 1=527(LC 12) Max Uplift 1=-33(LC 12), 6=-333(LC 12) Max Grav 1=1400(LC 18). 6=1245(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2968/18, 2-3=-2206/0, 3-4=-1074/0 BOT CHORD 1-9=-492/2662, 8-9=-492/2662, 7-8=-358/1930, 6-7=-197/789 WEBS 2-8=-812/149, 3-8=-0/468, 3-7=A326/186, 4-7=0/830, 4-6=-1238/309 Scale = 1:76.5 PLATES GRIP MT20 197/144 Weight: 151 Ib FT = 5% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-4A4 oc bracing. 1 Row at midpt 5-6, 3-7, 4-6 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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) 1 except Qt=lb) 6=333. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 8) Design checked for ASCE 7A 6 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M147473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MTek@ connectors. This design is based only upon parameter 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 ihfs design into the overall building design. Bracing indicated is to prevent buckling of (ndividual truss web and/or chord members only. Additional temporary and permanent bracing is always requ'ued for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, ..000100960. STR QS,G\�. ,F� QN Q • NO. 60900285 STATE OF %ONA ' IE��� it 1111 February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_1vidAtlantic E12498231 ORDERS EA-13399 SPEC 1 1 Job Reference (optional) NVR, Frederfck, MD - 21703, o.[[u s rvov io [u io iwi i en uwusurosI uic. oun .o� o aye , ID:62P41 CAGbgeRYBeRgKE418yUEab-K4?_Fb6tEMF3HxNibpUMSpA80zfPkcxY_KPNK9yAarl 5-1� 9-7-7 13-10-8 18-8-0 23-7-8 5-1-6 4�-1 4-3-1 4-9-8 4-11-8 Scale = 1:79.0 4x4 = 10 9 8 4x8 III 4x8 II 4x8 II � 5x7 — 3x4 II 3x4 = 8x12 = 4x8 II 4-11-6 9-7-7 13-10-8 23-7-8 4-11-8 4-8-0 4-3-1 9-9-0 Plate Offsets (X Y)-- [1:0-1-12 Edge] [7:0-2-12 0A 81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.54 Vert(LL) 410 9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.68 Vert(CT) -0,17 8-9 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 BCLL 0.0 * Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.06 9 >999 240 Weight: 215lb FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* except end verticals. 7-8: 2x12 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* WEBS 1 Row at midpt 6-7, 5-7 6-7: 2x6 SP No.2 REACTIONS. (lb/size) 1=1148/0-3-8, 7=1172/0-3-8 Max Horz 1=525(LC 12) Max Uplift 1=-29(LC 12), 7=-340(LC 12) Max Grav 1=1157(LC 18), 7=1222(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2407/9, 2-3=-1844/0, 3-4=-1269/0, 4-5=-1261/72 BOT CHORD 1 -1 0=-483/2155, 9-10=-483/2155, 8-9=-348/1635, 7-8=A38/431 WEBS 2-9=-588/156, 3-8=-805/114, 4-8=-359/203, 5-8=-239/1259, 5-7=-1023/329 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 \ \\`/1111111 ////// will fit 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) 1 except at=1b) �� P, STR2y 7) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1. \ * 0G j 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction Q ; Q O•'A, ((1 to a wind speed of 115 mph. _ 4 No. 60900285 0 wow 9) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of _ _ 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the ' o ' STATE OF required maximum reaction. <!/ AAA- SS;ON AI t�tJG\ February 19,2019 A WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MifekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ardi��• 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. Addttlonal temporary and permanent bracing Ml lek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regng fhe fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI1 Quality Cdteda, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Edenton, NC 27932 REACTIONS. (lb/size) 1=1148/0-3-8, 7=1172/0-3-8 Max Horz 1=525(LC 12) Max Uplift 1=-29(LC 12), 7=-340(LC 12) Max Grav 1=1157(LC 18), 7=1222(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2407/9, 2-3=-1844/0, 3-4=-1269/0, 4-5=-1261/72 BOT CHORD 1 -1 0=-483/2155, 9-10=-483/2155, 8-9=-348/1635, 7-8=A38/431 WEBS 2-9=-588/156, 3-8=-805/114, 4-8=-359/203, 5-8=-239/1259, 5-7=-1023/329 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 \ \\`/1111111 ////// will fit 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) 1 except at=1b) �� P, STR2y 7) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1. \ * 0G j 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction Q ; Q O•'A, ((1 to a wind speed of 115 mph. _ 4 No. 60900285 0 wow 9) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of _ _ 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the ' o ' STATE OF required maximum reaction. <!/ AAA- SS;ON AI t�tJG\ February 19,2019 A WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MifekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ardi��• 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. Addttlonal temporary and permanent bracing Ml lek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regng fhe fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI1 Quality Cdteda, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Edenton, NC 27932 ob Truss Truss Type Qty Ply 00_MidAllanlic E8985445 ORDERS EA-13400 COMN 1 2 ,lob Reference 0 lional NVR, 7.630 s Ju128 2015 MileK Intl uslnes0 Inc. nu Sep iu tun gal GUIs Page i ID:sPrac4sGvXZID W Uv2naadfyUSk3-5djZuur2uOm pDgOr9fBCtq Ljm3Oicp5hLzVuNvyf41A 3-7-8 6-11-8 10-3-8 13.11-0 3-7-8 3-4-0 3A-0 3-7-8 4x6 11 Scale = 1:32.5 0 4x6 = 8x8 = 4xri = 4-8-13 9-2-3 13-11-0 4-8-13 4-5-5 4-8-13 I� 0 Plate Offsets (X Y)-- [10-0-0 0-0-51 [5:0-0-0 0-0-5] [6:0-4-0 0-4-81 [7:0-4-0 0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.06 6-7 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.10 1-7 >999 240 TCDL 10.0 x Rep Stress Incr NO WB 0.63 Horz(CT) 0.03 5 n/a n/a Code IRC2015/TP12014 (Matrix) Wind(LL) 0.03 1-7 >999 240 Weight: 148 lb FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 1=4315/0-3-8, 5=4315/0-3-8 Max Horz 1=99(LC 9) Max Upliftl=-131(LC 10), 5=-131(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-5237/172, 2-8=-5079/190, 3-8=-5006/211, 3-9=-5006/211, 4-9=-5079/191, 4-5=-5237/172 BOT CHORD 1-7=-144/4142, 6-7=-57/2957, 5-6=-102/4142 WEBS 2-7=-48/184, 3-7=-126/2921, 3-6=-126/2921, 4-6=-48/184 JOINT STRESS INDEX =0.64,2=0.04,3=0.79,4=0.04,5=0.64,6=0.46and7=0.46 NOTES- (11-12) 1) 2-ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 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 131 lb uplift at joint 1 and 131 lb uplift at joint 5. 9) Girder carries tie-in span(s): 23-7-8 from 0-0-0 to 13-11-0 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard A WARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/09/2015 BEFORE USE. Design valid for vse only wish MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform alionavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \\\1111111111f//// 0 Q� 4 N ;• NO, 60900285 •e also 4000 Emor MERS __ GRIP a STATE OF QRftmw OT••' •'HDIANP•'G��N 41%R` NAi February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job US NSS ype fy Ply 00_MidAtlantic E8985445 ORDERS COMN T Job Reference (optional) NVR, LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-553(F=-533), 1-3=-80, 3-5=-80 Lost/ srm [amio miiart mausmns, mc. � p��,v.�o.e�<v,o rayo< ID:sPrac4sGvXZtDW Uv2naadfyUSk3-5djZuur2uOmpDgOr9fBCtgLjm30icp5hLzVuNvyf41A A WARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MBek®connecfors. This destgn 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 destgn 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, seeANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, �1• MTek' 818 Soundside Road Edenton, NC 27932 Job I W I U. Truss Truss Type Qty Ply 00_MidAtlantic E12497994 ORDERS EA-13401 HIPM 1 1 Job Reference (optional) n nn•aa.cn ow �0 NVR, Frederick, MD - 21703, a.c�u s rvuv io cu w rvu i cn uwuau vU 1 D:62P41 CAGbgeRYBeRgKE418yUEab-AFHFR8f6MoLVb85xPSsXPjsLC5JYTj6bSVHogAyAavl 5-1-5 9-7-7 15-1-4 21-1-2 27-1-0 5-1-6 4-6-1 5-5-13 5-11-14 5-11-14 4x6 = Scale = 1:49.9 4x8 = 3x6 = 0 3x4 = 6x8 = 3x4 II -0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.91 Vert(LL) 0.23 1-11 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.94 Vert(CT) -0.49 1-11 >573 240 TCDL 10.