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HomeMy WebLinkAboutTrussmm W1 a MiTek Is Re: pr190033spm fpr 1 hr pvtol,- MiTek USA, Inc. 818 Soundside Rd Edenton, NC 27932 The truss drawing(s) 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. STII �Q4\ST � �•'��F''ice: G EA N N0.60900285 = ' STATE OF NAi February 19,2019 Strzyzewski, Marvin 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 Qty Ply 00_MidAtlantic CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 E12493066 ORDERS EA -10526 MONO 1 1 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.35 7-8 >804 240 TCDL 10.0 Job Reference (optional) NVR, Frederick, MD - 21703, o.ccv s rvvv !o cv io l -ion 11uuo i, a, 6 ,. .,uis <..,.. tee., , ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-rdTZWdtBmWakvp?3YL7QgNmZJPU1 pJ7Cluz?HOyAcHh 11 5-1-0 9-7-7 16-7-7 23-7-8 11-4 5-16 4-0-1 7-0-0 7-0-1 3x4 11 3x8 =' 3x4 = 5x7 = 4x4 = Scale = 1:75.4 Plate Offsets (X Y)-- [8:0-3-4,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.17 7-8 >999 360 MT20 197/144 (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 BOLL 0.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.06 9 >999 240 Weight: 147 Ib 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 2-2-0 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 `Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt 6-7, 4-8, 5-7 REACTIONS. (Ib/size) 7=1165/0-3-8,2=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=-362/1929, 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 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 (Lura 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 Ib uplift at joint(s) 2 except (jt=1b) 7=333. 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. IS T Rz rr///////i Q�GISTE9�O...�N .� :T: No. 60900285 ' `0 STATE OF �'. 0 ://VDIANP,:' �� �,Z�` /."///// kT`9/ON A' tO \\\\\ �` lwo February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/1015 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 verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Wek' 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 818 Soundside Road Safety Informatlonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493069 ORDERS EA -10527 MONO 1 1 Job Reference o tional NVK, rreflercK, MU - 21 M5, o.«v a ivuv iu cu iu rvu i an nivumiioa, uw. ..,, -.. may.. , 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 0 rN 0 Scale = 1:76.3 3x8 = '" ' ' 7 3x4 = 5x7 = 4x12 = 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)-- [7:0-6-8,0-1-81, [8:0-3-8,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.89 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 BCLL Rep Stress Incr YES WB 0.80 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 • Code IBC2018rTP12014 Matrix -S Wind(LL) 0.06 9 >999 240 Weight: 158 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 6-7, 4-8, 5-7 OTHERS 2x6 SP No.2 REACTIONS. (Ib/size) 2=1251/0-3-8,7=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 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 7-16; Pf=30.0 psf (Lura 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. 1111 I1Il 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) 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. �� J • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except Qt=lb) Q ' Q� FO•' �•(P� 7=331. J - is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. = :• NO, 60900285 9) This 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 9 STATE OF 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.� 03 •, •No ANP.•'• �`���\ 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/ '••.......•• required maximum reaction. ////s%ONA' IsoG �\o February 19,2019 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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 on 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 Wit 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 SCSI Building Component 818 Soundside Road Safety Inform ationavoila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 BOT CHORD 11-12=-510/1742, 10-11=-247/877, 8-9=-107/385, 9-10=-182/902, 6-9=-138/950 E12493071 ORDERS EA -10529 SPEC 1 1 Lumber DOL 1.15 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 BC 0.98 Vert(CT) -0.64 10-11 >437 240 3) Unbalanced snow loads have been considered for this design. Job Reference (optional) NVR, Frederick, MU -21/U3, o-u-Nvv ivcv..' ...,. .,.,,, y.. 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 3x4 II 3x4 = 3x6 = 5x10 = 4x4 = 8x8 = 9-7-719-9-0 23-7-8 9-7-7 10-1-9 3-10-8 Plate Offsets (X Y)-- [10 Edge 0-3-81 [11:0-4-12,0-3-01 I9 Scale = 1:85.6 LOADING (psf) SPACING- 2-0-0 Max Uplift 8=-356(LC 12), 12=-35(LC 12) CSI. DEFL. in (loo) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 BOT CHORD 11-12=-510/1742, 10-11=-247/877, 8-9=-107/385, 9-10=-182/902, 6-9=-138/950 TC 0.78 Vert(LL) -0.43 10-11 >653 360 MT20 197/144 (Roof Snow=30.0) MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & Lumber DOL 1.15 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 BC 0.98 Vert(CT) -0.64 10-11 >437 240 3) Unbalanced snow loads have been considered for this design. TCDL 10.0 * Rep Stress Incr YES 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. 3-6-0 tall by 2-0-0 WB 0.80 Horz(CT) 0.11 8 n/a n/a will fit between the bottom chord and any other members, with BCDL = 10.Opsf. bearing of withstanding 100 Ib uplift at joints) 12 except Qt=1b) BCLL 0.0 Code IBC201 BITP12014 8=356. Matrix -S Wind(LL) 0.06 11-12 >999 240 Weight: 183 Ib FT = 5% BCDL 10.0 a STATE OF ,• 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. t' �' '••.....•.• O"N;0 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 maximum reaction. �i� SS•�HDIANP•' /////ONAI required LUMBER- BRACING - February 19,2019 TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins, 4-7: 2x4 SP No.2D except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 10-11: 2x4 SP No.2D WEBS 1 Row at midpt 7-8, 6-8, 5-10, 3-12 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 7-8: 2x4 SP No.2 or 2x4 SPF No.2, 2-12: 2x6 SP No.2 REACTIONS. (Ib/size) 8=1160/0-3-8,12=1258/0-3-8 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or 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=-182/902, 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. 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 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. 3-6-0 tall by 2-0-0 ��� 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide `�� \� •.• J •• F� will fit between the bottom chord and any other members, with BCDL = 10.Opsf. bearing of withstanding 100 Ib uplift at joints) 12 except Qt=1b) �� G�STEq �� Q' ' Q� FO•'; (P 7) Provide mechanical connection (by others) of truss to plate capable ���� '• 8=356. NO.60900285 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 a STATE OF ,• 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. t' �' '••.....•.• O"N;0 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 maximum reaction. �i� SS•�HDIANP•' /////ONAI required 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 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 ationavoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 E12493072 ORDERS EA -10530 MONO 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.44 Job Reference (optional) NVR, Frederick, MD - 21703, o.ccv s N.v io cv io wu 1 cn nwuau,c.' a nun qg' ID:u6TPHen?NnG50iz_6VCgXhyUX1A-GC9i9ev43RzJnGkdDTh7RO04bcYZOdFe_sBfuiyAcHe -q-11,4 4-11-8 9-7-7 16-5-11 23-7-8 0'-11-4 4-11-8 4-8-0 6-10-5 7-1-13 4x4 -i 3x8 = 5x10 = 48 = 3x4 II 9-7-7 16-5-11 2_3 9-7-7 6-10-5 7-1-13 Plate Offsets (X Y) f2:0-2-0,0-1-121,19..0-4_-1_2,0-] 3- [11'0-3-4 0-3-0] [12:0-4-0,0 6x10 = Scale = 1:81.7 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 TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.03 12 n/a n/a BOT CHORD BCLL 0.0 Code IBC2018ITP12014 Matrix -S Wind(LL) 0.04 9 >999 240 Weight: 194 Ib 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. (Ib/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, 4-8, 5-11 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 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 Ib 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. Wr i �90; - - STIgIy� Z • QJ • �G,1STFq�.,..•� �� = No. 60900285 = �'• STATE OF ' • k/ February 19,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mffel<0 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 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 Inform ationavoila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic TCLL 30.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) E12493073 ORDERS EA -10531 SPEC 1 1 Vert(CT) -0.31 14-15 >907 240 \\ ttllll I lilt// // TCDL 10.0 Rep Stress Incr YES Job Reference (optional) NVR, Frederick, MD - 21703, 8.220 s Nov -io 20 i o ivu i er, nwusuies, nn:. aun — a 10-V yr cv io royv 1 ID:u6TPHen?NnG50iz_6VCgXhyUX1A-CaGSZKxKb2D00atOLujbXRUWwQE9UaLxSAgmzbyAcHe 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 I I Scale = 1:86.8 19 18 17 4x8 = 13 12 `- 3x4 = 3x4 II 3x4 II 3x4 II 5x7 = 4x8 = 6x12 = 6x12 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.15 14-15 >999 360 MT20 197/144 (Roof Snow=30.0) MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Lumber DOL 1.15 BC 0.81 Vert(CT) -0.31 14-15 >907 240 \\ ttllll I lilt// // TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.19 10 n/a n/a will fit between the bottom chord and any other members, with 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 19 except (jt=1b) BCLL 0.0 Code IBC2018/TP12014 Matrix -S Wind(LL) 0.09 14-15 >999 240 Weight: 203 Ib FT = 5% BCDL 10.0 11) of any seat size, place required maximum reaction. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except` except end verticals. 4-17,7-13: 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 5-11-10 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except` WEBS 1 Row at midpt 9-10,8-14,8-10 9-10: 2x4 SP No.21), 8-10: 2x4 SP Not or 2x4 SPF No.2 REACTIONS. (Ib/size) 10=1165/0-3-8, 19=1255/0-3-8 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=-1418/38 BOT CHORD 18-19=-533/230, i5 -l6=-961/2727,14-15=-443/1880, 7-14=-441/249, 10-11=-110/387 WEBS 4-15=-222/379, 5-15=-487/142, 6-15=-234/949, 6-14=-1058/215, 12-14=-104/381, 8-14=-381/1547, 8-10=-1130/322, 3-18=-1408/359, 3-16=-449/1917, 16-18=-578/808, 2-18=0/1125 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. \\ ttllll I lilt// // 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 live loads. `� ST P RIy non -concurrent with other 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ��� �C� 1< J \STE ''•• 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 BCDL = 10.Opsf. �� C\ I �. ���•• N will fit between the bottom chord and any other members, with 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 19 except (jt=1b) _ No. 60900285 •; 10=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` = ' 'a � STATE OF IZ ` 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 to of 90 mph. '•, �% 0,�.:!/VpIANP:•'' �� �i� �` •••.....•• 100 mph, wind reaction x 0.78 will adjust wind uplift reaction a wind speed Metal hangers, can be used in of wood bearing, of any seat size, provided the hanger has been sized for the GN 11) of any seat size, place required maximum reaction. February 19,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/09/2016 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, no, 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 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/rPll 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 Qty Ply 00_MidAtlantic PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.12 13-14 >999 360 E12493074 ORDERS EA -10532 SPEC 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.08 20 n/a n/a BCLL 0.0 * Job Reference (optional) 018 P 1 NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MITek Industries, Inc. Sun Dec 9 19. 00.08 2 age 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 9 18 17 16 4x8 = 12 11 10 3x4 11 3x4 11 4x8 = 4x12 = 6x10 = 19 6x8 11 o 0 20 I�119 3x4 II 48 = 3x4 II 6x12 = Scale = 1:86.4 Plate Offsets (X Y) [1970-3-4,0-3-01,[20:0-4-0,0-2-81 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 0.42 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 Ib 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 3-8-7 oc purlins, BOT CHORD 2x4 SP No.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, 8-11, 8-19 REACTIONS. (Ib/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=-529/228, 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. 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 %%%J1,111111111f/7, 3) Unbalanced snow loads have been considered for this design. 19.0 1.00 times flat roof load of 30.0 on overhangs 10 P, STY 4) This truss has been designed for greater of min roof live load of psf or psf with other live loads. 'G\STER ��i non -concurrent 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ���` .��� ••��G �. 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 �•'; (P 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 Ib uplift at joint(s) 18 except Ot=1b)— STATE OF 20=357. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i '0 �•'• ��/ Q • �li�`��� �•G�� �e � 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � '•• � .... ��� sS;ONA' February 19,2019 Q WARNING - Verify design parameters and 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 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 Informationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493074 ORDERS EA -10532 SPEC 1 1 Jab Reference o tional .. .._ ----- n oon a nu,., 16 2018 MiTe4 Industries Inc Sun Den 9 19,00,08 2018 Pane 2 NVK, t-reaerlCK, MU -ZI IUJ, .. ,.... ._.-... _.. ...___...__, ... _. __..___ ID:u6TPHen?NnG50iz_6VCgXhyUX1A-gngmgyyMMLtekSCvbEg3eOiZqc8D164gqQJVIyAcHb 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 MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeoD 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 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/rPll 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 Truss Type Qty Ply E8935159 ORDERS 35 SPEC 1 1 Job Reference optional) NVR, .......................... ..... _.. ...___...__, ... _. ..._.._� ID:62P41 CAGbgeRYBeRgKE418yU Eab-C8VRZStuhSMXouNQFTIRvkXFmKwWmKna35SuxQyoKzb -q-11 4 5-1-6 9-7-7 13-10-8 18-8-0 i 23-7-8 0-11-0 5-1-6 4-6-1 4-3-1 4-9-8 r 4-11-8 � 3x4 11 7 4x6 = 11 10 9 48I1 4x8 II 4x8 II .5x7 —_ 3x4 11 3x4 = Bx12 = 48 11 Scale = 1:82.2 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) [&0-2-12,0-1-81, [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 Ib 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 3-3-10 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* end verticals. 8-9: 2x12 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* WEBS 1 Row at midpt 7-8,6-8 7-8: 2x6 SP No.2 REACTIONS. (Ib/size) 8=1170/0-3-8,2=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) 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=-504/2111, 10-11=-504/2111, 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=0.54 and 11=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. 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 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 111111111111//// 3) Unbalanced snow loads have been considered for this design. \\1\ 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 overhangsP: STIgIy,�%,� i 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. ��� G /�'• 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 willQ'; •Q� c°;6 fit between the bottom chord and any other members, with BCDL = 10.Opsf. Z ��; S• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 Ib uplift at joint 8 and 53 Ib uplift at joint _ NO. 60900285 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 a \� STATE OF ,•' 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 i�'90;�� ��N�[ANP•'• ����\ 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph./7NS1ONAL1�?G February 19,2019 © WARNING - Verify design parameters and 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 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 LOADING (psf) SPACING- 2-0-0 E12493080 ORDERS EA -10539 SCIS 1 1 Vert(LL) -0.08 6-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.16 6-8 >999 240 Job Reference opt n An•nn•A'] naAQ Dane A NVR, Frederick, MD - 21703, o.«w o -ir ID:u6TPHen?NnG50iz 6VCgXhyUX1A-1 kekgN05AuzAkVLAhBq?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 = 4x4 11 4x4 11 Scale: 318"=1' 6-11-8 6-11-8 Plate Offsets (X Y) [2:0-1-10,0-0-131,[6:0-1-10,0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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 0.58 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/TPI2014 Matrix -S Wind(LL) 0.03 2-8 >999 240 Weight: 67 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 D TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 4-1-8, Right 2x4 SP or SPF No.3 or Stud 4-1-8 REACTIONS. (Ib/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 (lb) 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 NOTES- (10-12) 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; ell 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. till l l I I I11!/ 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This bottom in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P ST142j, 6) truss has been designed for a live load of 20.Opsf on the chord fit between the bottom chord and any other members. •'••. ..••'•. will 7 Bearing at oint s 2, 6 considers paralleltograin value usin ANSI/TPI 1 angle to grain formula. Building designer should verify G�STFR capacity of bearing surface. 100 Ib at joint(s) 2, 6. Q : (P •; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift No. 60900285 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 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 a '; STATE OF �. �O �• �� 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. P 1 P P p 7 P �� i .o '•. NDIAN•.•' ` ` 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� F G\ ///%99/ONAI required maximum reaction. 