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 8 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-S Wind(LL) 0.07 1-11 >999 240 Weight: 177 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 "Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-3: 2x4 SP No.2 or 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (3-9-12 max.): 4-6. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 or 2x4 SPF Stud 2-2-0 oc bracing: 1A 1, WEBS 1 Row at midpt 3-101 5-81 6-8 REACTIONS. (lb/size) 1=1141/0-3-8, 8=1538/0-3-8 Max Horz 1=307(LC 12) Max Uplift 1=A07(LC 12), 8=-267(LC 9) Max Grav 1=1221(LC 18), 8=1964(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2498/250, 2-3=-2041/134, 3-4=-1160/96, 4-5=-818/137 BOT CHORD 1-11=484/2244, 10-11=-299/1799, 9-10=-38/331, 8-9=-38/331 WEBS 2-11=-650/205, 3-11=0/453, 3-10=-1219/201, 5-10=-162/896, 5-8=-1615/181, 6-8=-383/81 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7A 6; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. �tt11I I I I11I/ 6) will Thfit between the bois truss has been tomesigned c hord andlany otheive load �members�wit eBCDL 1bottom ch0�Opsf.rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��`\P R ST 2� for a ., 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) �� 1=107, 8=267. J 'Cj\STE9 •• �� �� 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q� FO•'; (P 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. NO. 60900285 •; 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction _ _ to a wind speed of 115 mph. _ • • 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of STATE OF 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the �i� O�, •• 00!/`/p j ANP,: required maximum reaction. ��i F S,•"'•••"' q �///S///ONA1 t�0\�\\\\` February 19,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. �'' Design valid for use only with MRek®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 Ml lek' Is always required for stability and io prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPli Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informationavaitable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Edenton, NC 27932 Truss Type city Ply 00_MidAtlantic E12497995 Job Truss ORDERS EA-13402 HIPM 1 1 Job Reference (optional) a.LCU 5 IVOV 10 LV 10 NII I CR IIIUUJIIICJ, IIIV. JUII Vcl, a cv.aa.� I cv Iu rayc I NVR, Frederick, MD - 21703, 0 0 ID:62P41 4x6 = 4x4 = - 8x8 — 4x12 — 6x10 = 6x10 = 6x10 = 6x10 — 6x10 = 6x10 — 15-1-4 , 21-1-2 23-5-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1,15 TC 0.89 Vert(LL) -0.18 1-10 >999 360 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.99 Vert(CT) -0.40 1-10 >707 240 BCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0,05 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.08 9-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 "Except' TOP CHORD REACTIONS. (lb/size) 1=1142/0-3-8, 8=1529/0-3-8 Max Horz 1=307(LC 12) Max Uplift 1=-107(LC 12), 8=-264(LC 9) Max Grav 1=1222(LC 18), 8=1955(LC 32) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2564/254, 2-3=-2111/136, 3-4=-1104/88, 4-5=-774/123, 6-7=-323/65 BOT CHORD 1-10=-489/2305, 9-10=-306/1856, 8-9=-96/691, 7-8=-96/691 WEBS 2-10=-645/207, 3-10=0/429, 3-9=-1253/198, 5-9=-66/503, 5-7=-1172/164 Scale=1:52.4 m to PLATES GRIP MT20 197/144 Weight: 213 Ib FT = 5% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-8 max.): 4-6. Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 10-0-0 oc bracing: 9-10. 1 Row at midpt 3-91 5-9, 5-7 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1A0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=107, 8=264. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7A 6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Veriry design parameters and READ NOTES ON TNIS AND INCLUDED M/TEK REFERENCE PAGE Ml1.747J rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based onty 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 des(gn. Bracing indicated is fo prevent buckl(ng 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Intormatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, �\\\1111111111!///// `'�4 P; STRZy< �'% \ I i 450 NO. 60900285 = ' •' STATE OF OA\ *6/NDIAVk't N ���� /S`S/ONACe February 1912019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply=Reference E12497996 ORDERS EA-13403 MONO 1 IA. NVR, Frederick, MD - 21703, o.GGu s Nov -ro �uia mi i en mausu ros, urc. aun uec a ca.00.oc cv io rayc I D:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-6dP?rphMtPbDgRFJ Wtv?U7ymJu?xxeZuvomvu3yAavj 5-1-6 9-7-7 15-3-0 21-2-0 5-1-6 4-6-1 5-7-9 5.11-1 3x4 II Scale = 1:67.4 3x6 = 6x6 = 4x4 = 9-7-7 15-3-0 21-2-0 9-7-7 5-7-9 5-11-1 3x4 = Plate Offsets (X Y)-- [1 0-2-12 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0,23 1-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,95 Vert(CT) -0.48 1-8 >521 240 TCDL 10.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.06 6 n/a n/a Code IBC2018/TP12014 Matrix-S Wind(LL) 0.05 1-8 >999 240 Weight: 133 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2531/29, 2-3=-1882/0, 3-4=-899/0 BOT CHORD 1-8=-402/227417-8=-229/1610, 6-7=-137/660 WEBS 2-8=-713/1912 3-8=0/478, 3-7=-1171/113, 4-7=-1/787, 4-6=-1100/228 Structural wood sheathing directly applied or 3-0-0 oc purlins , except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-6, 3-7, 4-6 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=126mph (3-second gust) Vasd=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 6=246. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. © WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekC� 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 info 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform ationavoila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ....?Y<5 % 0 44$ , TFq F�y'''s Q No.60900285 a STATE OF Q 0(%•' .lHDIANP•' • ������ ''FS,S;ONAI t��G�\`\\\ February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply JShort_EA E9842616 ORDERS EA-14377 SPEC 1 1 Job Reference (optional) NVRI ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-E7cy8Mk4Oar7J81 JXRhvEzVr91JD2gkC6owPCIyeO5a - -11 5-1-6 9-7-7 15-3-0 21-2-0 -11 5-1-6 4E-1 5-7-9 5-11-1 Scale = 1:66.7 �1 0 4x6 = 10 8 7 3x4 = 3x6 = qx4 = 3x4 = 9-7-7 15-3-0 21-2-0 9-7-7 5-7-9 5-11-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0,22 2-10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.93 Vert(CT) -0,46 2-10 >544 240 TCDL 10.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.06 7 n/a n/a BCLL 0.0 * Code IRC2015ITP12014 (Matrix) Wind(LL) 0.05 2-10 >999 240 Weight: 118 lb FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD WEBS REACTIONS. (lb/size) 7=1042/Mechanical, 2=1133/0-3-8 Max Horz2=474(LC 12) Max Uplift7=-292(LC 12), 2=-60(LC 12) Max Grav7=1124(LC 19), 2=1339(LC 19) Structural wood sheathing directly applied or 3-1-3 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-7, 4-815-7 FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-11=-2542/86, 3-11=-2476/107, 3-4=-1886I0, 4-5=-900/0, 5-6=-168/76, 6-7=-185/104 BOT CHORD 2-10=-502/2280, 9-10=-289/1614, 8-9=-289/1614, 8-12=-163/661, 7-12=-163/661 WEBS 3-10=-715/235, 4-10=0/477, 4-8=-1174/163, 5-8=-30/789, 5-7=-1102/271 JOINT STRESS INDEX 2=0.59,3=0.28,4=0.61,5=0.68,6=0.36,7=0.70,8=0.60,9=0.62and10=0.54 NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 7 and 60 lb uplift at joint 2. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. © WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlekO 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inform atio navoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. � P' STRIY2 N•' 'i QJ • 0000001P TEg4.• • � ''. Q' ' Q N = NO.60900285 = 9 '• STATE OF i'jk9S%ONAI February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 o Truss Truss Type ly y spdngmanor EA E9910062 ORDERS EAA4391 SPEC 1 1 Job Reference (optional) NVR, `�%I�1111111111////7' ��� P, STIgIY A Q GISTEq��F��'�/ O NO, 60900285 4 STATE OF00 Q zll' ,`s`s�ONALE�..