1StX������\ February 19,2019 A WARNING. Verify design parameters and 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 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 Mi rek• 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 818 Soundside Road Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic Plate Offsets (X Y)-- [3:0-3-12,0-3-41, [4:0-3-14 Edge] [4:0-3-0,0-1-01, [6:0-3-12.0-3-4], [8:0-2-8.0-2-0] 1-3: 2x4 SP No.2 or 2x4 SPF No.2 MT20 197/144 BOT CHORD 2x4 SP No.1 `Except` E12493081 ORDERS EA -10556 MONO 1 1 CSI. DEFL. in (loc) TCLL 30.0 Plate Grip DOL 1.15 Job Reference (optional) NVR, Frederick, MD - 21703, 6.220 s Nov io 2016 ml i ex uluusules, 111. bull Ueu , 1,.V V. 1Y GV to rays 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-VwB6ljOjxC51 MfwMFsLEJvGd_Fc9dpXz3ltejhyAcHV 6-2-3 11-0-017-11-8 1S -7r0 6-2-3 4-9-13 6-11-8 0-7-8 3x4 1 4x8 i 8.00 12 5x6 = 6x8 = 3x4 11 LUMBER- 11-0-017-11-8 11-0-0 TOP CHORD 6-11-8 TOP CHORD Plate Offsets (X Y)-- [3:0-3-12,0-3-41, [4:0-3-14 Edge] [4:0-3-0,0-1-01, [6:0-3-12.0-3-4], [8:0-2-8.0-2-0] 1-3: 2x4 SP No.2 or 2x4 SPF No.2 MT20 197/144 BOT CHORD 2x4 SP No.1 `Except` BOT CHORD n/a 5-6: 2x4 SP No.2 or 2x4 SPF No.2 WEBS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) TCLL 30.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.45 6-7 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.77 6-7 TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.01 8 1-2=-254/108, 2-3=-665/0,1-7=-297/123, 4-8=-407/144 Code IBC2018rrP12014 Matrix -S Wind(LL) 0.01 6 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 "Except` TOP CHORD >477 1-3: 2x4 SP No.2 or 2x4 SPF No.2 MT20 197/144 BOT CHORD 2x4 SP No.1 `Except` BOT CHORD n/a 5-6: 2x4 SP No.2 or 2x4 SPF No.2 WEBS WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` Weight: 183 Ib FT = 5% 4-5: 2x6 SP No.2 OTHERS 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 7=896/0-3-8, 8=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=-51/406, 6-8=-213/538, 3-8=-768/283, 2-7=-738/0, 2-6=-217/262 Scale =1:83.4 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 (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) TOLL: 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 Ib uplift at joint(s) except Qt=1b) 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. \\\\\\\1111STRZk 111111////7ji S T EAS Q Q N NO, 60900285 STATE OF 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 MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not `• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 I/deft Ud PLATES GRIP >477 360 MT20 197/144 >278 240 n/a n/a >999 240 Weight: 183 Ib FT = 5% 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 (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) TOLL: 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 Ib uplift at joint(s) except Qt=1b) 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. \\\\\\\1111STRZk 111111////7ji S T EAS Q Q N NO, 60900285 STATE OF 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 MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not `• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 E12493082 ORDERS EA -10557 MONO 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.77 Job Reference o tional NVR, Frederick, MD - 21703, o.ccv s rvuv w cv i o rvu I cn o I umnaa, inv. uv ..vim e.. , ID:62P41 CAGbgeRYBeRgKE418yUEab-z7lUF31 LiWDuzpVYpZsTr7pokexOMGg6HPcBF7yAcHU 6-2-3 11-0-0 17-11-8 1S -7r0 6-2-3 4-9-13 6-11-8 0-7- 3x4 4x8 8.00 12 5x6 = 6x8 = 3x4 II 6-2-3 I9 Scale = 1:83.4 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(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 0.55 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 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD 1-3: 2x4 SP No.2 or 2x4 SPF No.2 2x4 SP No.1 *Except* 5-6: 2x4 SP No.2 or 2x4 SPF No.2 2x4 SP No.3 or 2x4 SPF Stud *Except* 4-5:2x6 SP No.2 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD WEBS OTHERS REACTIONS. (Ib/size) 7=896/0-3-8,8=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=-738/0, 2-6=-217/262 BOT CHORD WEBS 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 micipt 4-5,3-8, 2-7, 2-6 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 46 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 Ib uplift at joint(s) except Qt=1b) 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. 0I1111IIIIl//// STIJZk QJ ..G\STNFR�.,...� :' P 4 ��� No. 60900285 a STATE OF i�S9/ON AI t0 February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � 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 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 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 18-3-8 E12493083 ORDERS EA -10558 MONO 1 1 18-3-8 13-16,12-17: 2x4 SP No.2 or 2x4 SPF No.2 Plate Offsets (X Y) [&0-3-0,0-3-01, [21:0-3-0,0-3-0] All bearings 18-3-8. Job Reference (optional) NVR, Frederick, MD - 21703, o.«� ��� < ,.,, , , ID:62P41 CAGbgeRYBeRgKE418yUEab-RJJsSP2zTpLIby31NHNiOKM8S2U15nNGW3MknayAcHT 17-11-8 18r -8 17-11-8 0-4-0 3x6 4x4 -i Boo F12 28 27 26 25 24 23 22 21 20 19 18 17 16 15 Scale = 1:84.8 LUMBER- 3x6 11 5x6 = 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 18-3-8 BOT CHORD 14-15: 2x6 SP No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud `Except` 18-3-8 13-16,12-17: 2x4 SP No.2 or 2x4 SPF No.2 Plate Offsets (X Y) [&0-3-0,0-3-01, [21:0-3-0,0-3-0] All bearings 18-3-8. (lb) - Max Horz 28=474(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 15, 16, 17, 18, 19, 20, 21, 22, 23, 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 Ib 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. (lb) - Max Horz 28=474(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 except 28=-321 (LC 10), 27=-764(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 15, 16, 17, 18, 19, 20, 21, 22, 23, 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. ll; 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 Ib uplift atjoint(s) 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 except (jt=1b) 28=321, 27=764. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \\\\�J\utt I P. ST/?2), Q. O No, 60900285 = a ' STATE OF ","1111111110\ SIONAI tE\\`\��� February 19,2019 nintimipri on Insole 2 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll 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 Ply00_MidAtlantic building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MTek' always 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. E12493083 ORDERS EA -10558 MONO 1 1 Job Reference (optional) ,, a 40.nn•49 en4Q o�..e o NVR, Frederick, MD - 21 f03, . a ,...,, ,.. �., ,,, ,.,, , ..,. - • -•--• • - -- • - • - - - I D:62P41 CAGbgeRYBeRgKE418yUEab-RJJsSP2zTpLIby31N HNiOKMBS2U 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss 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 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MTek' always 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 uTy Myu_mmr�udnuc E12493064 ORDERS EA -10559 MONO 1 1 �Ju obReference o tional NVR, Frederick, MD - 21703, 8.220 S Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:00:17 2018 Page 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-vVtEgl3bE7TcD6exw_uxxYu7LSbPg81Plj51JOyAcHS 28 6-2-3 11A-0 17-11-8 18-7ro r 6-2-3 4-9-13 6-11-8 0-7 8x8 i Scale = 1:77.9 8.00 12 4 4x4 1 5x6 = 6x8 = 4x8 = 6-2-3 11 0-0 17-11-8 1$-7r0 6-2-3 4-9-13 6-11-8 0 -7 - Plate Offsets (X Y) [3:0 3 8 0 3 4] [4:0 2 1 Edge] [6:0-4-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.93 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 * d(LL) Code IBC2018/TPI2014 Matrix -S Win0.02 6-7 >999 240 Weight: 156 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, 1-3: 2x4 SP No.2 or 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 4-5,3-5,2-7 OTHERS 2x8 SP No.2 REACTIONS. (Ib/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=-913/290, 2-7=-748/0 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; 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 11111 I I111l/ will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) \���` P ST Rei 5=347. �`� J�� ' •\$TE •''•�� �'i 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `� Q, �G A�.'• Ly '� 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�';,•(j1� i to a wind speed of 115 mph. _ No. 60900285 _ 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 O STATE OF ,•'• required maximum reaction. , • �/ O" •' :�/VD I ANP:: ' N��\�• February 19,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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 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 to coilapse with possible personal injury and property damage. For general guidance regarding the MTek• is always required for stability and prevent fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSlfrPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informatlonavatlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidATlantic 3x4 = TOP CHORD 2-3=-1400/0, 3-4=-1099/0, 4-5=-252/197, 5-6=-401/135 1-4: 2x4 SP No.2 or 2x4 SPF No.2 LOADING (psf) E12493085 ORDERS EA -10560 MONO 1 1 I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 Job Reference (optional) NVR, Frederick, MD - 21703, 8.220 s Nuv la LV la IVH 1 CR 11 ULIStrieS, Inc. ou 1 DecQyu ID:62P41 CAGbgeRYBeRgKE4l8yUEab-OIRdt54E?RbTgGD7UiQATIRIcs_QZb777NrrsSyAcHR 20-7-0 -0 11x4 6-11-1 13-5-5 19-10-0 19-'�1 8 0-11-4 6-11-1 6.6-3 6-4-11 0- -8 8.00 Fl2 0-7-8 Scale = 1:104.1 3x8 II 9 10 / 11 1Z R 6x8 = 10-0-0 4x12 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = LUMBER- BRACING - TOP CHORD 2x4 SP No -1 *Except* 3x4 = TOP CHORD 2-3=-1400/0, 3-4=-1099/0, 4-5=-252/197, 5-6=-401/135 1-4: 2x4 SP No.2 or 2x4 SPF No.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 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 //1111Ai 1%0\��: N/1111111111 TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.02 6 n/a n/a BCLL 0.0 Code IBC20181TPI2014 Matrix -S Wind(LL) 0.09 2-7 >999 240 Weight: 159 Ib FT = 5% RCDL 10-0 LUMBER- BRACING - TOP CHORD 2x4 SP No -1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, TOP CHORD 2-3=-1400/0, 3-4=-1099/0, 4-5=-252/197, 5-6=-401/135 1-4: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2-7=-378/1115, 6-7=-196/592 except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-11-12 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* WEBS 1 Row at midpt 5-6,4-6 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 5-6: 2x4 SP No.2 or 2x4 SPF No.2, 5-6: 2x6 SP No.2 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 `��III111I11//�77 P STR2y WEDGE ���� `�� �� ., J G1STFq 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 c � ;0 .: (P Left: 2x4 SP or SPF No.3 or Stud _= NO. 60900285 6=342. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction- REACTIONS. (Ib/size) 2=1096/0-3-8,6=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=-954/326, 4-7=-101/825, 3-7=-431/269 --mw 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 `��III111I11//�77 P STR2y 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. ���� `�� �� ., J G1STFq 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 c � ;0 .: (P will fit between the bottom hord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) _= NO. 60900285 6=342. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction- - = 9) Design checked 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 90 9 •• STATE OF 1� �� UAI *' ;"VDIANP-"- #v`\��` �` * .......• ' 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of mph. '. SS/ 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. //1111Ai 1%0\��: N/1111111111 February 19,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -T473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 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 Inform ationavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty I Ply 00_MidAtlantic 6x8 = 6x8 = MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 10-0-8i 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 E12493086 ORDERS EA -10561 MONO 1 1 [3:0-3-8.0-3-41, [4:0-2-1 Edge] [6:04-0 Edge] 5=345. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.;r, Q: Q O' (P 60900285 = 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 90 Job Reference o tional NVR, Frederick, MD - 21703, o.ccu s ivuv IV cV w 1- r on ui-!J , ID:62P41 CAGbgeRYBeRgKE418yUEab-OiRdt54E?RbTgGD7UiQATIRHAs_LzbUZzNrrsRyAcH R 2oa-o 6-11-1 13- 8, 5-5 19-6-4 19'11- 6-11-1 6-6-3 6-0-15 01514 0'7 8.8 a Scale = 1:76.8 i 8.00 12 4 3x8 I '� 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. 11; Exp B; Enclosed; 6x8 = 6x8 = MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 10-0-8i 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 20-7-0 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. ' the bottom in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 10-0-8 5) This truss has been designed for a live load of 20.Opsf on chord will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10-6-8 Plate Offsets (X Y) [1:0-3-8, Edge] [1:0-0-5,0-4-01, [1:0-0-3,0-0-41, [3:0-3-8.0-3-41, [4:0-2-1 Edge] [6:04-0 Edge] 5=345. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.;r, Q: Q O' (P 60900285 = 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 90 - �� STATE OF 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 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 LOADING (psf) SPACING- 2-0-0 FS C?� 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 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 4-5,3-5 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. (Ib/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=-99/825, 2-6=-435/272 NOTES- (8-10) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' the bottom in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �II1I I I I I1///// 5) This truss has been designed for a live load of 20.Opsf on chord will fit between the bottom chord and any other members, with BCDL = 10.Opsf. �C��E 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) ��` J Q, :: G 9�'•, ly � 5=345. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.;r, Q: Q O' (P 60900285 = 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 90 - �� STATE OF 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 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 •; �� �� 0,�. :!�1/p I ANP•' • �4 `'Z' � ��i� '"'••"'' required maximum reaction. FS C?� February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not', a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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, seeANSIflPlt Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informailonavallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job 1;1 Truss Truss Type Qty Ply 00_MidAtlantic Weill L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 E12493089 ORDERS EA -10564 SCIS 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.08 Job Reference (optional) Q ,,.. non a Aa nn 71 00le PS! NVR, Frederick, MD - 21703, �.��., �.3"; �.. �.. ,.. -- ID:62P41 CAGbgeRYBeRgKE418yUEab-kfEWwo7MgzE1x165HF?LAp88ptpSEzsl7fycXgyAcHM 0-11- 5-11-8 11-11-0 2-104 -11- 5-11-8 5-11-8 -11-4 4x6 82x4 II 2X4 II 5-11-8 5-11-8 0 rn o N Scale = 1:49.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weill 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 Ib 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 2-8.4-6: 2x6 SP No.2 REACTIONS. (Ib/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=-826/119, 2-8=-835/185, 4-6=-835/126 BOT CHORD 7-8=-243/332, 6-7=-111/272 WEBS 3-7=0/376, 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.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; 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 Ib 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 Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfTekOO 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. sT►rrrrr'�'��i NO, 60900285 9 STATE OF February 19,2019 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493090 ORDERS EA -10565 SCIS 1 1 Job Reference o tional .. 1 NVR, Frederick, MD - 21703, o.ccv b I- I v - 1 v .n , ,, I u I D:62P41 CAGbgeRYBeRq KE418yUEab-kfE Wwo7MgzE1x165HF?LAp88?tp8Ezg 17fYcXgyAcH M 0-11- 5-11-8 11-11-0 -11-4 5-11-8 5-11-8 46 = 72x4 II 2x4 11 Scale = 1:49.1 5-11-8 11-11-0 5-11-8 5-11-8 Plate Offsets (X Y) [2:0 6 0 0 1 12] [4:0 3 S Edgel 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 Ib 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 No.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. (Ib/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=-839/79, 3-4=-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 00, 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 (Lura 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. X%%1111111111//j� 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 STR2'�, will fit between the bottom chord and any other members. �� \� . •"�� �� 9 1 () p 9 9 9 9 9 9 verify 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.(P 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 7, 5. _ 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 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. i��0 :/HOIIIvkP' 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. //�`S�ONA11�000���\` February 19,2019 © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 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 building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI) 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 DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 E12493091 ORDERS EA -10566 COMN 1 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.40 9-10 >605 240 Job Reference (optional) nnne on!u o,,.o � NVR, FredencK, MU - 21 tui, . ,.wv ..... ..,... ___ - •---- -- - - - ID:62P41 CAGbgeRYBeRgKE418yUEab-Csou888_bHMcYBhHryWajOhNUH?9zLmRMJIA36yAcHL -Q-1114 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 3x6 46 = 3x8 = 6x8 = 3x8 = 7�� Scale = 1:71.8 10-1-8 Plate Offsets (X Y) [9 04-0,0-3-41 to -1-a 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 IBC2018lTP12014 Matrix -S Wind(LL) 0.02 9 >999 240 Weight: 145 Ib 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 4-10-14 oc purlins, BOT CHORD 2x4 SP No.21D except end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-9, 3-9, 3-10, 5-8 REACTIONS. (Ib/size) 10=1085/0-3-8,8=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=-132/720, 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 NOTES- (9-11) 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) 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. \\\\1111 I II11II�� 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. "S' Q•• STR2y �'/" 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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. `�� QJ•; Q.,\STFq�.• 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 ; Q O•�. N to a wind speed of 115 mph. _ NO.60900285 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 O ' STATE OF required maximum reaction. -'. 