�����` 4x4 r.oau s npr a zu�o mn aR mvusmesI mc. nm vu uv vv: w:vv w ,v Vatic ID:62P41 CAGbgeRYBeRgKE4I8yUEab-oPU_rIT7gGAcrXrgkdMZlwvaDm23wyj8H5TV BryWCeh 11-1-8 -11 9-1-8 0-1 20-3-0 1-2 -11 9-1-8 01-0 9-1-8 -11 1-0-0 4x6 = 10 3635 34 33 32 31 30 29 28 27 26 25 24 23 22 2120 4x4 15x6 = 4x4 I 11-1-8 9-1-8 0-1 20-3-0 9-1-8 -0-0 9-1-8 r Scale = 1:73.6 Plate Offsets (X Y)-- f2'0-2-0 0-1-12] [180-2-0 0-1-12] f20:EdL1e 0-3-8] [28:0-3-0 0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) 0.00 18 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.23 Vert(CT) -0.00 18 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 20 n/a n/a * Code IRC2016fTPI2014 (Matrix) Weight: 200 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.2 or 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10-41,28-42: 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 8-30, 12-26 OTHERS 2x4 SP No.3 or 2x4 SPF Stud JOINTS 1 Brace at Jt(s): 37, 38, 39, 40 REACTIONS. (lb/size) 36=192/20-3-0, 20=191/20-3-0, 29=177/20-3-0, 27=174/20-3-0, 30=141/20-3-0, 31=131/20-3-0, 32=134/20-3-0, 33=133/20-3-02 34=139/20-3-0, 35=24/20-3-0, 26=142/20-3-0, 25=131/20-3-0, 24=134/20-3-01 23=133/20-3-03 22=139/20-3-0, 21=25/20-3-0, 28=30/20-3-0 Max Horz 36=-281(LC 10) Max Uplift36=-444(LC 10), 20=-405(LC 11), 30=-113(LC 12), 31=-75(LC 12), 32=-71(LC 12), 33=-81(LC 12)134=-46(LC 12) , 35=-505(LC 12), 26=-114(LC 13), 25=-75(LC 13), 24=-71(LC 13), 23=-80(LC 13), 22=-48(LC 13). 21=-484(LC 13) Max Grav36=549(LC 9), 20=513(LC 8), 29=251(LC 25), 27=246(LC 24), 30=175(LC 19), 31=140(LC 22), 32=141(LC 22), 33=145(LC 22), 34=140(LC 19), 35=446(LC 10). 26=176(LC 20), 25=139(LC 23), 24=141(LC 23), 23=145(LC 23) , 22=140(LC 20), 21=416(LC 11), 28=43(LC 5) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/61, 2-3=-329/299, 3-4=-170/177, 4-5=-147/160, 5-6=-125/183, 6-7=-131/225, 7-8=-190/287, 8-9=-274/393, 9-10=-247/332, 10-11=-247/332, 11-12=-275/393, 12-13=-190/287, 13-14=-131/216, 14-15=-111/173, 15-16=-132/146, 16-17=-156/162, 17A8=-307/275, 18-19=0/61, 2-36=-329/247, 18-20=-311/225 BOT CHORD 35-36=-135/172, 34-35=-135/172, 33-34=A35/172, 32-33=-135/172, 31-32=-135/172, 30-31=-135/172, 29-30=-135/172, 28-29=-136/174, 27-28=-135/173, 26-27=A35/172, 25-26=-135/172, 24-25=-135/172, 23-24=-135/172, 22-23=-135/172, 21-22=-135/172, 20-21=-135/172 WEBS 29-37=-238/100, 37-39=-246/103, 9-39=-186/6, 27-38=-238/100, 38-40=-246/103, 11-40=A86/6, 8-30=A47/133, 7-31=-113/909 6-32=-115/89, 5-33=-114/88, 4-34=-119/93, 3-35=-200/245, 12-26=-147/133, 13-25=-113/90, 14-24=-115/89, 15-23=-114/89, 16-22=-119/93, 17-21=-187/236, 37-42=-5/3, 38-42=-4/3, 39-41=-5/8, 40-41=-5/8, 10-41=-301 /195, 28-42=-18/7 JOINT STRESS INDEX 2=0.78,3=0.26,4=0.26,5=0.26,6=0.26,7=0.26,8=0.26,9=0.26,10=0.39,11=0.26,12=0.26,13=0.26,14=0.26,15=0.26,16=0.26,17=0.26,18=0.75,20 0.75, 37 = 0,26, 38 = 0,26, 39 = 0.26, 40 = 0.26, 41 = 0,26 and 42 = 0.26 NOTES- (14-15) 1) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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# TtQLL aGFor7=V; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO 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 fo 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 properly damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Jo Truss Truss Type ty Ply Springmanor EA E9910062 ORDERS EA-14391 SPEC 1 1 Job Reference (optional) vo NVR, ID:62P41 CAGbgeRYBeRgKE418yUEab-oPU_rIT7gGAcrXrgkdMZlwvaDm23wyj8H5TVBryWCeh NOTES- (14-15) 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ` 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 444 lb uplift atjoint 36, 405 lb uplift atjoint 20, 113 lb uplift at joint 30, 75 lb uplift at joint 31, 71 lb uplift atjoint 32, 81 lb uplift at joint 33, 46 lb uplift atjoint 34, 505 lb uplift atjoint 35, 114 lb uplift at joint 26, 75 lb uplift at joint 25, 71 lb uplift at joint 24, 80 lb uplift at joint 23, 48 lb uplift atjoint 22 and 484 lb uplift at joint 21. 13) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 15) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. © WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekO 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 info 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, seeANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component Safety Inform ationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 818 Soundside Road Edenton, NC 27932 E9916724 EA-14433 (SPEC 1 2 1Job Refer 7.640 s Apr 15 ID:62P41 CAGbgeRYBeRgKE418yt q 11 4 5-7-1 10-7-1 15-7-0 19-11-8 2Q-7r0 0-'11-4 5-7-1 5-0-0 5-0-0 4-0-8 0-7- 4x6 Plate Offsets (X.Y)-- f5:0-3-O,Edge 3x4 I I 4x6 = 4x4 = 4x4 = 4x6 = 3x4 11 Mon Oct Scale = 1:86.6 LOADING (psf) SPACING- 1CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL .15 TC 0.27 Vert(LL) 0.05 10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,25 Vert(CT) -0.08 10-12 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0,62 Horz(CT) 0.02 8 n/a n/a BCLL 0.0 * Code IRC20151TPI2014 (Matrix) Wind(LL) 0.02 10 >999 240 Weight: 379 lb FT = 5% RCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-5: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* WEBS 7-8: 2x6 SP No.2 REACTIONS. (lb/size) 2=1771/0-3-8, 8=1779/0-3-8 Max Horz2=385(LC 10) Max Uplift8=-190(LC 10) Max Grav2=1810(LC 17), 8=2017(LC 17) Structural wood sheathing directly applied or 6-0-0 oc purlinsexcept , end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-8, 6-8 FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-2656/0, 3-4=-2176/0, 4-5=-1020/0, 5-15=-851/0, 6-15=-833/0, 6-7=-203/136, 7-8=-260/54 BOT CHORD 2-12=-229/2055, 11-12=-229/2055, 10-11=-229/2055, 10-13=-152/1703, 9-13=-152/1703, 9-14=-73/783, 8-14=-73/783 WEBS 3-12=0/249, 4-10=49/1783, 6-9=-67/1684, 3-10=437/96, 4-9=-1785/152, 6-8=-1869/174 JOINT STRESS INDEX 2=0.45,3=0.48,4=0.76,5=0.15,6=0.70,7=0.41,8=0.37,9=0.61,10=0.67,11=0.29and 12=0.26 NOTES- (12-13) 1) 2-ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do, Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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, with BCDL = I O,Opsf, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 8. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1452 lb down and 53 lb up at 11-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.747J rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and Is for an Individual buliding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design info the overall buliding design. Brac(ng indicated is to prevent buckling of fndivtdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and fo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, \��111111111111!/// F �i Q �•Q N No. 60900285 ' a •' STATE OF46 2 $sS%ON L. AE�G /11111111 February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 REACTIONS. (lb/size) 2=1771/0-3-8, 8=1779/0-3-8 Max Horz2=385(LC 10) Max Uplift8=-190(LC 10) Max Grav2=1810(LC 17), 8=2017(LC 17) Structural wood sheathing directly applied or 6-0-0 oc purlinsexcept , end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-8, 6-8 FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-2656/0, 3-4=-2176/0, 4-5=-1020/0, 5-15=-851/0, 6-15=-833/0, 6-7=-203/136, 7-8=-260/54 BOT CHORD 2-12=-229/2055, 11-12=-229/2055, 10-11=-229/2055, 10-13=-152/1703, 9-13=-152/1703, 9-14=-73/783, 8-14=-73/783 WEBS 3-12=0/249, 4-10=49/1783, 6-9=-67/1684, 3-10=437/96, 4-9=-1785/152, 6-8=-1869/174 JOINT STRESS INDEX 2=0.45,3=0.48,4=0.76,5=0.15,6=0.70,7=0.41,8=0.37,9=0.61,10=0.67,11=0.29and 12=0.26 NOTES- (12-13) 1) 2-ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do, Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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, with BCDL = I O,Opsf, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 8. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1452 lb down and 53 lb up at 11-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.747J rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and Is for an Individual buliding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design info the overall buliding design. Brac(ng indicated is to prevent buckling of fndivtdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and fo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, \��111111111111!/// F �i Q �•Q N No. 60900285 ' a •' STATE OF46 2 $sS%ON L. AE�G /11111111 February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 01_MidAllantic-Girder-Int E9916724 ORDERS EA-14433 SPEC 1 2 Job Reference (optional) M Oct 10 08:52:58 2016 Page 2 NVR, 7.840 s Apr 19 2016 MiTek Industries, Inc. on c g ID:621341 CAGbgeRYBeRgKE418yUEab-yzFibcQaw8dR86sZ01 s?g0_oe2uZ1 fQMMhMTbHyUtfJ 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1 15 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7479 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 buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MTek' 818 Soundside Road Edenton, NC 27932 Job T1USS ype ly P y ManorRD2_EA E9911598 ORDERS EA-14435 MONO 1 2 Job Reference (optional) a AIiTn4 Induetnae Inn Thu OH n6 1d•01•nn 2016 Pane 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-srWcicdxg7CgT5P52P8cypla2o?HjK3ShbypJXyW 7WX 20-7-0 -11- 6-11-1 13-5-5 19-4.4 19 11 8 -11- 6-11-1 6-6-3 US5-10-15 0-7- -7-8 Scale = 1:78.2 i :i 6x12 = Plate Offsets (X Y)-- f2:0-4-0 0-1-9] (8:0-6-0,0-7-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) WeillUd PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.61 Vert(LL) -0,04 2-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.25 Vert(CT) -0.07 2-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 1.00 Horz(CT) 0.01 7 n/a n/a BCLL 0.0 ' Code IRC2015/TP12014 (Matrix) Wind(LL) 0,02 2-8 >999 240 Weight: 397 lb FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x10 SP No.2 end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x10 SP No.2 WEBS 1 Row at midpt 6-7 REACTIONS. (lb/size) 2=1775/0-3-817=1769/0-3-8 Max Horz2=384(LC 10) Max Uplift7=-188(LC 10) Max Grav2=1812(LC 17), 7=2007(LC 17) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=0/40, 2-3=-2563/0, 3-4=-2218/0, 4-5=-1954/0, 5-9=-258/0, 6-9=-61/188, 6-7=-391/81 BOT CHORD 2-8=-228/1984, 8-10=-116/1159, 10-11=-116/11bus 7-11=-116/1159 WEBS 5-8=-35/20701 3-8=-403/156, 5-7=-1881/188 JOINT STRESS INDEX 2=0.31,3=0.26,4=0.24,5=0.83,6=0.57,7=0.18and 8=0.58 NOTES- (12-13) 1) 2-ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7.10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 7. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1452 lb down and 53 lb up at 11-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. A WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Miiek®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 fhe 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, \\`�111111111111/////// 0. No, 60900285 = ' a ' STATE OF 1 fee OA\ ••' elAID I ANP•' " �\�� s&1ONA' Ie\\\\``\ February 19,2019 MTek' 818 Soundslde Road Edenton, NC 27932 Job Truss fuss Type ty P y ManorRD2_EA E9911598 ORDERS EA-14435 MONO 1 2 Job Reference o tional Inc.Thu Oct 0614.01:002016 Pa � 7.640 s Apr 19 2016 MiTek Industries, nc. u LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 2-7=-20 Concentrated Loads (Ib) Vert: 8=-1452(F) A WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/20f5 BEFORE USE. Design valid for use only wish MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Brac(ng 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_M1dAtlantic E12497572 ORDERS EA-14436 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 20.31.49 2018 Page 1 ID:62P41CAGbgeRYBeRgKE418yUEab-DzTV1mBDrd5gaXLgpYB9?BMmCJBrc5vndATu4hyAaxe 4-8-4 9-1-0 9r8 8 4-8-4 4-4-12 0-7-8 3x6 2x4 8x12 �i 4-8-4 9-8-8 4-8-4 5-0-4 3x6 = I� 0 Scale = 1:80.8 Plate Offsets (X Y) [3.0-7-5 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,49 Vert(LL) -0,01 4-5 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,20 Vert(CT) -0.02 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0,28 Horz(CT) -0.00 7 n/a n/a BCLL 0.0 * Code IBC2018/TPI2014 Matrix-S Wind(LL) 0.00 5 >999 240 Weight: 137lb FT=5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD REACTIONS. (lb/size) 6=452/0-3-8, 7=452/0-3-8 Max Horz 6=239(LC 12) Max Uplift 7=-353(LC 12) Max Grav 6=526(LC 3), 7=635(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-485/0, 4-7=-269/422, 3-7=-254/84 WEBS 1-5=-20/315, 2-4=-392/314 Structural wood sheathing directly applied or 6-0-0 oc purlins , except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-6, 3-4, 2-4, 2-5 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing atjoint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=353, 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Verify destgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors. this destgn is based only upon parameters shown, and is for an individual building component, not a truss system. Betore use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members onty. 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, P' '2y< �J�• .�\STER�..F�y Q :' P 4 • (P No. 60900285 = ' STATE OF ' Q' so /40 �'.9O.c•0' :�NDIANP•' 00*000000 �0 /0N Ai t\` February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 ORDERS Truss EA-90129 Type NO 00 MidAtlantic 1 11-10-8 MONO E12493665 Frederick, MD - 21703, 8,220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:23:11 2018 Page 1 ID:?YX51fzVN18mKkU2rOKC?FyugD-hrug2ZhTfHaf2GhOQYY8dlo7oJn3lirfjUx?YNyAby_ 1-11-0 1-11-0 2x4 II Scale = 1:8.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.09 Vert(LL) -0.00 1 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.03 Vert(CT) -0.00 1-3 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 0.0 ' Code IBC2018/TP12014 Matrix-P Wind(LL) 0.00 1 "`* 240 Weight: 7 lb FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD REACTIONS. (lb/size) 1=87/0-3-8, 3=87/0-3-8 Max Horz 1=30(LC 12) Max Uplift 1=-7(LC 12), 3=-20(LC 12) Max Grav 1=107(LC 18), 3=107(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-11-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1 and 20 lb uplift at joint 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 8) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 10) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING - Verify des/gn 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 Mnek®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 info the overall buliding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members onty. Additional temporary and permanent bracing Is always required for stability and fo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 278 N. Lee Street, Suite 312, Alexandria, VA 22314. `��QJ•Q�G\STEq� F�ZN Q No. 60900285 STATE OF O,o••'.. DIAN.• c`99�ONALE%.AN���` February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12494515 ORDERS EA-98414 SPEC 1 1 Job Reference (optional) A.An nn.n o.,..e 4 NVR, Frederick, MD - 21703, B .LLV 5IVVV ro cv ro rvnion nmuanrw 1 u��. oun .,o.. �...++«..,.. ,may.. I D: kzgVcDcwXzGbM M IgtgtH9 ByUXXd-pefYw9ad Klq LQtl RhCzbm3d B5b6CKx4_XB VZQ GyAb U R 0-11-4 4-1-12 0-11-5 3x4 = 4x4 = 5-1-1 6-10-1 5-1-1 3-9-0 Plate Offsets (X Y)-- [5:0.2-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d TCLL 30.0 Plate Grip DOL 1,15 TC 0,50 Vert(LL) -0,04 2-5 >999 360 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,30 Vert(CT) -0,07 2-5 >828 240 TCDL 10.0 Rep Stress Incr YES WB 0,12 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 x Code IBC2018ITP12014 Matrix-P Wind(LL) -0,00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 4=110/4-0-892=309/0-3-8, 5=488/4-0-8 Max Horz 2=94(LC 8) Max Uplift 4=-18(LC 8), 2=-64(1.13 8), 5=-95(1.10 12) Max Grav 4=138(LC 19), 2=369(LC 19), 5=648(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. WEBS 3-5=-549/153 PLATES MT20 Weight: 30 Ib GRIP 197/144 Scale=1:19.1 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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) 4, 21 5, 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7.16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 12) Metal hangers, of any seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the required maximum reaction. A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. !0/03/20f5 BEFORE USE. Design valid for use only with Mirek®connectors. Thts 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 fhe overall building design. Brac(ng ind(cated 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, seeANSI/rPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, QJ��Q�GISTFR� 0Nly'�.