0.�•'•�HDIANP••'•�� `S/ONAi February 19,2019 0 WARNING - Verify design parameters and 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 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 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; CSI. DEFL. in (loc) I/deft Ud PLATES GRIP E12493093 ORDERS EA -10568 MONO 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 will fit between the bottom chord and any other members, with BCDL = 10.0psf. BC 0.21 Vert(CT) -0.03 Job Reference (optional) NVR, FreaenCK, MU- Z1 IU3, v. <a... ,v ... ..... .,,....... _ ._.__._' --'- ID:62P41 CAGbgeRYBeRgKE4I8yUEab-dQUOmAAttCkBPfPsW54HLfJxRUC9AIpt2H WggRyAcH I 4-8-4 9-1-0 918,8 4-8-4 4-4-12 0-7-8 8.00 F,2 8x8 i Scale =1:109.9 3 3x6 2x4 11 3x4 = 4x12 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = Plate Offsets (X Y) [3:0-3-3,0-1-121, [4:0-4-12 0-2-0] 3x4 = LOADING (psf) SPACING- 2-0-0 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; CSI. DEFL. in (loc) I/deft Ud 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 will fit between the bottom chord and any other members, with BCDL = 10.0psf. BC 0.21 Vert(CT) -0.03 4-5 >999 240 4=348. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 8) Design for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction TCDL 10.0 Rep Stress Incr YES J� '• / iii WB 0.28 Horz(CT) -0.00 4 n/a n/a _ NO. 60900285 BCLL 0.0 * Code IBC2018rrP12014 required maximum reaction. Matrix -S Wind(LL) 0.00 5 >999 240 Weight: 139 Ib FT = 5% BCDL 10.0 February 19,2019 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 end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-4: 2x4 SP No.2 or 2x4 SPF No.2, 3-4: 2x6 SP No.2 WEBS 1 Row at midpt 1-6,34,24, 2-5 REACTIONS. (Ib/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 (lb) or less except when shown. TOP CHORD 1-6=-499/0, 3-4=-259/86 WEBS 1-5=-15/322, 2-4=-390/311 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 (Lura 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 Ib 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 ANSIrrPI 1. 8) Design for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction `\\``�tttt rR2y 'G\STE9 checked J� '• / iii 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 \� QQ;' Q� �O•'; `(!'1 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. _ NO. 60900285 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. STATE OF ;•4C,2 01 February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 verity the applicability of design parameters and property incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 00_MidAtlantic E12493094 ORDERS EA -10569 SPEC 1 1 Job Reference (optional) NVR, FrederiCK, MU - 21 tU3, Q.«v o wuv .v cv.Q .v.. o,wv..,,- .,.," __,y� , I D:62P41 CAGbgeRYBeRgKE418yU Eab-dQ UOmAAttCkBPfPsW 54H LfJzbU E WAlgt2H WggRyAcH I 5-3-8 9-1-0 9r8 -i8 X1-3-8� 33> g_8 p-7 �8 Scale= 1:84.8 3x6 2x4 II 4x8 = 2x4 II 2x4 11 9-8-8 11-3-8 9-1-0 9i5,Q 1-3-8 7-9-8 410 0-3-8 Plate Offsets (X Y) [4:0-2-0,0-1-111 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 0.37 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/TPI2014 Matrix -S Wind(LL) 0.00 2 >999 240 Weight: 183 Ib 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. 2-7: 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` 6-0-0 oc bracing: 5-6. 4-5:2x6 SP No.2 1 Row at midpt 2-8 OTHERS 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt 1-9, 4-5, 3-10, 3-8 REACTIONS. (Ib/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 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 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. `����►I I I I I1I f��� 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 `�;��� STR 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 � �� P.•••' ' •• Y2F capacity of bearing surface. �� J G`STFR •• �� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) ;0 (P� 10=353. = 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 ' 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 adjustwind uplift reaction to a wind speed of 90 mph. �i� Oma'• ,//yp[ANP•:' ��/ ��� 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� �` •..........•' ON required maximum reaction. /�`S/ONA' tSa������\ February 19,2019 © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 LUMBER- BRACING - MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD E12493095 ORDERS EA -10570 SPEC 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. Except: WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* �. J /y ,, ���•;•(P 1 Row at midpt 2-16 8-9: 2x6 SP No.2 WEBS Job Reference o lional I•AO M A NVR, Frederick, MD - 21703, u. v ­­ ID:62P41 CAGbgeRYBeRgKE418yUEab-5d2PzWBVeVs21 o_24obWtsr7uuYkvA21 HxGNCtyAcHH 1-3-$ 9-1-0 9- 0 -3- 7-9-8 0'4'-0 3x6 4x4 �i 8.00 7 8 17 15 14 13 12 11 10 9 3x6 11 I9 Scale = 1:87.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2018/TPI2014 CSI. TC 0.40 BC 0.19 WB 0.41 Matrix -S DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Lid n/a n/a 999 n/a n/a 999 0.00 15 n/a n/a PLATES GRIP MT20 197/144 Weight: 189 Ib FT = 5% LUMBER- BRACING - MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & 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* �. J /y ,, ���•;•(P 1 Row at midpt 2-16 8-9: 2x6 SP No.2 WEBS 1 Row at midpt 1-17, 8-9, 3-14, 4-13,5-12, 6-11, 7-10, OTHERS 2x4 SP No.3 or 2x4 SPF Stud *Except* _ 1-16 6-11,7-10: 2x4 SP No.2 or 2x4 SPF No.2 will fit between the bottom chord and any other members. 11) Bearing atjoint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify a '• STATE OF •,. ��i �• REACTIONS. All bearings 9-5-0. O.� ANDIANP :•' �� �i� F .......... 0' except Qt=lb) 17=499, 16=1322, 14=110. 13) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 17. (lb) - Max Horz 17=239(LC 12) 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI February 19,2019 Max Uplift All uplift 100 Ib or less atjoint(s) 9, 13, 12, 11 except 17=-499(LC 10), 16=-1322(LC 12), 14=-11O(LC 12) Max Grav All reactions 250 Ib 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 MI reW NOTES- (15-17) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; Exp B; Enclosed; 818 Soundside Road MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & Edenton, NC 27932 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 (Lura DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 ���`\ ST Rey 4) Unbalanced snow loads have been considered for this design. 5) All are 2x4 MT20 unless otherwise indicated. �G1STEq '• plates Gable bottom chord bearing. �. J /y ,, ���•;•(P 6) requires continuous 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Q ;• Q� 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 2-0-0 wide will fit between the bottom chord and any other members. 11) Bearing atjoint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify a '• STATE OF •,. ��i �• capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 13, 12, 11 O.� ANDIANP :•' �� �i� F .......... 0' except Qt=lb) 17=499, 16=1322, 14=110. 13) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 17. 7i////ll�NAi t„\o 14) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI February 19,2019 1 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, noo a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the over 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 MI reW 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 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493095 ORDERS EA -10570 SPEC 1 1 Job Reference o tional NVR, Frederick, MD - 21703, o.«v a .vv- 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 THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 Wit 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 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 Plate Offsets (X Y) [2:0-5-12,0-2-01,18:0-5-12,0-2-01,(12:0-3-8,0-7-81 - LOADING (psf) SPACING- 2-0-0 CSI. E12493096 ORDERS EA -10571 SPEC 1 1 Vert(LL) -0.18 11-12 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Job Reference o tional NVR, Frederick, MD - 21703, 0.44U..— w cIon -... - a.. , 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 1 2-4-10 1 1-9-2 5-11-12 -11-4 4x12 4x6 = Scale =1:71.8 3x6 II 10x12 = 5x6 = 3x6 11 5-11-12 14-34 20-3-0 5-11-12 8-3-8 5-11-12 Plate Offsets (X Y) [2:0-5-12,0-2-01,18:0-5-12,0-2-01,(12:0-3-8,0-7-81 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.18 11-12 >999 360 MT20 197/144 (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 Weight: 189 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2D TOP CHORD Structural wood sheathing directly applied, 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): 14 4-6,3-12,7-11: 2x4 SP No.2 or 2x4 SPF No.2, 2-13,8-10: 2x6 SP No.2 REACTIONS. (Ib/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) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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 BOT CHORD 12-13=-358/567,11-12=0/771, 10-11=-171/364 WEBS 4-16=-834/269, 14-16=-743/225, 14-17=-743/225, 6-17=-829/268, 12-15=-142/403, 3-15=-222/377, 11-18=-141/392, 7-18=-223/375, 2-12=-76/567, 8-11=-85/559 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 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 I I I II!///� non -concurrent with other live loads. 5) All plates are 3x4 MT20 unless otherwise indicated. \\�II►11I ���� ST �� P RZY 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�` \C��� 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 \ 4Z, •G1STF9�.••• .i will fit between the bottom chord and any other members. 14-17, 6-17 8) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-16, 14-16, = NO.60900285 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 Ib 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 9 ' STATE OF '•. (v 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 9 ��i O.� •' :�ND I ANP: �� �� •.....•• 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 ON Ai I�a\\\``\�� 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 February 19,2019 re uired maximum reaction. 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 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 MOW 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 ORDERS I EA -10572 NVR, SPEC 6x10 = Qty E12493097 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:00:31 2018 Page 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-VCIXcXENxQEduGjdlw9DVVTYk5Vv6WgTzvU 1 pCyAcHE 2-9-1 53--121--1112 171--1111--1115 , 210-1-8 ,2126--2 114--93-24, 20-3-0 21- 3 10 2 p 5-11-12 0-11-4 5x6 11 6x10 = 5x6 = 6x8 = 5x6 11 5x6 = 5-11-12 14-3-4 20-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.13 12-13 >999 360 (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 0.0Code IBC2018/TP12014 Matrix -S Wind(LL) 0.09 12-13 >999 240 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD 5-9: 2x4 SP No.1 BOT CHORD 2x10 SP No.2 BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` JOINTS 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. (Ib/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 Grant 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, 8-10=-1145/107 BOT CHORD 13-14=-129/942,12-13=01776,10-12=-58/420 WEBS 4-17=-818/247, 15-17=-766/264, 15-18=-761/266, 6-18=-825/243, 13-20=-105/486, 16-20=-87/530, 3-16=-104/486, 12-21=-81/449, 19-21=-120/397, 7-19=-204/365, 2-14=-735/148,8-21=-31/413,1-22=-1202/58 PLATES MT20 Scale =1:75.6 GRIP 197/144 Weight: 204 Ib FT = 5% Structural wood sheathing directly applied or 4-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 15 NOTES- (14-16) 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) 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, 6-7, 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 Ib 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 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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/IPII Quality Criteria, DSB-89 and BCSI Building Component Safety Informatlonovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ��111111111111!///7 STR,>'t, \` Q, Q �• Q � N NO. 60900285 ' 'a STATE OF • ' N� tEa� February 19,2019 Id, MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493097 ORDERS EA -10572 SPEC 1 1 Job Reference (optional) n �n•nn.z� onto o�..e o NVR, rreaerlCK, MU - Z1 /U3, ., ,.... .., �.. .................._...__, ..._. __.. _" _ ""—_ . -_ . _ I D:62P41 CAGbgeRYBeRgKE418yUEab-VCjXcXENxQEduGjdlw9DVVTYk5Vv6WgTzvU 1 pCyAcHE 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 - vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7479 rev. 10/03/2015 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 property incorporate this design into the overall Wit� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MI 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 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493098 ORDERS EAA0573 SPEC 1 1 Job Reference o tions/ .. I.... C..n tier a 40•arl•'17 'Jn•IA Donn 1 NVR, Frederick, MD - 21103,- ID:62P41 CAGbgeRYBeRgKE418yUEab-zOHvptEOikMTWQIgJegS2iOidVr2r?OcBZEbLeyAcHD 2-9-1 5-11-12 7-11-11 10-1-8 12-6-2 14-3-4 20-3-0 2-9-1 3-2-11 1-11-15 2-1-13 2-4-10 1-9-2 5-11-12 6x10 = 5x6 II 6x10 = 5x6 = 10x12 = 3x6 11 I t� C6 Scale =1:71.8 5-11-12 14-3-4 20-3-0 5-11-12 8-3-8 5-11-12 Plate Offsets (X Y) [10:0-3-8,0-7-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.86 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 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 5-8: 2x4 SP No.1 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): 13 4-6,3-11,7-10: 2x4 SP No.2 or 2x4 SPF No.2, 1-12: 2x8 SP No.2 8-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 9=1035/0-3-8, 18=991/0-3-8 Max Horz 18=-249(LC 8) Max Uplift 9=-53(LC 12), 18=-54(LC 13) Max Grav 9=1177(LC 4), 18=1135(LC 3) 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, 1-12=-41/672, 8-9=-1119/93 BOT CHORD 11-12=-163/962, 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, 3-14=-84/517, 10-17=-178/361, 7-17=-216/365, 2-12=-751/136, 8-10=-53/623, 1-18=-1206/58 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 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 \��� P, ST 3) Unbalanced snow loads have been considered for this design. \��`` 'G\$T cq ••�Ct�// 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. Q ;' Q� ��•�: N 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 _ c4 : No. 60900285 will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-15, 13-15, 13-16, 6-16 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10-11 a STATE OF 9) Bearing at joint(s) 18 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify 9 !� capacity of bearing surface. ��i 0.,•'•.�NDIANP.� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 18.N �i/� FS, G 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI ��� 1. /////ON A�tt�����\ 12) Attic room checked for U360 deflection. February 19,2019 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7479 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, 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 MI eV 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 Informailonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493098 ORDERS EA -10573 SPEC 1 1 Job Reference (optional) NVR, FreaerIcK, MU - "11 /U3, o.«v o 1 — .,....0 1,, .,.,,, ., ... ...y„ 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi rek' 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 Qty Ply 00_MidAtlantic BOT CHORD 2x4 SP No.2D LOADING (psf) SPACING- 2-0-0 E12493099 ORDERS EAA0574 COMN 1 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.23 Job Reference (optional) n 4n nn nn nnan o.,, -e 4 NVR, FredericK, MU - Zi /u3, .. ,.wv .,.... �__ - •-•--•-- -- ._ _�_ . ID:62P41 CAGbgeRYBeRgKE418yUEab-Rarl1 DFeT2UK7atOsLBhawZwAv48aQwmQCz8u5yAcHC 5-2-8 10-1-8 15-0-8 20-3-0 21-2-A � 4-11-0 4-11-0 5-2-8 0-11-4 3x4 II 4x6 = 3x8 = 5x10 = 3x8 = Plate Offsets (X Y)-- [8:0-5-0,0-3-01 BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2D 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 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.02 8 >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.2D WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD WEBS REACTIONS. (Ib/size) 9=996/0-3-8,7=1087/0-3-8 Max Horz 9=-272(LC 10) Max Uplift 9=-86(LC 13), 7=-89(LC 12) Max Grav 9=1047(LC 19), 7=1137(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-338/149, 2-3=-881/230, 3-4=-889/229, 4-5=-364/212, 1-9=-333/146, 5-7=-436/219 BOT CHORD 8-9=-131/725,7-8=-29/632 WEBS 3-8=-182/634, 4-8=-290/285, 2-8=-299/283, 2-9=-891/94, 4-7=-886/54 61 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, 2-9, 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) x 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 Ib 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 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. 10/03/1015 BEFORE USE. Design valid for use only with MffekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and 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 SCSI Building Component Safely Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0%%%III II IIII//// O• % ���• No. 60900285 '• -t STATE OF ;�Q ''. 01 :!/VD I ANP•': ��, \�. February 19,2019 �1 MiTek' 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlanlic always required prevent fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll 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. LOADING (psf) SPACING- 2-0-0 E12493100 ORDERS EA -10575 SPEC 1 1 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 Job Reference (optional) NVR, FredericK, MD - 21 /D3, �.« , . , �,,, ID:62P41CAGbgeRYBeRgKE418yUEab-RarltDFeT2UK7atOsLBhawZvovEgaX9mQCz8u5yAcHC 0-11-4 3-2-8 6-3-8 11-1-0 12-1-2 0-11-4 3-2-8 3-1-0 4-9-8 1-0-2 3x4 = 2x4 II vxo - Scale =1:23.5 3-2-8 2-7-8 0-5-8 4-9-8 Plate Offsets (X Y)-- [5:0-3-10 0-1-8] [8:Edge,0-2-0] '• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for stability and to collapse with possible personal injury and property damage. For general guidance regarding the MTek' always required prevent fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll 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. 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 Ib 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 oc 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 Ib or less at joint(s) 2, 8, 7, 5 Max Grav All reactions 250 Ib 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. ll; 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 1I I I IIII ///� will fit between the bottom chord and any other members. withstanding 100 Ib uplift atjoint(s) 2, 8, 7, 5. \\alit p, STj k>), 8) Provide mechanical connection (by others) of truss to bearing plate capable of , 9 Beveled late or shim required to provide full bearing surface with truss chord at 8, 7, 5. P q P 9 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI �� � .�� \STE •''• � ` Q �: �,Ca q�.•.•• �i� 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 cS : No. 60900285 �, = 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 = 2 -_ 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. STATE OF ?• 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 9 required maximum reaction. ��i �.t�•�• •�!yDIANP� �• �� ��� ON February 19,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milrek® 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 for stability and to collapse with possible personal injury and property damage. For general guidance regarding the MTek' always required prevent fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll 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 ORDERS I EA -10576 NVR, Truss MONO Ply Job Reference E12493101 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:00:34 2018 Page 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-wnPgEZGGELcBljSCQ3iw7751 QJU3J_vvfsjhQXyAcHB -0-11-40-0-0 0-11-4 6-3-8 4x8 = 3x4 = 4x4 = I� 0 Scale = 1:16.6 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; Exp B; Enclosed; 6-3-8 Plate Offsets (X Y) [270-0-0,0-1-41, f270-1-8,0-7-01 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. %\f,11111i1 ffI�7 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 N. STRIy 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 0.91 Vert(LL) -0.07 2-4 >999 360 MT20 197/144 (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/TP12014 Matrix -P Wind(LL) 0.00 2 "` 240 Weight: 29 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 2=383/0-3-8, 4=287/0-3-8 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 (lb) or less except when shown. TOP CHORD 3-4=-330/98 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; 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. %\f,11111i1 ffI�7 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 N. STRIy 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 ���� �� �� •..• J capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 4. Code 2306.1 and referenced standard ANSI/TPI 1. �.� `G\STFj�'• Q ; Q' �••; N JNo. 9) This truss is designed in accordance with the 2018 International Building section 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 _ 60900285 _ _ 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 -0 �; STATE OF ;�JZ 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 9 : lV �iOma•'•/iyp[ANP.� required maximum reaction. .......C7 111111 February 19,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Inform ationavaila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic (loc) I/deft Lid TCLL 30.0 Plate Grip DOL E12493102 ORDERS EA -10577 SPEC 1 1 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.92 Vert(CT) Job Reference o tional NVR, Frederick, MD - 21703, 8.220 5 rvuv 10 2v l a Ivn 1 uK Muu5 e5 MC. QLM u6C o uv� , ID:62P41 CAGbgeRYBeRgKE418yUEab-Ozz2RvHu7fk2Nt00_mD9fLeBS!lx2H73uWSFyzyAcHA - -11- 8-10-12 11-11-0 17-9-8 1 -8-1 -i t- B-10-12 3-0-4 5-10-8 -11- 12.00F1_2 4 14 4x4 \\ 3x6 /i 15 3 16 2 28 J-7 co 1 29 27 IN N 30 8x8 = 26 m 31 25 m 32 22 21 20 19 0 24 3x8 = 334x6 i 6.00 F12 5x7 = 11-11-0 5-11-8 11-7-8 11-1Q-12 17-9-8 5-11-8 5-8-0 5-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid 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 818 Soundside Road 28-33: 2x6 SP No.1 D, 18-23: 2x4 SP No.2 or 2x4 SPF No.2 Edenton, NC 27932 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. (Ib/size) 33=823/0-3-8,18=693/0-3-8,24=405/0-3-8 Max Horz 33=-250(LC 10) Max Uplift 33=-106(LC 12), 18=-150(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=-5561328, 10-11=-690/296,11-12=-409/269, 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=-79/377, 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 Scale =1:66.8 PLATES GRIP MT20 197/144 Weight: 196 Ib 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 ANSIITPI 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 (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) 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. Vr \`\��1111111I H111//////,, STR2y�//. FANQ. O• No. 60900285 �9•�, STATE OF ;IZ February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7479 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing for and to collapse with possible personal injury and properly damage. For general guidance regarding the MTek' is always required stability prevent 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 Informationavallabie from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493102 ORDERS EA -10577 SPEC 1 1 Job Reference o tional NVR, Frederick, MU - 21 /1.13, v.«v . — .. 1...,.. — ..,,,, y.. 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 Ib 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 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 -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7472 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 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informafionavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493103 ORDERS EA -10578 SPEC 1 1 Job Reference (optional) ,. 1..,. C.... rte.. o .O-afl•ZA 7n'IA Dino 1 NVR, t-reaerlCK, MU -ZI IUJ, _._..... _.. ...___...__, ...-. _-._-- ------_--- ID:62P41CAGbgeRYBeRgKE418yUEab-s9WQfFHWmzty?1bb UkOCYBRT6DWngNC6ACoUPyAcH9 11 5-11 8 1 8-10-12 1 11-11 0 17-9-8 1 -8 1 11 5-11-8 2-11-4 3-0-0 5-10-8 11 6x8 4x6 = 13 3x4 11 6.00 12 3x8 Scale = 1:67.1 Plate Offsets (X Y) [2.0 3 8 Edge] [5:0-1 8 0 3 4] [10:0-4-0 0-1-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 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 Ib 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 4-2-11 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* except end verticals. 5-10:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 or 2x4 SPF Stud 6-0-0 oc bracing: 9-10. REACTIONS. (Ib/size) 13=962/0-3-8,8=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, 2-12=0/736, 6-9=-29/396 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 (Lura 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. \\\\%ItI IIIII//// 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 STR,>k will fit between the bottom chord and an other members. �� \� .••.......... y � 7) Bearing at joints) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. Q' • Q� ��••' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 13, 8. _ ,•'•; T` 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ 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. STATE OF ' 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 1,0 ' 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. �i 0* :11V0IAt 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 � ON required maximum reaction. ////'9&/ONA' IEao����� February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeM 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 Et ;� 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 Informalionavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic 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 E12493104 ORDERS EA -10579 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, o.ctu s Nuv i o cu i o rvu 1- muuau o'u, .oma , .,y , ID:62P41 CAGbgeRYBeRgKE418yUEab-KM4osal8XG7mcBAn5BFdkmjcDWZcW7cMLgxM 1 syAcH8 11 5-11-8 8-10.12 11-11-0 17-9-8 -11 5-11-8 2-11-4 3 0 4 5-10-8 6x8 4x6 = Scale = 1:67.1 12 3x4 11 6.00 12 3x8 5-11-8 8-10.12 i 11-7 01711 5-11-8 2-11 4 2 8-12 0. -8 5-10-8 Plate Offsets (X Y) [2:0 3 8 Edge] [5:0-1-12.0-3-41, [9:0-4-0.0-1-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.05 11-12 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.11 11-12 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.08 7 n/a n/a BCLL 0.0 * Code IBC2018ITP12014 Matrix -S Wind(LL) 0.03 11 >999 240 Weight: 148 Ib 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 4-2-11 oc purlins, 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, Except: WEBS 2x4 SP No.3 or 2x4 SPF Stud 6-0-0 oc bracing: 8-9. REACTIONS. (Ib/size) 12=964/0-3-8,7=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 11-12=-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=0/737 NOTES- (10-12) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; 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. STRIy 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 c hord and any other members. �� <Z' . ', G" \STEit% 7) Bearing atjoint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Q ; Q O•';•(P� capacity of bearing surface. _ No. 60900285 _ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 7. 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 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of O 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. i, �` �j 12) Metal hangers, aximum reaction.seat size, can be used in place of wood bearing, of any seat size, provided the hanger has been sized for the ////7/SS�ONA' t��`\\�`�` req February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 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 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 MiTeW 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 Job Truss Truss Type Qty Ply 00_MidAtlantic Plate Offsets (X Y) [28:0-3-0,0-3-01 818 Soundside Road LOADING (psf) SPACING- 2-0-0 CSI. E12493105 ORDERS EA -10580 SPEC 1 1 Vert(LL) -0.00 18 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Job Reference (optional) n An•nn•�a 7n1G Dnnn � NVR, Frederick, MD - 21 fU3, Q ,.... ,.,, , ,. . . _ - - -- -- -- - - - ID:62P41CAGbgeRYBeRgKE418yUEab-GkCZHGKP3uFUsVKADc15gBpORKic_9Cep8QS5kyAcH6 11-2-0 -11 s-00-0 9-1-0 0-1- 12-9-8 20-3-0 1-2 -11 5-10-0 N-1- 1-0-81-0-B 1-7-8 1-5-8 -11 3x6 4x6 = 3635 34 33 32 31 30 29 28 27 26 25 24 23 22 2120 Scale = 1:73.3 4x4 = 5x6 = 4X4 = 11-2-0 5-10-0 9-1-0 10-1-1 12-9-8 20-3-0 5-10-0 33-0 1-0-81-0-8 1-7-8 MiTek• Plate Offsets (X Y) [28:0-3-0,0-3-01 818 Soundside Road LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 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 Matrix -S Weight: 230 Ib 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 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 JOINTS 1 Brace at Jt(s): 37, 38, 42, 47, 48 REACTIONS. All bearings 20-3-0. (lb) - Max Horz 36=281 (LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 32, 33, 34, 25, 24, 23, 22, 31 except 36=-442(LC 10), 20=-407(LC 11), 30=-133(LC 12), 35=-501(LC 12), 21=-483(LC 13), 26=-121(LC 13) Max Grav All reactions 250 Ib 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=-172/259, 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- (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 (Lura 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. 12.0 1.00 times flat roof load of 30.0 psf on overhangs 5) This truss has been designed for greater of min roof live load of psf or live loads. ' 'G\STEq non -concurrent with other 3x4 MT20 otherwise indicated. �.`�` J�� '• ! i5 6) All plates are unless bottom bearing. Q :Q� •; 7) Gable requires continuous chord 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.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 ��•. STATE OF �IZ will fit between the bottom chord and any other members. 12) Bearing at joints) 36, 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity .r �i� O� •• ://ypj ANP,. ��/ ��` capacity of bearing surface. 13) Providemechanical(by others)to platecapable100 Ib uplift atjoint(s) 32, 33, 34, 25, of nical connectionat=lb ��i F "'•••"' GN SS';ONAi Suss 26=121.f'ithstanding 36=bearing tEN\`\�`�` 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 MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiieM 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 for to collapse with possible personal injury and property damage. For general guidance regarding the MiTek• is always required stability and prevent 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 00_MidAttantic E12493105 ORDERS EA -10580 SPEC 1 1 Job Reference o tional NVR, Frederick, MD - 21703, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:00:39 2018 Page 2 ID:62P41CAGbgeRYBeRgKE418yUEab-GkCZHGKP3uFUsVKADcl5gBpORKlc_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 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 - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPT1 Quality Cdteda, 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 11 4x4 = 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. E12493237 ORDERS EA -10609 MONO 1 1 ,._0 6-4-0 OW capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=1b) _ No. 60900285 _ _ 7=268. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. the the top and/or bottom chord. Job Reference (optional) NVR, FrerlerlCK, MU - ZT M5, v.ccv a ivvv ..I. .- y.. , ID: 62P41CAG bgeRYBeRgKE418yUEab- PhsOWa41_J3cQ6AOpo7D8SsUy6HRENAB RJiSYSyACD7 -11- 6-4-0 13-0-0 14-1-6 -11-4 6-4-0 6-8-0 1-1-6 Scale = 1:54.8 3x8 11 ' 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 & 3x4 11 4x4 = 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. 13-2-0 i 6-4-012-8-0 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. has been designed for live load of 20.Oon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 11-010 6 This truss a psf the bottomany other members. ,._0 6-4-0 OW capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=1b) _ No. 60900285 _ _ 7=268. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. the the top and/or bottom chord. 0-2-0 Plate Offsets (X Y) [270-0-3,0-0-41, [2:0-0-5,0-4-01, [270-3-8 Edge] [3:0-4-0,0-3-41, 1470-1-0,0-2-01 9 Oma ••.•yp[ANP•:'��i 11) Design checked for ASCE 7-16 ultimate wind speed "•••••'' ` `� 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 ����i�ss'/pNA1.E�G�`�� ` '777j//11111111111t�`` 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.77 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 TCDL 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 Ib 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 5-6-11 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 'Except' except end verticals. Except: 6-7: 2x6 SP No.2 10-0-0 oc bracing: 7-8 WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE Left: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/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=-182/536, 8-9=-183/534 WEBS 3-8=-647/223, 3-9=0/298 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 I I IIIIIIII7 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. has been designed for live load of 20.Oon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ``\�IIII \�� P, STiI,>y ••••• �i 6 This truss a psf the bottomany other members. \��` will fit between chord and 7) Bearing atjoint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify \� QS�G�STFA�.��G Q- Q 0�:�•rp� capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=1b) _ No. 60900285 _ _ 7=268. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. the the top and/or bottom chord. -p •�� STATE OF (� 10) Graphical purlin representation does not depict the size or the orientation of purlin along at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction 9 Oma ••.•yp[ANP•:'��i 11) Design checked for ASCE 7-16 ultimate wind speed "•••••'' ` `� 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 ����i�ss'/pNA1.E�G�`�� ` '777j//11111111111t�`` 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 February 19,2019 required maximum reaction. © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MfTekO 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 Wit building design. Bracing indicated is to prevent buckling of individual truss 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 Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493240 ORDERS EA -10612 COMN 1 1 - Job Reference (optional) .. a .a•nA•=1 nA40 0� 1 NVR, Frederick, MD - 21703, v.« 5 .Ov- ID:62P41CAGbgeRYBeRgKE418yUEab-gGY9967vHERBIZuzUxhwm5UzVKGrRkGd7Hw69nyAcD4 4-6-8 10-1-8 15-8-8 20-3-0 21-2-p 4�8-8 5-7-0 5-7-0 4-6-8 -11-4 5x6 1 13x4 =11 4x6 11 3x8 = 3x4 = 5x6 = 4X4 = IW 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)-- [8:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.94 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 0.82 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 Weight: 154 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2D TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 4-7 OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 7=1087/0-3-8,12=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) 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 9-10=-125/736, 8-9=-9/519, 7-8=-23/657 WEBS 2-9=-298/301, 3-9=-207/470, 3-8=-225/484, 4-8=-285/319, 2-10=-828/29, 4-7=-1041/38, 1-12=-1051/82 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 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 \`�� P STR2y will fit between the bottom chord and any other members, with BCDL = 10.Opsf. ��` �C. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �� J •G1STEq '• 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 joint(s) 7, 12. _T` 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ 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. '0 '• STATE OF ,•' 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.�190.(,•�'•./ND I 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� �P GN required maximum reaction.��7i7/S`SIIONAI te'* February 19,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,111-7473 rev. 10/02/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is foran 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 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 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 Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 E12493241 ORDERS EA -10613 MONO 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.08 Job Reference o tional ,. O 10aA•GA 7r1!A an o � NVR, Frederick, MID .-21703, uvs .�� ,� _ . ID:62P41 CAGbgeRYBeRgKE418yUEab-IS6XMx7X2YZ2vjT92eC9J11AbjeHABzmMxgghEyAcD3 6-4-4 13-0-0 14-1-6 B-4-4 6-7-12 1-1-6 3x4 11 A- . 4 0 i� 6x8 11 Io 3.00 12 3x8 II 3x4 11 4x4 = 13-2-0 i 6-44 12-8-0 101MI. 0-2-0 Plate Offsets (X Y) [170-0-3.0-0-41,[1:0-0-5,0-4-0], [170 3-8 Edge] [370-1-0,0-2-01 Scale = 1:56.