� O 0 No.60900285 . STATE OF :9O.o'':�NDIANP•'0090*666 ' Q'/ONALt�aG���`\`\ February 1912019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12367809 ORDERS VT-01281 VCOM 1 1 Job Reference (optional) NVR, Frederick, MD - 217031 LOADING (pst) SPACING- 2-0-0 CSI. TCLL 30.8 Plate Grip DOL 1,15 TC 0.08 (Ground Snow=40.0) Lumber DOL 1,15 BC 0.07 TCDL 10.0 Rep Stress Incr YES WB 0.00 BCLL 0.0 Code IBC2018/TP12014 Matrix-P BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 1=100/2-8-0, 3=100/2-8-0 Max Horz 1=33(LC 9) Max Uplift 1=-17(LC 12), 3=-17(LC 13) Max Grav 1=109(LC 18), 3=109(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. a.LLU 5 VGI O LUIa MI I eK InUUJU1C9I IIIG. 1 uC vu uU 1 a.ac.xo cv lo rayc , ID:Cmbve5KCXpnlSCvouSK1vTyUXz5-?1?13kwgEK09NREhcSnrOgXCqzl8Cz16Trusg5yO7XF 2-8-0 1-4-0 3A = Scale = 1:9.5 2 DEFL. in (loc) I/deft L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0,00 3 n/a n/a PLATES MT20 Weight: 8 Ib GRIP 197/144 FT = 5% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Verlry design perimeter: and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7479 rev. 10/03/2015 BEFORE USE. Design valid for use only wish MTek@ connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Betore use, the building designer must verify the applfcabllity 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 stabllily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, ���tttn uurrr/// `. QJ•Q�G\STE9�... N.� Q• O• No, 60900285 ' 9 STATE OF 1 �'.O.� :!/VDIMA? • •������ ///•SS/ONA' February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12367810 ORDERS VT-01282 VCOM 1 1 Job Reference (optional) . NVR, Frederick, MD - 21703, o.uu s uct a LV 78 MI 1 CK IIIUUSII ICJ, II IG. uC V d JV a.o<I <� w rayo i ID:27hOQ4r9sPyKNZleexeJmyvv5l-xh7VUQx4myetc104ktpJTFcUBmtegsW Px8NzlzyO7XD 2-8-0 I5-4-0 2-8-0 t2-8-0 3x4 = 2x4 /i 2x4 \\ LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.8 Plate Grip DOL 1,15 TC 0.34 (Ground Snow=40.0) Lumber DOL 1,15 BC 0.45 TCDL 10.0 Rep Stress Incr YES WB 0.00 BCLL 0.0 Code IBC2018/TPI2014 Matrix-P BCDL 10.0 LUMBER- TOPCHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 1=235/54-0, 3=235/5-4-0 Max Horz 1=78(LC 9) Max Uplift 1=-40(LC 12), 3=-40(LC 13) Max Grav 1=283(LC 18), 3=283(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/deft Ud Vert(LL) n/a - n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0,00 3 n/a n/a PLATES MT20 Weight: 18 Ib GRIP 197/144 Scale = 1:18.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7A 6; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 7) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1, 8) Design checked for ASCE 7A 6 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - VeA/y design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requked for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPil Quality Criteria, DSB-89 and BCSI Building Component Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ` ``\``�P ►18Tf�,����i sr QJ�,Q�tcgF 0 Wz �•N 0 No, 60900285 ' STATE OF 47 ss / O N A l . tE!0 `������ February 19,2019 �1 M?ek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12367811 ORDERS VT-01283 VCOM 1 1 Job Reference (optional) aLuL�rOVIaIVIICRIVVJICJmuc wr w I v. Z.YU oyNVR, Frederick, MD - 217039 ., . I D:AhsH SMf2YmO??CgTMsWXX8ypa7A-xh7VUQx4myetc104ktpJTFcK2mxAg rTPx8NzlzyO7XD 4-0-0 8-0-0 4-0-0 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 30.8 Plate Grip DOL 1.15 TC 0.99 Vert(LL) (Ground Snow=40.0) Lumber DOL 1.15 BC 0.23 Vert(CT) IT TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) BCLL 0.0 Code IBC2018/TP12014 Matrix-P BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 1=227/8-0-033=227/8-0-0, 4=287/8-0-0 Max Horz 1=-123(LC 8) Max Uplift 1=-76(LC 13), 3=-76(LC 13), 4=-4(LC 12) Max Grav 1=327(LC 18), 3=327(LC 19), 4=298(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:26.7 n/a in floc) I/deft L/d PLATES GRIP - n/a 999 MT20 197/144 la n/a 999 0.00 3 n/a n/a Weight: 32 lb FT = 5% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-4 to 3-4-4, Exterior(2R) 3-4-4 to 4-7-12, Exterior(2E) 4-7-12 to 7-7-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 31 4. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. \I\II11I I I I IIII�7 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of \\\ 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. �\\\� Q.� STRZy� QJ• Q��\STEq� FIyN'i p•• = No, 60900285 '• 9 STATE OF 4 S;ONA /IE�\�� II II February 19,2019 0 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 MirekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil a truss system. Before vse, 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Inform ationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12367812 ORDERS VT-01284 VCOM 1 1 Job Reference (optional) occv �� �� �� „mow„„�� ,,IV, 5_q_0 4x6 = 3xs II 2x4 II 3x6 II Scale = 1:33.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.8 Plate Grip DOL 1,15 TC 0.77 Vert(LL) n/a n/a 999 MT20 197/144 (Ground Snow=40.0) Lumber DOL 1,15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a RMI inn Code IBC2018/TPI2014 Matrix-S Weight: 46 lb FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. All bearings 10-8-0. (lb) - Max Horz 1=-169(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-159(LC 10), 5=-130(LC 11)2 8=-341(LC 12), 6=-341(LC 13) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=300(LC 18)18=633(LC 18), 6=633(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/187, 2-3=-314/149, 3-4=-314/149 WEBS 2-8=-595/469, 4-6=-595/469 NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-4 to 3-4-4, Exterior(2R) 3-4-4 to 7-3-12, Exterior(2E) 7-3-12 to 10-3-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 1, 130 lb uplift at joint 5, 341 lb uplift at joint 8 and 341 lb uplift at joint 6. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Veriry design paremetere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10!03/2015 BEFORE USE. Design valid for use only with M7ekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bulldtng designer must verify the applicability of design parameters and property tncorporaie this design Info 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, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \\\\11111111111///� � P: STR2y� QS,Q���srEq�. FIyN'% No, 60900285 o STATE OF February 19,2019 MTek' 818 Soundside Road Edenton, NO 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12367813 ORDERS VT-01285 VCOM 1 1 Job Reference o tional b L.AiiNRn� Inn Tuft nm Qn 1a•QT6n 9n1A Pnna 1 - 21703, V «V ., .. �,.. ,.,, ,..,. ,,,....�..,...., ,..-. ..-- ---. __ NVR, Frederick, MD ID:cLH1H7N4g.k9cJfeNZbukX5yUXz2-t3EGu6zKlZuas3YSrlmYghkcad08kAiOSs3psyO7XB 6.8_0 134.0 6-8-0 6.8-0 4x6 = 8 7 13.4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.8 Plate Grip DOL 1,15 TC 0.73 Vert(LL) n/a n/a 999 (Ground Snow=40.0) Lumber DOL 1,15 BC 0,20 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0,18 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-S BCDL 10.0 Scale = 1:37.9 PLATES GRIP MT20 197/144 Weight: 62 Ib FT = 5% LUMBER- BRACING- TOPCHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP N0.