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 IBC2018/TPI2014 Matrix -S Wind(LL) 0.03 1-8 >999 240 Weight: 83 Ib 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 `Except' 5-6: 2x6 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD WEDGE Left: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 1=610/0-3-8,6=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. (Ib) -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=-186/546, 7-8=-186/546 WEBS 2-8=0/300, 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.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) 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 Ib uplift at joint(s) except (jt=1b) 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mifek'D 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/TPlI 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. \\\\�uSTRZk u I uurrr�r QJ�.Q�G\STEq�. F�N'.�� Q� NO. 60900285 '• �'• STATE OF ' Q O.o••':�NDIANP••'•��' S/1111111111110\0 ONA1 tla �' February 19,2019 MR 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 . . . NVR, Frederick, MD - 21703, o.tcu s rvuv 10 <u i o i - i cn muu-u iw, u, i Z:; . . y , ID:62P41CAGbgeRYBeRgKE418yUEab-megvaH89prhvXt2McMjOrWaJM7yJvekwbbPDDgyAcD2 4-6-8 10-1-8 15-6-8 1 20-3-0 5x7 I�x4=10 1 4-6-8 ' 5-7-0 15-7-0 4-6-8 4x6 11 lob Scale = 1:70.3 3x8 = 3x4 = 5x6 = 4x4 = 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] [7:0-3-0,0-3-01 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) -0.16 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 BCLL 0.0 BCDL 10.0 # Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.02 7-8 >999 240 Weight: 152 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2D TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 4-6 OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 6=998/0-3-8,11=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) 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=-205/471, 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.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) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ;\ P, ST/3,>k capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 11. `�� QJ�, �G\STE/��. 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 NO. 60900285 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 •: STATE OF ; 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.C���' 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 MiTek(D 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 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/1PI1 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 PLATES GRIP TCLL 30.0 Plate Grip DOL E12493249 ORDERS EA -10623 SPEC 1 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.02 2-10 >999 240 Job Reference o tional NVR, Frederick, MD - 21703, 0.44U.11- 1-1--n- Inumnoa, ID:62P41 CAGbgeRYBeRgKE418yUEab-?NiJSMFphcgd6FE4dlOViPSyG16OVsKEfV5B1 eyAcCv 8-1-4 1 5-10-3 4x6 = 3x4 = 3x4 11 3x4 11 3x4 = 3x4 11 1n 11 9 12 8 m 0 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 BCLL 0.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.01 2-10 >999 240 Weight: 69 Ib 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 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 Ib or less atjoint(s) 2 except 10=-167(LC 12), 8=-128(LC 13) Max Grav All reactions 250 Ib 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=-444/150 NOTES- (12-14) 1) Wind: ASCE 7-16; VuIt=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 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 Ib uplift atjoint(s) 2 except (jt=1b) 10=167,8=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. w4m `01%%1111111111/10// \ P STRZ �•N NO.60900285 a STATE OF 'i'SS/ONA' 1���\````�� February 19,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 City Ply 00_MidAtlantic BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Except' except end verticals. 9-11: 2x4 SP No.3 or 2x4 SPF Stud, 10-12: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` 6-0-0 oc bracing: 9-11 6-7: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt 5-9,4-13 2 Rows at 1/3 pts 6-7 E12493252 ORDERS EA -10633 SPEC 1 1 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 Job Reference o tional o 10•!1['.•11 7r11R Donn 1 NVR, Frederick, MD -21/U3, 11... .__ ...-• --••-------... ---- - -- 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 3x4 II 3x4 II 6x6 = 6x8 = 4x4 = 4x4 11 3x6 = 23-7-8 5-1 3x6 = 1 �o o � 4x6 = Scale = 1:86.0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ` BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2018rrPI2014 CSI. TC 0.57 BC 0.93 WB 0.78 Matrix -S DEFL. in (loc) I/deft Ud Vert(LL) -0.16 10-11 >999 360 Vert(CT) -0.28 10-11 >999 240 Horz(CT) 0.07 7 n/a n/a Wind(LL) 0.05 10-11 >999 240 PLATES GRIP MT20 197/144 Weight: 208 lb FT=5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Except' except end verticals. 9-11: 2x4 SP No.3 or 2x4 SPF Stud, 10-12: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` 6-0-0 oc bracing: 9-11 6-7: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt 5-9,4-13 2 Rows at 1/3 pts 6-7 REACTIONS. (Ib/size) 16=1205/0-3-8,7=1318/0-3-8 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=-437/1890,13-14=-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, 1-15=0/1809, 11-13=0/406, 4-11=-370/210, 5-11=-136/1520, 10-13=-756/108, 11-14=-75/1236, 7-10=-1168/0 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 `1t1►111 I I11///// 3) Unbalanced snow loads have been considered for this design. live load with any other live loads.``��� P, STR2y 4) This truss has been designed for a 10.0 psf bottom chord nonconcurrent 3-6-0 tall by 2-0-0 wide . 5 ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle ......... \ will fit between the bottomchord and any ther members, with BCDL = IO.Opsf. formula. Building designer should verify \� QJ:.�G\STE9�'• Q O•'•:.N� 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI!TPI 1 angle to grain Q- ; capacity of bearing surface. _ No. 60900285 _ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 7=265. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 0.78 wind uplift reaction _ • i • ^0 �� STATE OF ;• Q (� 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust), wind reaction x will adjust 9 .� ��i •' to a wind speed of 115 mph. O,1 :1h/DIA14 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of �i� �` '••.....••• ��//////S;ONAi 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 t�\\\\\\\`\` required maximum reaction. 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M;�l 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 Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic I/deft Lid TCLL 30.0 Plate Grip DOL 1.15 E12493254 ORDERS EA -10635 SPEC 1 1 Lumber DOL 1.15 BC 0.82 Vert(CT) -0.45 11-12 >625 Job Reference o tional NVR, FreaeriCK, MU - Y1 /U3, o.ccv a ,.w � ,,, Q .,, y_ . ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-MLWCW3JxW9SwC 172QIzgPT9oNmgaAwM_pmoyisyAcCq 4-11-6 9-7-7 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 3x4 II 3x8 = 11 10 9 3x4 = 5x10 = 4x4 = 6x6 = 44 = 14-6-8 19-9-0 1 23-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.22 11-12 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.45 11-12 >625 240 TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.12 7 n/a n/a BCLL 0.0x Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.06 10-11 >999 240 BCDL 10.0 WEBS 2-11=-265/205, 3-11=-7/319, 3-10=-977/146, 4-10=-48/742, 4-9=-973/245, 2-12=-1928/8, 5-7=-1114/316 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Except` TOP CHORD 3-6: 2x4 SP No.21) BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud "Except` WEBS 6-7: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 7=1167/0-3-8,12=1167/0-3-8 Max Horz 12=523(LC 12) Max Uplift 7=-356(LC 12),12=-1 1(LC 12) Max Grav 7=1245(LC 18), 12=1400(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-254/24, 2-3=-1813/0, 3-4=-1154/0, 4-5=-564/0, 1-12=-252/60 BOT CHORD 11-12=-507/1783, 10-11=-334/1559, 9-10=-232/878, 7-8=-108/382, 8-9=-187/912, 5-8=-148/910 WEBS 2-11=-265/205, 3-11=-7/319, 3-10=-977/146, 4-10=-48/742, 4-9=-973/245, 2-12=-1928/8, 5-7=-1114/316 ja Scale = 1:86.0 PLATES GRIP MT20 197/144 Weight: 189 Ib FT = 5% Structural wood sheathing directly applied or 3-6-5 oc purlins, except end verticals. Rigid ceiling directly applied or 7-11-7 oc bracing. 1 Row at midpt 6-7, 4-9, 2-12,5-7 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=1.15 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 Ib 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/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. WTI \�1\ttllIIIIII////// \� .. STR. Q = No, 60900285 0 0 STATE OF �<'s,`9/ONA' te�\\\\\\�� February 19,2019 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10(03/1015 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 individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSt/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3x4 11 3) Unbalanced snow loads have been considered for this design. E12493255 ORDERS EA -10636 SPEC 1 1 6-1-10 capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoint(s) 8, 5. 7-10-12 Plate Offsets (X Y) [5:0-0-0,0-0-71, [5:0-1-15 Edge) _ 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 Job Reference o tional .. b... C„r non a 1Q ng !A On!8 Dano 1 NVR. Frederick, MU - 21 M. 6.4v a ,.OV �� �� �., ,.,, , 0� .,,,,, .,..., ., „ �., ,., , ..,.. . ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-gX4ajPKaHSangAhE_?UvyghslA1 QvPn72QYWElyAcCp 2-11-69-1-0 12-11-3 16-11-12 2-11-6 6-1-10 3-10-3 4-0-9 4x6 = Scale = 1:46.2 3x8 8.00 F,2 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; w 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3x4 11 3) Unbalanced snow loads have been considered for this design. 2-11-69-1-0 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 fit between the bottom and any other members. 16-11-12 2-11-6 6-1-10 capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoint(s) 8, 5. 7-10-12 Plate Offsets (X Y) [5:0-0-0,0-0-71, [5:0-1-15 Edge) _ 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. 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 01 Oma••./�yp[ANP required maximum reaction. ••••••• � s•ONAIt 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 TCDL 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 Ib 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. (Ib/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=-286/1838, 2-7=-73/421, 2-6=-1101/369, 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; w 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 fit between the bottom and any other members. P, ST•p' will chord 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify `�,>k `NN ••A•. �� •G.• IST'•E •• �� ���i� capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 Ib uplift atjoint(s) 8, 5. . Q � ' �Ci F•' %y Q Q O•'; (P 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 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. 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 01 Oma••./�yp[ANP required maximum reaction. ••••••• � s•ONAIt aN 11 February 19,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/1015 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 wt 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 Inform atlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlanlic always required prevent fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll 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. 1 E12493256 ORDERS EA -10637 SPEC 1 1 Job Reference o tional NVR, Frederick, MD - 21703, o.«v . 14.. -0 ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-qX4ajPKaHSangAhE ?Uvygh_gAOMvYe72QYW EI. y_A,c_C p 7-11-11 i6 15-10-_ 43-0 3-8-11 83 . 4-2-1 4x6 = IN O Scale = 1:34.7 tsxt5 - 1-1-5 7-11-11 15-10-7 1-1-5 7-11-11 7-10-12 Plate Offsets (X Y) [6:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 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 Ib 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 4-4-8 oc purlins. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x6 SP No.1 D WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 5=834/0-3-8,7=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 (lb) 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 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; 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. 11I I I I I I I///// /ij 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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. `�� P, STR2y 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. �� J '(j\ST�/•• �� 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. _ NO. 60900285 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 STATE OF ' Q % � '• 40 �'. O�ANP ' �� �• •.. ON S+8/ONA1 t0\\\���\� 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 MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall '• building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to collapse with possible personal injury and property damage. For general guidance regarding the Welk' always required prevent fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll 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 Qty Ply 00_MidAtlantic E12493257 ORDERS EA -10638 SPEC 1 1 Job Reference (optional) NVR, Frederick, MD - 21703, o.ccu a Nuv n...,vF, ..... y.. I D:Ivfs3Zn6CeuH7LZi NO8G7nyStAj-IjdywlLC2mieSKGQYjO8VuEF5aX?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 1-5-8 1-5-14 14-0.6 Plate Offsets (X Y)-- [13:0-0-0 0-0-11] [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 TC 0.10 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 BCLL 0.0BCDL 10.0 x Code IBC2018/TPI2014 Matrix -S Weight: 107 Ib FT = 5% 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 end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.3 or 2x4 SPF Stud 6-0-0 oc bracing: 23-24. WEDGE Right: 2x4 SP or SPF No.3 or Stud REACTIONS. All bearings 16-11-12. (lb) - Max Horz 25=150(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 23, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 except 25=-101(LC 8), 24=-120(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 25, 23, 13, 15, 16, 17, 18, 19, 20, 21, 22, 24 except 14=299(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (13-15) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; 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) TOLL: ASCE 7-16; Pf=30.0 psf (Lura 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. III I II11 5) All plates are 3x4 MT20 unless otherwise indicated. ���� ST 6) Gable requires continuous bottom chord bearing. `��� P. R2y 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. \` QJ�.G\STF/��•• 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. _ No. 60900285 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 23, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 except Qt=1b) 25=101, 24=120. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 23, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, O •: STATE OF 24. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI �i��0��•.,�//y�jANP� : ���li�\.` February 19,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/09/2015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Inform ationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic MiTek' always required prevent fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU`rPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safely Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 E12493257 ORDERS EA -10638 SPEC 1 1 Job Reference(o tional NVR, Frederick, MD - 21703, o.ctu s Nuv iv Au io rvu 1 cn uiuuou 'aa, ino.wu ac uu. 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 Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not,, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is for stability and to collapse with possible personal injury and property damage. For general guidance regarding the MiTek' always required prevent fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU`rPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safely Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply00_MidAtlantic in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL E12493258 ORDERS EA -10639 COMN 1 1 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(CT) Job Reference (optional) 9-10 >896 240 TCDL 10.0 Rep Stress Incr r..d„nlefnc Inn Q m r a 1a•nn,•1R 9rMit Pang 1 NVR, FfetleflCK, MU-Yl/U3, .,.�.-., ,, •..,- •..--•-•-•••_.. ...___...__, ... _. _____- --_----. ID:Ivfs3Zn6CeuH7LZiNO8G7nyStAj-mwBL85Lgp4gU3Urd5QXN 15nG7_iTNOJQVkl cJByAcCn 0-11-4 3-8-12 8-9-12 13-10-12 17-7-8 18-6-12 0-11-4 3-8-12 5-1-0 5-1-0 3-8-12 0-11-4 4x6 = Scale =1:34.8 B-9-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.11 9-10 >999 360 (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 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 BOT CHORD REACTIONS. (Ib/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 BOT CHORD 9-10=-168/1036, 8-9=-88/1035 WEBS 3-9=-313/171, 4-9=0/374, 5-9=-313/172, 3-10=-1233/155, 5-8=-1233/155 M M PLATES GRIP MT20 197/144 Weight: 98 Ib FT = 5% Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 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 Ib uplift atjoint(s) except (jt=1b) 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 11111.7473 rev. 10/03/2015 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 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. �II1111111111!/// ............. STR2 QJ. XoST� ••N � O. No.60900285 = ' •' STATE OF February 19,2019 MIROW 818 Soundside Road Edenton, NC 27932 Job NVR, Frederick, MD -21103, v.« 3 .0. 1�-.-___._ Truss Truss Type Qty Ply 01_MidAtlantic-Girder-Int E12519278 ORDERS EA -10640 COMN 1 2 Job Reference (optional) T..6 1 a triInn Cri flex 1A 14:19.48 9018 Pane 1 Pae _ . 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 = 46 = 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], [10T0-3-8 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 TCDL 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 Ib 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 5-4-4 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-11.6-7: 2x6 SP No.2 REACTIONS. (Ib/size) 11=4107/0-3-8,7=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=-150/4494,8-9=-109/4513,7-8=-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 NOTES- (12-14) 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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. 11; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 \��\ P, ST1gIy 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. �� J `G1STEj�'• �� 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 Q Q �•. (� non -concurrent with other live loads. _ NO. 60900285 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. a STATE OF 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 9 11=128,7=117. ��i� O•.�DIANAv' .0 �4 10 This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI i� \ 'N 1. 11) Girder carries tie -gin span(s): 16-11-12 from 0-0-0 to 17-7-8 /�Z//7SS1ONA 1100 ��` February 19,2019 mite nn naoL- 2 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MF[ekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Inform ationavaila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 01_MidAllantie-Girder-Int E12519278 ORDERS EA -10640 COMN 1 2 Job Reference (optional) NVR, f-reaericK, MU - 21 fu3, o. . . � , „ y_ ID: 8ZilOXiH_bSm01A6wHviLySgv9-ThIKZ71 pcdNAgaGZr54rtvUJg1fogY5MNEDb8fy9OU7 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 CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 7-11=-387(F=-367), 1-2=-80, 2-4=-80, 4-6=-80 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must 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 MTew 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 Informotionavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic Plate Offsets (X Y)-- [9:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. E12493260 ORDERS EAA0650 COMN 1 1 Vert(LL) -0.16 8-9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.56 Job Reference (optional) NVR, Fre(1ericK, MU - 211U3, o.ccv a rvvv v ,,,..- ,,,,,, y.- . ID:u6TPHen?NnG50iz_6VCgXhyUX1 A -i IJ5ZnN4Kh4CJo??DrZr6WsYLnRorGUjy2WjN3yAcCl -11 4-6-810-1-8 15-8-8 20-3-0 -11- 4-6-8 5-7-0 5-7-0 4�-8 3x4 4x6 it Scale = 1:69.9 4x4 = 5x6 = 3x4 = 4x4 = 6-4-13 13-10-3 20-3-0 6-4-13 7-5-5 6-4-13 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 * Code IBC2018frP12014 Matrix -S Wind(LL) 0.02 8-9 >999 240 Weight: 153 Ib 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, except end verticals. 1-4: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 1 Row at midpt 3-10,5-7 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/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 9-10=-161/736, 8-9=-27/511, 7-8=-45/663 WEBS 3-9=-287/321, 4-9=-227/486, 4-8=-224/493, 5-8=-294/318, 3-10=-1041/45, 5-7=-1039/72 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 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. tttl l l I I I Ii// 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide p,. STR2y 6) This truss has been designed a of ���` �� will fit between the bottom chord and any other members, with BCDL = 10.0psf. !y 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 7. \� QJ� •�G�STFR�:•. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q Q O•' N 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 No, 60900285 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. = STATE OF 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 0 i�i9O,,1.•' �� required maximum reaction. :INDIANP•• N February 19,2019 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE. Design valid for use only wiih 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 indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MT®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 Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic MTek' 6-3-2 - LOADING (psf) SPACING- 2-0-0 E12493261 ORDERS EA -10651 COMN 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) Job Reference (optional) NVR, Frederick, MD - 21703, o.ccu a - 1 4..6� a ID:u6TPHen?NnG50iz 6VCgXhyUX1A-AVtTm7Oi5?C3wyaCnY44fkPkABn9ahWsBiFHwWyAcCk 11 44-15 9-11-8 15-6-1 19-11-0 0-10 114 44-15 5-6-9 5-6-9 44-15 -11-4 4x6 11 4x4 = 5x6 = 3x4 = 4x4 = Scale = 1:47.1 Plate Offsets (X Y)-- [10:0-3-0,0-3-01 6.3.2 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 7-4-11 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for stability and to collapse with possible personal injury and property damage. For general guidance regarding the MTek' 6-3-2 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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) -0.19 9-10 >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 Ib 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 BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 11=1068/0-3-8,8=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) 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=-111/447, 4-9=-111/447, 5-9=-291/209, 3-11=-1225/61, 5-8=-1225/61 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --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. STE i Q• O• NO. 60900285 STATE OF ' Q 111100 E�. February 19,2019 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 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 for stability and to collapse with possible personal injury and property damage. For general guidance regarding the MTek' always required prevent 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 Job Truss Truss Type Qty Ply 00_MidAtlantic 20-3-0 6-4-13 7-5-5 E12493262 ORDERS EA -10652 COMN 1 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP Job Reference (optional) NVR, Frederick, MU - Z1 /U3, . .. �.. .. .,.... ,,,,..,..., ,.... ...,.. .-_- - •----- --- - - 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 11 46 11 Scale = 1:69.9 4x4 = 5x6 = 3x4 = 4x4 = 6-4-13 3 13-10- 20-3-0 6-4-13 7-5-5 6-4-13 Plate Offsets (X Y) [870-3-0,0-3-01 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 TCDL 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 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.21) TOP CHORD Structural wood sheathing directly applied or 1-11-14 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. WEBS 1 Row at midpt 2-9,4-6 REACTIONS. (Ib/size) 9=998/0-3-8,6=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=-1059/283, 3-4=-1059/283 BOT CHORD 8-9=-159/742, 7-8=-27/513, 6-7=-44/664 WEBS 2-8=-295/319, 3-8=-225/493, 3-7=-225/493, 4-7=-295/319, 2-9=-1039/71, 4-6=-1039/71 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCD L=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) 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 Ib 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 �� P, STR2y to a wind speed of 115 mph. ��`� ,�� '••\$TE � / ,''i 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed ofq�:'•�%L 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.N 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 Z : No. 60900285 ' A required maximum reaction. = ' �•� STATE OF ' ��'., O.o�•' :�!�D I ANP :G\��``��` February 19,2019 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 Wake connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Job Truss Truss Type Qty Ply 00_MidAtlantic E12493263 ORDERS EA -10653 SPEC 1 1 Job Reference o tional NVR, FreOericK, MU - 21 /u6, � I— .- __ I„ .... . .._.. --- - •-•-- -- -- - - - - ID:62P41 CAGbgeRYBeRgKE418yUEab-b4YcP8QbOwbenPJnShenHM1 EFPoHn7zltgUxWryAcCh 11 2-7-10 5-11-12 7-8-14 10-1-8 12-6-2 14-3.4 17-7-6 20-3-0 11- 2-7-10 3-4-2 1-9-2 2-4-10 2-4-10 1-9-2 3-4-2 2-7-10 4x6 = 6x6 = 10x12 = 5x6 = 6x6 = Im Scale =1:70.3 ' 5-11-12 tl-3-tl o-n-iz Plate Offsets (X Y) [13:0-3-8,0-7-81 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.16 12-13 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.24 12-13 >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 12-13 >999 240 Weight: 193 Ib 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 2-2-0 oc purlins, BOT CHORD 2x10 SP No.2 except end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-7,4-13,8-12: 2x4 SP No.2 or 2x4 SPF No.2 JOINTS 1 Brace at Jt(s): 15 REACTIONS. (Ib/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=-71768,11-12=-591740 WEBS 5-17=-804/247, 15-17=-724/206, 15-18=-724/206, 7-18=-805/246, 13-16=-49/461, 4-16=-114/464, 12-19=-49/462, 8-19=-110/463, 3-14=-1288/100, 9-11=-1270/117 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 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. `1;111111 11111/// 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.� P.: STR2y� 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 \��` i will fit between the bottom chord and any other members.QJ:.G\STEq'�.,F� �.5 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 15-17, 15-18, 7-18 Q : Q ��•:� N 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-13 _NO.60900285 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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 _ I 1• STATE OF 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 '0,�.�'• ;!/VpIANP•°� ���`�� to a wind speed of 115 mph.%pN 14) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of/QNALE*� \\"\\ 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ////////II I I I I III%%\\\ 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. February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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 on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' ek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informailonavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 E12493264 ORDERS EA -10654 SPEC 1 1 BC 0.52 Vert(CT) -0.24 11-12 >983 240 TCDL 10.0 Rep Stress Incr YES WB 0.46 Job Reference (optional) NVR, Fredenck, MD - 21703, o.cca s rvaV ro cv,o ,Vu , cn muuau,oa, U— vu„ vol .u...u� , ID:62P41 CAGbgeRYBeRgKE418yUEab-3G6_cURD9DjVPZtz0090paZP_o8W WaJS6KDU3HyAcCg 2-7-10 5-11-12 7-8-14 10-1-8 12-6-2 14-3-4 17-7-6 20-3-0 2-7-10 3-4-2 1-9-2 2-4-10 2-4-10 1-9-2 3-4-2 2-7-10 4x6 = 6x6 = 1Ox12 = 5x6 = 6x6 — 5-11-12 1 14-3-4 20-3-0 Scale =1:70.3 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 4-6,3-12,7-11: 2x4 SP No.2 or 2x4 SPF No.2 JOINTS REACTIONS. (Ib/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 (lb) 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 BOT CHORD 12-13=-148/841, 11-12=-6/770, 10-11=-58/741 WEBS 4-16=-807/245, 14-16=-727/205, 14-17=-727/205, 6-17=-808/246, 12-15=-48/464, 3-15=-109/466, 11-18=-48/464, 7-18=-109/466, 2-13=-1274/115, 8-10=-1273/115 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; 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. 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 Ib 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. rw_..... STu QJ.Q�G\STEq�. No, 60900285 o •' STATE OF IZ ZZ 0" %. ltq) I ANP••' N����`: February 19,2019 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not ' 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 11-12 >983 240 TCDL 10.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.01 10 n/a n/a BCLL 0.0 Code IBC2018fTP12014 Matrix -S Wind(LL) 0.10 11-12 >999 240 Weight: 191 Ib 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 4-6,3-12,7-11: 2x4 SP No.2 or 2x4 SPF No.2 JOINTS REACTIONS. (Ib/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 (lb) 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 BOT CHORD 12-13=-148/841, 11-12=-6/770, 10-11=-58/741 WEBS 4-16=-807/245, 14-16=-727/205, 14-17=-727/205, 6-17=-808/246, 12-15=-48/464, 3-15=-109/466, 11-18=-48/464, 7-18=-109/466, 2-13=-1274/115, 8-10=-1273/115 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; 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. 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 Ib 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. rw_..... STu QJ.Q�G\STEq�. No, 60900285 o •' STATE OF IZ ZZ 0" %. ltq) I ANP••' N����`: February 19,2019 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' 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 Informalionavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply = 4x12 = Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 E12493516 ORDERS ORDERS EA -10843 MONO 1 1 3-4: 2x4 SP No.2 or 2x4 SPF No.2, 3-4: 2x6 SP No.2 WEBS 1 Row at midpt 1-6, 3-4, 2-4, 2-5 REACTIONS. (Ib/size) 6=452/0-3-8, 4=452/0-3-8 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Job Reference (optional) NVR, Frederick, MD -21703, 8.220 s Nov la 20 io MiTek ex Inoustnes, inu. oun ueu a iv. io.ay caro rays i ID:62P41 CAGbgeRYBeRgKE418yUEab-HgbgKieZx2bWCWZD5jJU92aawZ_NKoaT6D3GGgyAcOn 4-8-4 9-1-0 9i8i8 4-8-4 4-4-12 0-7-8 8.00 F12 3x6 ; Scale = 1:111.2 LUMBER- BRACING - 2x4 II 3x4 = 4x12 = Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 except end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` BOT CHORD 3x4 = 3-4: 2x4 SP No.2 or 2x4 SPF No.2, 3-4: 2x6 SP No.2 WEBS 1 Row at midpt 1-6, 3-4, 2-4, 2-5 REACTIONS. (Ib/size) 6=452/0-3-8, 4=452/0-3-8 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ``1111111 111//�// capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Ib 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. 3x4 = �� J • ••.� G �i 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 of 115 mph. Max Uplift 4=-351 (LC 12) a wind speed 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of Q No. 60900285 ? = 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. Max Grav 6=526(LC 18), 4=635(LC 18) 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 3x4 = p STATE OF �• s3%ONAi 3x4 = 3x4 = 4-8-4 9-8-8 4-8-4 5-0-4 ,x = 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 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 * BCLL Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.00 5 >999 240 Weight: 145 Ib 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 2x6 SP No.2 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 except end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3-4: 2x4 SP No.2 or 2x4 SPF No.2, 3-4: 2x6 SP No.2 WEBS 1 Row at midpt 1-6, 3-4, 2-4, 2-5 REACTIONS. (Ib/size) 6=452/0-3-8, 4=452/0-3-8 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ``1111111 111//�// capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Ib 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. Max Horz 6=239(LC 12) �� J • ••.� G �i 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 of 115 mph. Max Uplift 4=-351 (LC 12) a wind speed 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of Q No. 60900285 ? = 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. Max Grav 6=526(LC 18), 4=635(LC 18) 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 ': 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 NOTES- (9-11) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; 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 ``1111111 111//�// capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Ib 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. P, STR2), �� �. 'G�STF9 �� J • ••.� G �i 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 of 115 mph. :' Q' �•t N a wind speed 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of Q No. 60900285 ? = 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. p STATE OF �• s3%ONAi February 19,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Inform ationavaila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.21 5-6 >664 360 E12493518 ORDERS EA -10845 SPEC 1 1 TCDL 10.0 x BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 5 n/a n/a Job Reference o floral NVR, Frederick, MD - 21703, 6.226 s rvuv la Gu 10 IVII I UK u WUSul-, nn . our u- a I a. Io.vgw I D: FaeONVssKzl BweORSc8agyyCPLk-D2jQ IOg pTfrESpjcC8 LyETgoKN V9odalZXYM KYyAc01 2-1111 1 6 9-1-0 _I 11-10-8 22 11-6 6-1-10 2-9-8 3x6 5x6 = Scale =1:46.2 7 8.00F1_2 2x4 II 2-11 6 11-10-8 22 11-6 8-11-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.21 5-6 >664 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.43 5-6 >323 240 TCDL 10.0 x BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 5 n/a n/a Code IBC2018/TP12014 Matrix -S Wind(LL) 0.05 5-6 >999 240 Weight: 74 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.213'Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-4: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/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 (lb) 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 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. 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. `lttl 11111111// 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 7 and 117 Ib uplift at 5. P STRZ joint 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;(j\STE9�..F� to a wind speed of 115 mph. Q : Q : (n 10) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of No. 60900285'- 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 STATE OF �• Q • �N S;ONAI t�0\\\```�� 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 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 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 MTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Cdteda, 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 TrussTruss Type Qty Ply LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP E12404239 ORDERS EA -11575 HIPM 1 1 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.48 2-11 >579 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) NVR, Frederick, MD - 21103, o.tcv s uui o cv i o rvu i en a wuau ica, 111u. n i rvvv a 14-. w i o rays 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 46 = 4x4 = 3x8 = 3x6 " " V 3x4 = 6x6 = 4x4 = Scale = 1:50.0 3x4 11 9-7-7 15-1-4 23-7-8 © 27-1-0 9-7-7 5-5-13 8-6-4 3-5-8 Plate Offsets (X Y)-- [2:0-2-7,0-1-81, [5:0-3-12,0-2-0], [10:0-2-12,0-3-41 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 0.87 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 BCLL 0.0 Code IBC2018ITP12014 Matrix -S Wind(LL) 0.06 2-11 >999 240 Weight: 168 Ib 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, 1-4: 2x4 SP No.2 or 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 7-8, 4-10, 6-9, 7-9 REACTIONS. (Ib/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=1310(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=-2029/133, 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, 4-10=-1205/206, 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. `11111 I I I 1111 f f�� 5) Provide adequate drainage to prevent water ponding. has been designed for 10.0 bottom chord live load nonconcurrent with any other live loads. p, STR2y 6) This truss a psf in rectangle 3-6-0 tall by 2-0-0 wide \`;� ••• ••• �� 7 This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where a c `�� �i�� will fit between the bottom hord and any other members, with BCDL = 10.Opsf. `� QJ\�.G\STFj��.•�G 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) QO• ; ((f1 2=132,9=267. = 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. 