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. All bearings 13-4-0. (lb) - Max Horz 1=-214(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 9=-323(LC 12), 6=-323(LC 13) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 8=307(LC 18), 9=553(LC 18), 6=553(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-310/173, 3-4=-310/173 WEBS 2-9=490/3761 4-6=490/376 NOTES- (9-10) 1) Wind: ASCE 7-16; Vult=150mph (3-second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 3-5-0, Exterior(2R) 3-8-0 to 9-8-0, Interior(1) 9-8-0 to 9-11A2, Exterior(2E) 9.11-12 to 12-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7A6; Pg= 40.0 psf; Pf=30.8 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5 except Qt=lb) 9=323, 6=323. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1, 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev f0/03/1015 BEFORE USE. Design valid for use only with Mireic® connectors. This design is based only upon parameters shown, and is for an individual bullding component, not a truss system. Before use, the building designer must verify the applicability of design paramelers and properly incorporate this design into the overall bullding design. Bracing indicated fs to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stablllly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, `\\�1tt 111 I I I I uu�y7T � 00 STq�y2 W'' QS, GSTFq�..F0 '''. Q' ' Q' N NO,60900285 = Is 00 STATE OF :x�0006496DIAVA so* � .0060000 ZiFss/ONAtill 1 t�aG```�� February 19,2019 MINES MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply E6963903 ORDERS VT-94008 VMON 1 1 Job Reference o tional NVR Homes, X 7.350 s Sep 26 2012 MiTek Industries, Inc. Wed Jul 03 13:20:36 2013 Page 1 I vTb nh3rpP?k74bXRdopByQx96-fMM B iBh8 NeM IOhvwV5r_tMP Lid sytn aZxbp Fq 2 z? n 6 P 3x4 12 3 3x4 �i 3x4 I I LOADING (psf) SPACING 2-0-0 CSI TCLL 30.0 Plates Increase 1,15 TC 0.69 (Roof Snow=30.0) Lumber Increase 1,15 BC 0.32 TCDL 10.0 Rep Stress Incr YES WB 0.00 BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Scale = 1:19.1 DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 197/144 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a Weight: 18 ItoFT = 5% LUMBER BRACING TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD REACTIONS (Ib/size) 1=168/4-6-14 (min. 0-1-8), 3=168/4-6-14 (min. 0-1-8) Max Horz 1=95(LC 12) Max Uplift3=-56(LC 12) Max Grav 1 =1 98(LC 18), 3=205(LC 18) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-4=-88/50, 2-4=-57/72, 2-3=-166/91 BOT CHORD 1-3=0/0 Structural wood sheathing directly applied or 4-6-14 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES (10) 1) Wind: ASCE 7-10; Vult=126mph (3-second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1, 10) Designs checked for ASCE 7-10 wind at 126 mph (3-second gust) is equivalent to IRC2012 100 mph, wind reactions x 0.81 will adjust wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard A WARNING - Veri/y deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/09/20f5 BEFORE USE. Design valid for use only with MBek® connectors. this deslgn is based onry 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 info 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, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, QJ�• O\STEA�..F�'': Q'Q N NO.60900285 �'• STATE OFgo 0 ' w sS / O N A 1.it it ►E�G February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply E6963904 ORDERS VT-94009 VMON 1 1 Job Reference (optional) .. ishred un nz az•zn•za zo�a Homes, X r.uw * oop �V �,. I& ,.91 I �R ,,,,.,.�.,,�... NVR 3x4 �i LOADING (psf) SPACING 2-0-0 TOLL 30.0 Plates Increase 1.15 (Roof Snow=30.0) Lumber Increase 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 Code IRC2012ITP12007 BCDL 10.0 LUMBER TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud WEBS' 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 7�-14 7-6-14 CSI DEFL in (loc) I/deft Ud TC 0.51 Vert(LL) n/a - n/a 999 BC 0.21 Vert(TL) n/a n/a 999 WB 0.09 Horz(TL) 0.00 n/a n/a (Matrix) PLATES MT20 Weight: 33 Ib GRIP 197/144 Scale = 1:33.6 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. REACTIONS (Ib/size) 1=89/7-6-14 (min. 0-1-8), 4=130/7-6-14 (min. 0-1-8), 5=372/7-6-14 (min. 0-1-8) Max Horz1=168(LC 12) Max Uplift4=-43(LC 12), 5=-124(LC 12) Max Grav1=119(LC 23), 4=182(LC 18), 5=458(LC 18) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-187/167, 2-6=-112/30, 3-6=-47/63, 3-4=-152/66 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-370/190 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES (10) 1) Wind: ASCE 7-10; Vult=126mph (3-second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 4 and 124 lb uplift at joint 5. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11,1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Designs checked for ASCE 7-10 wind at 126 mph (3-second gust) is equivalent to IRC2012 100 mph, wind reactions x 0,81 will adjust wind load reaction to a speed of 90 mph. LOAD CASE(S) Standard A WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss 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 forstability and to prevent collapse with possible personal Injury and property damage. rorgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ```�II1111111111/fy7�/' Q.4 so eiSTS tc�N�.� O Q NO, 60900285 STATE OF Q February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 IVVR, rlcucllun, ID:_6vTbnh3rpP?k74bXRdopByQx96-f80?gcOviEzw19d6uAWj000Wd3pRZi02jNHgOOyru7w 15 14 13 12 11 10 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1,15 TC 0.10 Vert(LL) n/a - n/a 999 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.04 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0,00 9 n/a n/a BCLL 0.0 Code IBC2018rrPI2014 Matrix-S BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP or 2x4 SPF Stud TOP CHORD REACTIONS. All bearings 10-4-4. (Ib) - Max Horz 1=258(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 1, 9, 10, 11, 12, 13, 14, 15 Max Grav All reactions 250 lbor less atjoint(s) 1, 9, 10, 11, 12, 13, 14, 15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-287/206 PLATES MT20 Weight: 71 Ib GRIP 197/144 Scale: 3/8"=1' Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9-10) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 9, 10, 11, 12, 13, 14, 15, 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/20f5 BEFORE USE. Design valid for use only with M1ek®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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. � 00 STR.. Q41 :�G\STF;q ..FIZ No.60900285 = �? STATE OF P.: SSIONAta l I�C`���\``\ February 19,2019 �1 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply E6988803 ORDERS VT-94016 VCOM 1 1 Jab Reference tional - .I NVR Homes, X I s aep m ca is iwi i en uwuauroa, ui�. i nV vul io ice. &.. uy� I D:_6vTbnh3rpP?k74bXRdopByQx96-PKcHfO4j2wB4K7ekAf4PPMQvbVn2kkVi2SiOBcywtQT 2-9-7 5-6 13 2-9-7 Scale = 1:11.8 4x6 = 3x4 % 3x4 13x4 LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.15 (Roof Snow=30.0) Lumber Increase 1,15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 Code IRC2012(TP12007 BCDL 10.0 CSI DEFL in (loc) I/deft L/d TC 0.18 Vert(LL) n/a n/a 999 BC 0,08 Vert(TL) n/a n/a 999 WB 0.03 Horz(TL) 0.00 3 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS (lb/size) 1=91/5-6-13 (min. 0-1-8), 3=91/5-6-13 (min. 0-1-8), 4=179/5-6-13 (min. 0-1-8) Max Horz 1=16(LC 12) Max Uplift1=-17(LC 12), 3=-20(LC 13) Max Grav1=108(LC 2), 3=108(LC 2), 4=209(LC 2) FORCES (Ib) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-47/25, 2-3=-47/25 BOT CHORD 1-4=0/18, 3-4=0/18 WEBS 2-4=-155/71 PLATES MT20 Weight: 16 Ib GRIP 197/144 Structural wood sheathing directly applied or 5-6-13 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES (11-16) 1) Wind: ASCE 7-10; Vult=126mph (3-second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 20 lb uplift at joint 3. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) 8/12 Bottom Chord Bevel 12) 1 1 I Detail 13) 1 1 x I Bottom Chord ripped 14) 3-1/2" 1 • . 