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 STATE OF ;� 9 \ 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. .• D P�••' O, ••• ��/�/ I AIS 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� required maximum reaction. //S;ONAI February 19,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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 building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Qty Ply LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-4: 2x4 SP No.2 or 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 "Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: E12404240 ORDERS EA -11576 HIPM 1 1 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) Job Reference (optional) NVR, Frederick, MD - 21703, 6.22G S VGA a GV to 1v11I CR !11uuSu1CS, a1o. F111- a 1<.a0.oc cv Iu rage 1 I D:62P41 CAGbgeRYBeRgKE418yUEab-Inbl3QzuikQnggeYbOifcxdYl s3KZYiMAdgytwyKvYz 11- 5-1-6 9-7-7 15-1-4 21-1-2 27-1-0 4-6-1 5-5-13 5-11-14 5-11-14 4x6 = A nn171-9- 4x4 = 3x4 11 8x8 = 4x12 = 6x10 = 6x10 = 6x10 = 6x10 = 6x10 = 6x10 = 15-1-4 21-1-2 23-5-12 5-5-13 5.11-14 24-10 I Scale = 1:54.3 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCDL 10.0 4 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2018ITP12014 CSI. TC 0.85 BC 0.99 WB 0.62 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.18 2-11 >999 360 Vert(CT) -0.38 2-11 >734 240 Horz(CT) 0.05 9 n/a n/a Wind(LL) 0.08 10-11 >999 240 PLATES GRIP MT20 197/144 Weight: 215 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-4: 2x4 SP No.2 or 2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 "Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 8-11: 2x6 SP No.2, 8-10: 2x10 SP No.2 10-0-0 oc bracing: 10-11. WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 4-10, 6-10, 6-8 REACTIONS. (Ib/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=-304/1848, 9-10=-96/690, 8-9=-96/690 WEBS 3-11=-628/199, 4-11=0/418, 4-10=-1245/197, 6-10=-66/501, 6-8=-1172/163 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) TOLL: ASCE 7-16; Pf=30.0 psf (Lura 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. I I IIII/// 5) Provide adequate drainage to prevent water ponding. for 10.0 bottom live load nonconcurrent with any other live loads. \�1tt111 \. P, ST 2 i 6) This truss has been designed a psf chord in 3-6-0 tall by 2-0-0 wide ��` . 7 ` This truss has been designed for a live load of 20.0 sf on the bottom chord all areas where a rectangle c \�`� �i� will fit between the bottom hord and any other members, with BCDL = IO.Opsf.\•. G\STFj��.•�/ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) Q ; Q �•�:�•(P 2=131, 9=264. = 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. 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 0 STATE OF 9 •, 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. bearing, any seat size, the hanger has been sized for the ��i O.(� �' NDIANP,:' �i� '••.....•• 12) Metal hangers, of any seat size, can be used in place of wood of provided �C` �\ ��` required maximum reaction. February 19,2019 A WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekV 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 overll 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/fPll Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ORDERS Truss Truss Type -1y r1Y E12404242 EA -11587 COMN 1 1 �J.b!R.r.rence (optional) 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 -11 9-1-8 -0- 9-1-8 -11 1-0-0 Scale =1:72.7 4x6 = 3x6 3635 34 33 32 31 30 29 28 27 26 25 24 23 22 2120 50-1$ Ell -8 0-1- 20-3-0 g_1_g -0- 9-1-8 Plate Offsets (X Y) [20:Edge 0 1 8] [28:0-3-0 0-3-0] ff Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for on 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 tracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 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/TP12014 Matrix -S Weight: 223 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF N0.2 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 joint(s) 31, 32, 33, 34, 25, 24, 23, 22 except 36=-442(LC 10), 20=-406(LC 11), 30=-118(LC 12), 35=-494(LC 12), 26=-119(LC 13), 21=-475(LC 13) Max Grav All reactions 250 Ib or less at joints) 30, 31, 32, 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, 12-13=-137/262, 17-18=-304/275, 2-36=-327/247, 18-20=-310/227 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 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) 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 100 Ib uplift at joint(s) 31, 32, 33, 34, 25, 24, 23, 22 except (jt=1b) 36=442, 20=406, 30=118, 35=494, 26=119, 21=475. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI STR ........... O' ���• NO, 60900285 = STATE OF //'///SS,ONAt. February 19,2019 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7479 rev. 10/09/2015 BEFORE USE. ff Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for on 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 tracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informationavailabie 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 .Ir1�0 anon 7 NVR, Frederick, MD - 21 /D3, .« - - - - - - ID:62P41CAGbgeRYBeRgKE418yUEab-h9i3T6?8EMgU37owipk7hMiOwfxjl 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 - Verify design parameters and 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 must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII 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 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 E72498230 ORDERS EA -13398 SPEC 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.22 Job Reference o tional NVR, t-reaencK, MU - Z'I /U3, . .-I I-- - .... ,, ID:Ivfs3Zn6CeuH7LZiN08G7nyStAj-stRc1 F51`T37CgnoW 16y7wbdtAZH1?600mg4gojyAarJ 5-1-6 9-7-716-5-11 23-7-8 5-1-6 4-6-1 6-10-5 7-1-13 3x4 11 3x8 = Plate 3x4 II 6x8 = 44 = 3x4 = Scale = 1:76.5 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 0.93 Vert(LL) -0.14 8-9 >999 360 MT20 197/144 (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 Weight: 151 Ib 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 5-6: 2x4 SP No.2 or 2x4 SPF No.2 WEBS REACTIONS. (Ib/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=-1326/186, 4-7=0/830, 4-6=-1238/309 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-4-14 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 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 Ib uplift at joint(s) 1 except Qt=1b) 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 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. zwr� ,// .. STR. QS, �G\STF9�.,F�'�, Q:•Q N NO. 60900285 ' STATE OF 4(, O/'\ O/'\ �4c, NAL February 19,2019 A WARNING - Verlry 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 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 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 ;� ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Job Truss Truss Type city Ply 00_MidAtlantic E12498231 ORDERS EA -13399 SPEC 1 1 Job Reference (optional) NVR, FrederICK, MU - 21 /1.13, u.4 . ,..,• ,,........, ..,,., �...., ... .. ID:62P41 CAGbgeRYBeRgKE418yUEab-K4?_Fb6tEMF3HxNibpUMSpA80zfPkcxY_KPNK9yAarl 9-7-7 13-10-8 18-8-0 23-7-8 5-16 4-6-1 4-3-1 4-9-8 4-11-8 Scale = 1:79.0 4x4 = 10 9 8 4x8 SII 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)-- f1:0-1-12 Edge] [7:0-2-12,0-1-81 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) -0.10 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 TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.04 7 n/a n/a BCLL 0.0 * Code IBC2018/TP12014 Matrix -S Wind(LL) 0.06 9 >999 240 Weight: 215 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 3-1-0 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. (Ib/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=-1261172 BOT CHORD 1-10=-483/2155,9-10=-483/2155,8-9=-348/1635,7-8=-138/431 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.Opsf; h=33ft; Cat. ll; 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 (Lura 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 \ 0111111111//////, 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 Ib uplift at joint(s) 1 except at --lb) �� P, STR2y 7=340. ,\� .WG •\STt; •''•�� 'moi 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ Q, R�.'• %y '� 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 O•' (P to a wind speed of 115 mph. _ No. 60900285 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 ' o ' STATE OF required maximum reaction. 4u �'. Ox"*' ://VD I ANP•' �� �.. NAL February 19,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI1 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_MidAllanlic (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr E8985445 ORDERS EA -13400 COMN 1 2 ,lob Reference 0 llOnal NVR, r ousJWLoLVIDmiiukIIIUUsIIICs,ii- Tit, S,p w iv.ie.v,nv,v r.9, ID:sPrac4sGvXZID W Uv2naadfyUSk3-5djZuur2uOm pDgOr9fBCtq Ljm3Oicp5hLzVuNvyf41A 3-7-8 6-11-8 10-3-8 13-11-0 33 T1 3-4-0 3-4-0 3-7-8 4x6 11 Scale = 1:32.5 46 = 8x8 = 8x8 = 4x6 = 4-8-13 9-2-3 13-11-0 4-8-13 4-5-5 4-8-13 Plate Offsets (X Y)-- [I�0-0-0 0-0-51 15:0-0-0,0-0-51, [6:0-4-0,0-4-81, [7:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr NO BCLL 0.0 Code IRC2015/TP12014 -0.10 BCDL 10.0 >999 240 LUMBER - CSI. DEFL. in (loc) I/defl Ud TC 0.37 Vert(LL) -0.06 6-7 >999 360 BC 0.96 Vert(CT) -0.10 1-7 >999 240 WB 0.63 Horz(CT) 0.03 5 n/a n/a (Matrix) Wind(LL) 0.03 1-7 >999 240 BRACING - PLATES GRIP MT20 197/144 Weight: 148 Ib FT = 5% TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD 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 REACTIONS. (Ib/size) 1=4315/0-3-8,5=4315/0-3-8 Max Horz 1=99(LC 9) Max Upliftl =-1 31 (LC 10), 5=-131(LC 11) 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=0.46 and 7=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 Ib uplift at joint 1 and 131 Ib 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 Continued on Daae 2 00%%%1111111///// ST R / QS.G1STF9�..F�'': NO,60900285 a STATE OF Q sS/ONAi February 19,2019 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 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 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 alionavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 O fuss ype Qty Ply 00_MidAtlantic E8985445 ORDERS EA -13400 FCOMN 1 Job Reference (optional) NVR, LOAD CASE(S) 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 ID:sPrac4sGvXZtDW Uv2naadfyUSk3-5djZuur2uOmpDgOr9fBCtgLjm30icp5hLzVuNvyf4IA A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek®connecfors. 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 des tgn 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/fPll 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 E12497994 ORDERS EA -13401 HIPM 1 1 Job Reference (optional) C.... flan o �a•aa•Ga 7a1R Dnnc 4 NVR, Frederick, MD - 21703, ..'; mv .. - „_.. _-- ---•--•-- -- - - - - I D:62P41 CAGbgeRYBeRgKE418yUEab-AFHFR8f6MoLVb85xPSsXPjsLC5JYTj6bSVHogAyAavl 5-1-6 9-7-7 15-1-4 21-1-2 27-1-0 5-1-6 5-5-13 5-11-14 5-11-14 4x6 = 4x8 = 3x6 = Scale = 1:49.9 3x6 -4x4 = 3x4 II 3x4 = 6x8 = 3x4 II 15-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.91 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 Ib 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: 1-11. WEBS 1 Row at midpt 3-10,5-8.6-8 REACTIONS. (Ib/size) 1=1141/0-3-8,8=1538/0-3-8 Max Horz 1=307(LC 12) Max Uplift 1=-107(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 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) 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. ttt►I I I I I11I/ 6) will Thfit between the bois truss has been tomesigned c hord andlany otheive load �membe s�wit eBCDL 1bottom ch0�Opsf.rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \\`�P ST for a 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=107,8=267. �� J 'G\STEq •• F� 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Q� N 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 4e,� 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�, •• �!/`/p j ANP•; ' �� ��� required maximum reaction. ��i F S'••'•••••'' N. February 19,2019 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1110312015 BEFORE USE. Design valid for use only with MiTeM 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 M178 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/TPli 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 Truss (Truss Type ORDERS IEA -13402 IHIPM E12497995 rick, MD -'21703, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 20:33:5120118 Page 1 ID:62P41 CAGbgeRYBeRgKE418yUEab-eRrdeUgk66TMDHg7yANmywPX9Ue?CBukh9OMMdyAavk 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 = 4x4 = 3x4 11 Scale =1:52.4 8x8 = 4x12 = 6x10 = 6x10 = 6x10 = 6x10 = 6x10 = 6x10 = T to 9-7-7 15-1-4 21-1-2 23-5-1223r7-8 27-1-0 9-7-7 5-5-13 5-11-14 2-4-10 0- -12 3-5-8 Plate Offsets (X Y)-- [1:0-2-12 0-1-8] [4:0-3-12 0-2-0] [9:0-3-4,0-1-8] 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 0.89 Vert(LL) -0.18 1-10 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.40 1-10 >707 240 TCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.05 8 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix -S Wind(LL) 0.08 9-10 >999 240 Weight: 213 Ib 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 (4-6-8 max.): 4-6. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 7-10: 2x6 SP No.2, 7-9: 2x10 SP No.2 10-0-0 oc bracing: 9-10. WEBS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 3-9.5-9, 5-7 REACTIONS. (Ib/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 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 (Lura 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. \�ttt111I 1111//// 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 BCDL = 10.Opsf. P STRZy will fit between the bottom chord and any other members, with 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at--lb)��` `��� 'G\STEq 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. ��` J� •• ` �i� Q ;' Q� FO•';. N 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. _ cS : 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 O �� STATE OF 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. .. lV '% �• • 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 OA, :lNp (ANP•' �� ��� �••••••••'� ��i� required maximum reaction. tcs+ February 19,2019 A WARNING -Verify 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 MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 BCS( Building Component 818 Soundside Road Safety Intormationavatlable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Jab Truss Truss Type Qty Ply 00_MidAtlantic E12497996 ORDERS EA -13403 MONO 1 1 Job Reference o tional NVR, t-fetlerlCK, MU - "L1 M5, o.ccv o 4- I-, .,..,, <.. ,.. , ..y.. 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 v 0 0 3x4 11 Scale = 1:67.4 3Xb - b r 6x8 = 4x4 = 3x4 = 9-7-7 15-3-0 21-2-0 9-7-7 5-7-9 5-11-1 Plate Offsets (X Y)-- [170-2-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 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 BCLL 0.0 BCDL 10.0 Code IBC2018/TP12014 Matrix -S Wind(LL) 0.05 1-8 >999 240 Weight: 133 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 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 2-2-0 oc bracing. WEBS 1 Row at midpt 5-6, 3-7, 4-6 REACTIONS. (Ib/size) 1=1044/0-3-8,6=1044/0-3-8 Max Horz 1=423(LC 12) Max Uplift 1=-11(LC 12), 6=-246(LC 12) Max Grav 1=1235(LC 18), 6=1123(LC 18) 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=-402/2274, 7-8=-229/1610, 6-7=-137/660 WEBS 2-8=-713/191, 3-8=0/478, 3-7=-1171/113, 4-7=-1/787, 4-6=-1100/228 NOTES- (8-10) 1) Wind: ASCE 7-16; Vult=126mph (3 -second gust) Vasd=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; 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 1-1 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 Ib uplift at joint(s) 1 except (jt=1b) ``��II►111111/!/!!7 6=246. 8) Design truss is o checked designed or ASCE 7-16 u t mate wind sp18 eed at 1301onal m h Building econdode gust),wind rreacction tion x 0.78 will adjust wind.1 and referenced t on `�.I 1.�` Q.• ST/JIY�.,,�' 9 P P( 1 P ��.......... to a wind speed of 115 mph. �� J q •• i� 9) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of QQ,' Q�' ���'; N 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. = No. 60900285 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 STATE OF Q FSS;ONAI February 19,2019 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Inform ationavoila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply JShort_EA E9842616 ORDERS EA -14377 SPEC 1 1 Job Reference o lional NVR, - 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 ;1 0 4x6 = 3x4 = 3x6 = 4x4 = 3x4 = 9-7-7 15-3-0 21-2-0 9-7-7 5-7-9 5-11-1 Scale = 1:66.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 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 BCDL 10.0 * Code IRC2015ITP12014 (Matrix) Wind(LL) 0.05 2-10 >999 240 Weight: 118 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-7,4-8, 5-7 REACTIONS. (Ib/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) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-11=-2542/86, 3-11=-2476/107, 3-4=-1886/0, 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=0.62 and 10=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. ll; 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. %1%111111 Jill// 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 �\\ P STgI fit between the bottom chord and any other members, with BCDL = 10.Opsf. ��� �� ••. Y2 7) Refer to girder(s) for truss to truss connections. •1 Cj\STi •• F� i� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 7 and 60 Ib uplift at joint �QQ Q�' ;0 (P 2. 9) Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ NO. 60900285 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 9 STATE OF 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. P ., .o '••.HDIAN..•��N� February 19,2019 © 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 • 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 Inform alto navoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty y=ptional) PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) 0.00 18 n/r 120 E9910062 ORDERS EA -14391 SPEC 1 18 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 20 n/a n/a NVR, ,. r• ���.. �.. ,.�, a��...,.. .. .. ..... .... �., ,., . _n_ . ID:62P41 CAGbgeRYBeRgKE4I8yUEab-oPU_rIT7gGAcrXrgkdMZlwvaDm23wyj8H5TV BryWCeh 11-1-8 -11 9-1-8 0-1 20-3-0 1-2 -11 9-1-8 -0-0 9-1-8 -11 1-0-0 STIg21,Zk ST O No, 60900285 4x4 4 STATE OF ' Q 4x6 = r 4 3635 34 33 32 31 30 29 28 27 26 25 24 23 22 2120 4x4 11 5x6 = 4x4 11 11-1-8 9-1-8 0-1 20-3-0 9-1-8 -0-0 9-1-8 Plate Offsets (X,Y)-- [2:0-2-0,0-1-121, [18:0-2-0,0-1-12] [20:Edge,0-3-81, [28:0-3-0,0-3-0 Scale = 1:73.