1/ 15) 1 1 / 33.7 16) 1 / LOAD CASE(S) Standard 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTekB connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verih/ 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 wish possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. N No, 60900285 = a STATE OF 0,0•' :lND I ANP•' "9S10NA' February 19,2019 MiTek" 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type OtY P1Y E6988804 ORDERS VT-94017 VCOM 1 1 Job Reference o lional NVR Homes, X 13 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jul 18 10:14:57 2013 Page 1 ID:_6vTbnh3rpP?k74bXRdopByQx96-tWAfsk4LpDJxyHCxjNcexaywyvlATAgsG6Syj2ywtQS 5Fi-13 Scale = 1:19.7 4x6 = 3x4 � 3x4 I I 3x4 11-1-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.78 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.40 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0,09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Weight: 36 lb FT = 5% _ Code IRC2012/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=188/11-1-9 (min. 0-1-9), 3=188/11-1-9 (min. 0-1-9), 4=458/11-1-9 (min. 0-1-9) Max Horz 1=37(LC 16) Max Upliftl=-31(LC 12), 3=-38(LC 13), 4=-12(LC 12) Max Grav1=229(LC 18), 3=229(LC 19), 4=536(LC 2) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-5=-124/39, 2-5=-19/64, 2-6=-19/52, 3-6=-124/39 BOT CHORD 1-4=0/4513-4=0/45 WEBS 2-4=-384/140 MiTek recommends that Stabilizers and required cross bracing be installed during truss erectionin accordance with Stabilizer , Installation guide NOTES (11-16) 1) Wind: ASCE 7-10; Vult=126mph (3-second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1, 38 lb uplift at joint 3 and 12 lb uplift at joint 4. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) 8/12 Bottom Chord Bevel 12) 1 1 Detail 13) 1 1 x Bottom Chord ripped 14) 3-1/2" 1. 15) 1 1 / 33.7 16) 1/ LOAD CASE(S) Standard 0 WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE Ml1-7479 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Inform atlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. \�\\\111111111!///7 N` 4 �P: STRA0. '% QS,QG\STED. F�yN O• No.60900285 ' a STATE OF 006 969 ON 0&/ONA' 10 February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Truss Truss Type I Qty I Ply ORDERS VT-94018 I VCOM Job Reference (optional) X 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jul 18 10:14:58 2013 Page 1 I D:_6vTbnh3rpP?k74bXRdopByQx96-Lik1445zaXRoZRn7H47tU nV9I J SgCd9?Vm BV FUywtQ R 4x6 = 4x6 i 8 7 0 4x6 3x4 11 3x4 11 3x4 I I LOADING (psf) SPACING 2-0-0 TCLL 30.0 Plates Increase 1.15 (Roof Snow=30.0) Lumber Increase 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 Code IRC2012/TPI2007 BCDL 10.0 LUMBER TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.2 or 2x4 SPF N0.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud CSI DEFL in (loc) I/deft Ud TC 0.52 Vert(LL) n/a n/a 999 BC 0.12 Vert(TL) n/a n/a 999 WB 0.09 Horz(TL) 0.00 5 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 1=130/16-8-6 (min. 0-2-7), 5=130/16-8-6 (min. 0-2-7), 7=282/16-8-6 (min. 0-2-7), 6=383/16-8-6 (min.0-2-7) Max Horz 1=58(LC 12) Max Uplift1=-6(LC 13), 5=-4(LC 13), 8=-99(LC 12), 6=-99(LC 13) Max Grav1=153(LC 2), 5=153(LC 2), 7=329(LC 2), 8=482(LC 18), 6=482(LC 19) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-2=-87/62, 2-9=-115/71, 3-9=-38/90, 3-10=-38/90, 4-10=-115/71, 4-5=-82/53 BOT CHORD 1-8=-6/5017-8=-6/50, 6-7=-6/50, 5-6=-6/50 WEBS 3-7=-256/32, 2-8=-388/166, 4-6=-388/166 PLATES MT20 Weight: 54 Ib GRIP 197/144 Scale = 1:29.0 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer (min. 0-2-7), NOTES (11-16) 1) Wind: ASCE 7-10; Vult=126mph (3-second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 1, 4 lb uplift at joint 5, 99 lb uplift at joint 8 and 99 lb uplift at joint 6. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) 8/12 Bottom Chord Bevel 12) I I I Detail 13) I 1 x I Bottom Chord ripped 14) 3-1/2" 1 . . �l 15) I I / 33.7 16) I/ LOAD CASE(S) Standard A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-747J rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. Thfs design is based only upon parameters shown, and is for an individual building component, riot a truss system. Before use, the building designer must verify the applfcabllity of design parameters and properly Incorporate Thfs design into the overall building design. Bracing Indicated is to prevent buckling of fndivfduai truss web and/or chord members only. Additional temporary and permanent bracfng 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, `\\��t11111I1111!////7i O No.60900285 9: STATE OF sS/ONACit February 19,2019 �1 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type City Ply 02_Valley E12057329 ORDERS VT-94020 VCOM 1 1 Job Reference o tional NVR, Frederick, MD - 217033 3-0.0 4x6 = 8.220 s May 24 2018 MITe �P7k74bXRdopByQx96-7NaN1y1XTY5nflCJRu1yZD1dCT8elAwBy10Dwryru7v 2X4 �i 2x4 II 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1,15 TC 0,37 Vert(LL) n/a n/a 999 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.11 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0,04 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2018lrP12014 Matrix-P BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 1=138/6-0-0, 3=138/6-0-0, 4=229/6-0-0 Max Horz 1=43(LC 9) Max Uplift 1=-25(LC 12), 3=-31(LC 13) Max Grav 1=181(LC 18), 3=181(LC 19), 4=229(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES MT20 Weight: 20 Ib GRIP 197/144 Scale = 1:14.9 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=130mph (3- second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 3, 7) This truss is designed in accordance with the 2018 International Building Code section 2306A and referenced standard ANSI/TPI 1, 8) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7A6 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. STRZY % Go 050 O. No, 60900285 '• ' a STATE OF orrj +S/ONA' t0 February 19,2019 A WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with MiTelc® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buiiding designer must verify the applicability of design parameters and properly incorporate ihfs design info 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Edenton, NC 27932 Job Truss Truss Type Oly PIY E7129085 ORDERS VT-94021 VSPC 1 1 Job Reference (OlDtionall NVR Homes, X 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Oct 15 15:42:38 2013 Page 1 ID:_6vTbnh3rpP?k74bXRdopByQx96-7gu8gFggLSThHscWzQ1 Qu8xXDyEUdWxmcOvWCyT8BF 6-0-0 8-0-0 10-0-0 6-0-0 2-0-0 2 0 0 4x6 = 6 5 B.00 12 3x4 of 3x4 11 4x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 30.0 Plates Increase 1,15 TC 0.84 (Roof Snow=30.0) Lumber Increase 1,15 BC 0.43 TCDL 10.0 Rep Stress Incr YES WB 0.11 BCLL 0.0 Code IRC2012/TPI2007 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a n/a 999 Horz(TL) -0,00 5 n/a n/a LUMBER BRACING TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud *Except` TOP CHORD 1-2: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP N0.3 or 2x4 SPF Stud BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS (lb/size) 5=202/8-0-0 (min. 0-1-8)9 1=200/8-0-0 (min. 0-1-8), 6=384/8-0-0 (min. 0-1-8) Max Horz1=103(LC 9) Max Uplift5=A00(LC 13), 1=-31(LC 12) Max Grav5=261(LC 20), 1=249(LC 19), 6=442(LC 2) FORCES (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-7=-90/81, 2-7=-43/161, 2-3=-72/93, 3-4=-63/117, 3-5=-218/107 BOT CHORD 1-6=45/9, 5-6=-45/9, 4-5=-71/46 WEBS 2-6=-327/103 PLATES MT20 Weight: 38 Ib GRIP 197/144 Scale = 1:28.5 Structural wood sheathing directly applied or 8-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (10-15j 1) Wind: ASCE 7-10; Vult=126mph (3-second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 5 and 31 lb uplift at joint 1. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including 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) 8/12 Bottom Chord Bevel 11) 1 I Detail 12) 1 x I Bottom Chord ripped 13) 3-1/2" . I/ 14) 1 / 33.7 15) LOAD CASE(S) Standard A WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors. This design is based only upon parameters shown, and fs for an individual building component, not a truss system. Before use, the building designer must verify the applfcablllty of design parameters and properly incorporate this design into the overall bulldfng design. Bracing indfcaied Is to prevent buckling of fndivfdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and fo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, ,\• O\STEA�., QF�y �0•Q �iN No, 60900285 9 STATE OF ��'��O.o••':"NDIANlike/ SS%ONA' February 19,2019 MTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type city Ply E8988808 ORDERS VT-94022 VSPC 1 1 Job Reference o tional NVR Homes, X 4x6 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jul 18 10:15:00 2013 Page 1 I D:_6vTbnh3rpP?k74bXRdopByQx96-15roU m7D58h WplxVPV9LZC aQw6w5g Uzl z4g cKNywtQ P 41 2 8-0-0 13-0-0 4-0.0 4-0-0 1-0-0 4-0.0 4x6 = 3x4 I I 5x6 4-0-0 8-0-0 13-0-0 4-0-0 4-0-0 5-0-0 Scale = 1:42.1 Plate Offsets (X Y): f5.0 0 14 Edgel f7:0-440-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1,15 TC 0.86 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1,15 BC 0.97 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight: 56 lb FT = 5% BCDL 10.0 LUMBER TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-2-0 oc bracing: 5-6. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 7=710/8-0-0 (min. 0-1-15), 1=35/8-0-0 (min. 0-1-15), 8=297/8-0-0 (min. 0-1-15) Max Horz 1=178(LC 9) Max Uplift7=-27(LC 12), 1=-31(LC 20), 8=-133(LC 12) Max Grav7=836(LC 2), 1=83(LC 19), 8=382(LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-307/2939 2-3=-234/312, 3-4=-30/109, 4-9=-161/328, 5-9=A71/192 BOT CHORD 1-8=-189/38, 7-8=-189/38, 6-7=-369/99, 5-6=-231/126 WEBS 3-7=-500/398, 4-6=-227/23, 2-8=-288/189 NOTES (9-14) 1) Wind: ASCE 7A0; Vult=126mph (3-second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7A O; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6 Provide mechanical connection b others of truss to bearinglate capable of withstanding27 lb uplift at joint 7, 31 Ib uplift at joint 1 \\Ill I I I I I I/I// and 133 lb uplift at joint 8. `��� P, STRZje 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced � \� �� standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q` ' Q� FO�'(P 9) 8/12 Bottom Chord Bevel �'• 10) I I • • I Detail = No, h0900285 11) I I x I Bottom Chord ripped 12) 3A/2" 13) I I / 33.7 STATE OF �� so 14) I/ '�., O,c.':INDIANP>' ����� LOAD CASE(S) Standard ����k9&/ONALEaG�`��\\ 1111111\\\\\ February 19,2019 A WARNING • verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verity the appltcabllity 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 MTek• 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 02_Valley E12237463 ORDERS VT-94615 VCOM 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, a.ccu 5 may �w cv w rvu i cn muuau iw, mom. ocp <-. 14. oy� ID:2tgXA8hFr2H4grwHUnl BkRypzKi-0hK19T6ypr?quQSJWY18gGcNO23JfBo7YVWz32yaOR? 2-6-0 2x4 �i 2x4 II 2x4 Scale = 1:11.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0.22 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix-P Weight: 16lb FT=5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP N0.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 1=110/5-0-0, 3=110/5-0-0, 4=183/5-0-0 Max Horz 1=-34(LC 8) Max Uplift 1=-20(LC 12), 3=-25(LC 13) Max Grav 1=141(LC 18), 3=141(LC 19), 4=183(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7.16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 8) Design checked for ASCE 7A 0 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. ST P: R2y1 `Q�GISTE9�. �IZN''� No, 60900285 000 iffiolP soos� moss'; STATE OF ;' 40 solos February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/03/101 S BEFORE USE. U�' Design valid for use only wish MTek®connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabiitty 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 Ml lek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ORDERS Truss VT-94616 Truss Type VCOM 02_Val ley E12237464 MD - 21703, 8,220 s May 242018 MiTek Industries, Inc. Mon Sep 24 14:30:07 2018 rage, ID:2tgXABhFr2H4grwHUn1 BkRypzKi-ULugMp7aa87hWal V3GYNDT9ReSOnOeiHn9FXbUyaOR_ 7-6-0 1 4x6 = 2x4 �i 2x4 I I 2x4 �� Scale = 1:17.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.18 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0,05 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-P Weight: 26 lb FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (lb/size) 1=179/7-6-0, 3=179/7-6-0, 4=297/7-6-0 Max Horz 1=-55(LC 10) Max Uplift 1=-33(LC 12), 3=-40(LC 13) Max Grav 1=244(LC 18), 3=244(LC 19), 4=297(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES• (8-9) 1) Wind: ASCE 7-16; Vult=130mph (3- second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 3. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. © WARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-747J rev. f 0/03/2015 BEFORE USE. Design valid for use only with M7ekOO 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 info the overall building design. Bracing indicated is io prevent buckling of individual truss web and/or chord members only. Additional temporory 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Inform a tionavaila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ``\``��►►Ut tST fp���rii�////i QJ�,Q�G\C� wee STEq� •• �N 0 Q' No, 60900285 9't STATE OF ' February 19,2019 MiTek' 815 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 02_Valley E12486465 ORDERS VT-94774 VCOM 1 1 Job Reference (options" 18 M'T k Industries, ri Dec 7 10:06:57 2018 Page 1 Inc,nc. NVR, Frederick, MD - 217031 8.220 s Nov 16 20 1e I D: U Bhg 2onH JLlom F7wbpTH P Hyel i?-V E pSMd EQvO WfeA_Ef rQv?si KOKpXreye3tmABXyBOH S 4x6 = 4x4 �i 2x4 I I 4x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 30.0 Plate Grip DOL 1.15 TC 0,62 Vert(LL) (Roof Snow=30.0) Lumber DOL 1.15 BC 0,38 Vert(CT) TCDL 10.0 Rep Stress Incr YES WB 0,09 Horz(CT) BCLL 0.0 Code IBC2018/TPI2014 Matrix-S BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=227/10-0-0, 3=227/10-0-0, 4=450/10-0-0 MaxHorz 1=77(LC11) Max Uplift 1=-36(LC 12), 3=-47(LC 13), 4=-14(LC 12) Max Grav 1=334(LC 18), 3=334(LC 19), 4=462(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-321/66 Scale = 1:22.2 n/a Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 31 4, 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building 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 iniury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIfrPll Quality Criteria, DSB-89 and BCSI Building Component Safety Informalionavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. � ..40666604.. ST/ y< � �S,Q01STE0o FIyN'�' 00 No. 60900285 = 9 STATE OF 's00000*00*00 sTONALtE�G����` February 19,2019 M?ek' 818 Soundside Road Edenton, NC 27932 Qty I Ply I 02_Valley E12486466 ORDERS VT-94775 VCOM T T Job Reference (optional) MD - 217039 8,220 s Nov 16 2018 MITek Industries, Inc. Fri Dec 7 10:06:58 2018 ._.._. _ ..... __ . �..-.., _,,.._...&�^n n..ovw=\i..,.�no,.C,.nL1Y\�/LLB 4x6 = Scale = 1:28.2 3x4 i 9 8 7 6 3x4 �� 2x4 II 4x4 = 2x4 I Plate Offsets (X Y) [70 1 12 0 0-0] [80-2-0 0-1-4] [80-0-0 D-T-TZI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1,15 TC 0,64 Vert(LL) n/a n/a 999 (Roof Snow=30.0) Lumber DOL 1,15 BC 0,21 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix-S PLATES MT20 Weight: 47 Ib GRIP 197/144 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. All bearings 12-6-0. (lb) - Max Horz 1=-98(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 9=-132(LC 12), 6=-132(LC 13) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=342(LC 18), 9=557(LC 18), 6=557(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-256/251 2-9=499/17414-6=-499/174 NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=130mph (3-second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=30.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5 except Qt=lb) 9=132, 6=132. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7A 0 ultimate wind speed at 130 mph (3-second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7479 rev. 10/OJ/20f5 BEFORE USE. Design valid for use only with MRekO 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informationavailable from Truss Plate Institute, 218 N. 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