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 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 BCLL 0.0* Code IRC2015/TPI2014 (Matrix) Weight: 200 Ib 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. (Ib/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=133/20-3-0,34=139/20-3-0,35=24120-3-0, 26=142/20-3-0, 25=131/20-3-0, 24=134/20-3-0, 23=133/20-3-0, 22=139/20-3-0, 21=25/20-3-0, 28=30/20-3-0 Max Horz 36=-281 (LC 10) Max Uplift36=444(1-C 10), 20=-405(LC 11), 30=-113(LC 12), 31=-75(LC 12), 32=-71(LC 12), 33=-81(LC 12), 34=-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, 17-18=-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=-135/172, 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=-135/172, 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=-186/6, 8-30=-147/133, 7-31=-113/90, 6-32=-115/89, 5-33=-114/88, 4-34=-119/93, 3-35=-200/245, 12-26=-147/133,13-25=-1 13/90, 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 = 0.72, 21 = 0.26, 22 = 0.26, 23 = 0.26, 24 = 0.26, 25 = 0.26, 26 = 0.26, 27 = 0.26, 28 = 0.25, 29 = 0.26, 30 = 0.26, 31 = 0.26, 32 = 0.26, 33 = 0.26, 34 = 0.26, 35 = 0.26, 36 = 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 perANSI/TPI 1. February 19,2019 3# TtQLI.AaG&7. V; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek0 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/rPll 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 Jo Truss Truss Type ty Ply springmanor EA E9910062 ORDERS EA -14391 SPEC 1 1 Job Reference o tional 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 Ib uplift atjoint 36, 405 Ib uplift atjoint 20, 113 Ib uplift at joint 30, 75 Ib uplift at joint 31, 71 Ib uplift atjoint 32, 81 Ib uplift at joint 33, 46 Ib uplift atjoint 34, 505 Ib uplift atjoint 35, 114 Ib uplift at joint 26, 75 Ib uplift at joint 25, 71 Ib uplift at joint 24, 80 Ib uplift at joint 23, 48 Ib uplift atjoint 22 and 484 Ib 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 - 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 M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII 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 nuaa E9916724 EA -14433 SPEC 1 2 Job Reference (optional) 7.640 s Aor 19 2016 MiTek Industries, Inc. Mon Oct 10 08.52.58 2016 Page 1 ID:62P41 CAGbgeRYBeRgKE418yt 0 11 4 5-7-1 10-7-1 15-7-0 19 -11 -82Q -7r0 0-11-45-7-1 5-0-0 5-0-0 44-8 0-7- 3x4 11 8.00 F12 4x6 = Plate Offsets (X.Y)-- f5:0-3-0,Edge 4x6 = 4x4 = 4x4 = 4x6 = 3x4 11 Scale = 1:86.6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.27 BC 0.25 WB 0.62 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.05 10 >999 360 Vert(CT) -0.0810-12 >999 240 Horz(CT) 0.02 8 n/a n/a Wind(LL) 0.02 10 >999 240 PLATES GRIP MT20 197/144 Weight: 379 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-5: 2x4 SP No.2 or 2x4 SPF No.2 end verticals. BOT CHORD 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 *Except* WEBS 1 Row at midpt 7-8,6-8 7-8: 2x6 SP No.2 REACTIONS. (Ib/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) 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 = 0.29 and 12=0.26 NOTES- (12-13) 1) 2 -ply truss to be connected together with 1 O (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 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 \ �� ST connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. � P R2Y 3) Wind: ASCE 7-10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS ��� J4?•,•GISTS& .�F��� (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 Q Q ��(P 5) Unbalanced snow loads have been considered for this design. _ No. 60900285 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. = • t • 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. STATE OF tZ 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 �� �O'•,� �<(/ \\ fit between the bottom chord and any other members, with BCDL = IO.Opsf. �� ,t� !1/DIAP•' •�� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 8. �i F ......... 0 \ � 10) "Semi-rigid lincluding Member cdesign truss. Hanger(s) or connection connecondevice(s) hsufficient be provided cient to support concentrated load(s)452 Ib down and 53 Ib up at 11-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. February 19,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Informallonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 01_ MidAllantic-Girder-Int E9916724 ORDERS EA -14433 SPEC 1 2 Job Reference (optional) coca on4a os,.e o NVR, ,.., r,.....,._....._.....___...__,..._...._..-------- ID:62P41 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 CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plo Vert: 2-8=-20, 1-7=-80 Concentrated Loads (lb) Vert: 10=-1452(F) 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 MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll 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 ype ty Ply ManorRD2_ EA E9911598 ORDERS EA -14435 MONO 1 2 Job Reference (optional)_... Vert(LL) -0.04 2-8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 a AIiTn4 lnduelriee Inr Thu (lel OR 1d•01.009016 Paae 1 NVR, .,,.,,.r....--- 113:621141 CAGbgeRYBeRgKE418yUEab-srWcicdxg7CgT5P52P8cypla2o?HjK3ShbypJXyW 7WX 20-7-0 -09 -11- 6-11-1 13-5-5 19-4.4 19 11 8 -11- 6-11-1 6-6-3 5-10-15 017- -7-9 6x6 Scale = 1:78.2 i 6 6x8 = 10x12 = 6x12 = Plate Offsets (X Y)-- (2:0-4-0 0-1-9] (8:0-6-0.0-7-8] A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weill Lid 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 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF N0.2 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. (Ib/size) 2=1775/0-3-8, 7=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=-116/1159,7-11=-116/1159 WEBS 5-8=-3512070,3-8=-403/166,5-7=-1881/188 JOINT STRESS INDEX 2 = 0.31, 3 = 0.26, 4 = 0.24, 5 = 0.83, 6 = 0.57, 7 = 0.18 and 8 = 0.58 _nwle NOTES- (12-13) 1) 2 -ply truss to be connected together with 1 O (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 -1Vul(3-second gust) =10m;L6 B L=6.Opsf; h=33f; Cat. 11; Exp B; enclosed; MWFRS SI I TI I PI9l,l>�•/'lk (envelope); ca ; left and right exposed Lumber 360plate9riP DOL 60 : • 4) TCLL:ASCE7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 JG1STE 5) •/ ./,/�/'G�/ �i 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 No, 60900285 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. STATE OF u 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 7. i 90�� . .o ., D I AN.••' 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i� �. N 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1452 Ib down and 53 Ib up at 11-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. //,2/7�SS/till I tiNAi 0\���\\`` February 19,2019 Continued on a e 2 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mffek® connectors. This design is based only upon parameters shown, and is for an individual building component, nott• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTeW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the bracing trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road fabrication, storage, delivery, erection and of Safety Informatlonavaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss TnJSS fuss Type Qty Ply ManorRD2_EA MITek' 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 E9911598 ORDERS MONO 1 2 Job Reference o tional Yk ..1 AR 1A•l1—n —R .9 a. 7 NVR, ,.,.,...,,.,.,..._..------ ID:62P41 CAGbgeRYBeRgKE418yUEab-srWcicdxg7CgT5P52P8cypla2o7HjK3ShbypJXyW7 WX 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 CASE(S) 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. 10/03/1015 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 MITek' 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 Qty Ply 00_MldAtlantic (loc) I/deft Lid TCLL 30.0 Plate Grip DOL E12497572 ORDERS EA -14436 SPEC 1 1 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(CT) Job Reference o tional NVR, Frederick, MD - 21703, O.LLa s rvuv iv cv io rvu i cn uiuuau ica, nw. oun .oU. , ID:62P41CAGbgeRYBeRgKE418yUEab-DzTV1mBDrd5gaXLgpYB9?BMmCJBrc5vndATu4hyAaxe 4-8-4 9-1-0 9r8 8 4-8-4 4-4-12 0-7-8 3x6 8x12 �, 2x4 11 lu 3x6 = ICP 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.01 4-5 >999 360 (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 IBC2018rrPI2014 Matrix -S Wind(LL) 0.00 5 >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 3-4: 2x6 SP No.2 WEBS REACTIONS. (Ib/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 (lb) 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 Scale = 1:80.8 PLATES GRIP MT20 197/144 Weight: 137 Ib FT = 5% 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 1-6,34, 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. 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 (Lura 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 ANSUTPI 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 Ib uplift at joint(s) except Qt --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 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. ISTRZk r///���,' Q :' P 4 • N No. 60900285 = ' •' STATE OF ' O.o­//VDIANP•'. ��'�\�� 0&/ON A' t���` \`\\�� February 19,2019 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 Ml leW 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 Job Truss Truss Type Qty Ply � 00-MidAtiantic MONO 1 1-10-8 MONO ORDERS EA -90129 I E12493665 Frederick, MID -'21703, 8.220 s Nov 16 2018 MiTek Industries, Inc. Sun Dec 9 19:23:112018 Page 1 ID:?YX51fzVN[8mKkU2rOKC?FyuqD-hrug2ZhTfHaf2GhOQYY8dlo7oJn3lirf!Ux?YNYAby- 1-11-0 1-11-0 Scale = 1:8.4 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOPCHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No 3 or 2x4 SPF Stud BOTCHORD 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 ocpurlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-10) 1) Wind: ASCE 7-16; VuIt=1 30mph (3 -second gust) Vasd=1 03mph; 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=1.1 5 Plate DOL=1.1 5); ls=1.0; Rough Cat B; Partially Exp.; Ce=11.0; Cs=1.00; Ct--1.1 0 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 ANSIrrPI 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. pl, STF?Zk . .......... X 6. (P N0.60900285 STATE OF J* At 0� OAN S/ONAL-� ON /111111111110" February 19,2019 wARNiNG - verifydesign parametr. andREAD NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 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, no a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the ovef!.Il 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 WeW fabdcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITPII Quality Criteria, DSB-89 and BCS] Building Component 818 Soundside Road Safety Informationavailable from Truss Plate Institute, 278 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NG 27932 2X4 11 i-11-0 1-11-0 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.09 Vert(LIL) -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 IBC2018fTP12014 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 TOPCHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No 3 or 2x4 SPF Stud BOTCHORD 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 ocpurlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-10) 1) Wind: ASCE 7-16; VuIt=1 30mph (3 -second gust) Vasd=1 03mph; 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=1.1 5 Plate DOL=1.1 5); ls=1.0; Rough Cat B; Partially Exp.; Ce=11.0; Cs=1.00; Ct--1.1 0 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 ANSIrrPI 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. pl, STF?Zk . .......... X 6. (P N0.60900285 STATE OF J* At 0� OAN S/ONAL-� ON /111111111110" February 19,2019 wARNiNG - verifydesign parametr. andREAD NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 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, no a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the ovef!.Il 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 WeW fabdcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSIITPII Quality Criteria, DSB-89 and BCS] Building Component 818 Soundside Road Safety Informationavailable from Truss Plate Institute, 278 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NG 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic Plate Offsets (X Y) [5:0-2-4,0-2-41 is always required prevent fabtcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 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. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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 E12494515 ORDERS EA -98414 SPEC 1 1 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 Job Reference (optional) �.An nn40 o.,..e 4 NVR, FrederIcK, MU - ZI 1U3, .,.«... - , ,,,,, .,.... -...., _ . _._ ...- -- •- • -�- I D: kzgVcDcwXzGbM M IgtgtH9 ByUXXd-pefYw9ad Klq LQtl RhCzbm3d B5b6CKx4_XB VZQ GyAb U R -0-11-4 4-1-12 5-1-1 8-10-1 0-11-4 4-1-12 0-11-5 3-9-0 Scale =1:19.1 3x4 = 4x4 = 5-1-1 B-10-1 _ -� 5-1-1 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 3-9-0 -- Plate Offsets (X Y) [5:0-2-4,0-2-41 is always required prevent fabtcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 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. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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 Ib uplift at joint(s) 4, 2, 5. `�ttt l l I 11111 ff7� 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. LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.04 2-5 >999 360 MT20 197/144 (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 BCLL 0.0 Code IBC2018ITP12014 Matrix -P Wind(LL) -0.00 5 >999 240 Weight: 30 Ib 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 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 4=110/4-0-8,2=309/0-3-8,5=488/4-0-8 Max Horz 2=94(LC 8) Max Uplift 4=-18(LC 8), 2=-64(LC 8), 5=-95(LC 12) Max Grav 4=138(LC 19), 2=369(LC 19), 5=648(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown. WEBS 3-5=-549/153 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; A 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to collapse with possible personal injury and property damage. For general guidance regarding the 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 is always required prevent fabtcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 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. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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 Ib uplift at joint(s) 4, 2, 5. `�ttt l l I 11111 ff7� 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. `�� P, STIg2y 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 115 mph.�G1STFq'• •�Ci to a wind speed of 11) Design checked for ASCE 7-16 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of Q : CCS' 1 Q Q O�'•: (P 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.?` _ ; No. 60900285 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 • - ' STATE OF �• s/ONALtEaG����\`\ February 19,2019 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 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 individual truss web and/or chord members only. Additional temporary and permanent bracing for stability and to collapse with possible personal injury and property damage. For general guidance regarding the MTek' is always required prevent fabtcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII 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 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d E12367809 ORDERS VT -01281 VCOM 1 1 MT20 197/144 (Ground Snow=40.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 Jab Reference o tional NVR, Frederick, MD - 21703, o.ccv a vvi v cv i v nn , on u, uoa,zio, ", . , w u., ID:Cmbve5KCXpnlSCvouSK1vTyUXz5-?1?13kwgEK09NREhcSnrOgXCqzl8Cz16Trusg5y07XF 2-8-0 1-4-0 3x4 = Scale = 1:9.5 2 2x4 /i 2-8-0 2x4 \\ Plate Offsets (X Y)-- [2:0-2-0 ,Edge] 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 EF building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.8 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 197/144 (Ground Snow=40.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2018frP12014 Matrix -P Weight: 8 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; 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 Ib 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 \\\ltttt I 1 111111/// 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. `. QJ•Q�G\STE9�..• N.� Q• O• No. 60900285 ' 9 STATE OF % 9 '• 4v �'. 0-1 ••• :!/VD I ANP•' • �� '��i�SS;ONAi February 19,2019 A WARNING- Verify design parameter: and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-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 properly incorporate this design into the overall EF building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WNW 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 Ply00_MidAtlantic MT20 197/144 BC 0.45 SPACING- 2-0-0 WB 0.00 TCLL E12367810 ORDERS VT -01282 VCOM 1 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Lumber DOL 1.15 TCDL 10.0 Job Reference (optional) ,. 1nM an 40.17•An 7n.A Orme I NVR, Frederick, MD - 21703, o.«G . ­ .2-1-1- n usi­, " . u ID:27hOQ4r9sPyKNZleexeJmyvv5l-xh7VUQx4myetc104ktpJTFcUBmtegsW Px8NzlzyO7XD 2-8-0 5-4-0 2-8-0 2-8-0 3x4 = Scale = 1:18.3 2x4 // Plate Offsets (X Y)-- (2:0-2-0 Edgel TC 0.34 LOADING (psf) MT20 197/144 BC 0.45 SPACING- 2-0-0 WB 0.00 TCLL 30.8 Matrix -P Plate Grip DOL 1.15 BRACING - (Ground Snow=40.0) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 Code IBC2018/TP12014 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. (Ib/size) 1=235/5-4-0,3=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) 2x4 \\ CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.34 Vert(LL) n/a n/a 999 MT20 197/144 BC 0.45 Vert(CT) n/a n/a 999 WB 0.00 Horz(CT) 0.00 3 n/a n/a Matrix -P Weight: 18 Ib FT = 5% 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. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=150mph (3 -second gust) Vasd=119mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. 11; 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 Ib 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. ►ISTD �•N No, 60900285 ' STATE OF 47 1-0,0•' :/AVDIANP••' • �40�`� "////III tE0`����`\ February 19,2019 A WARNING. Verify design parameters and 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 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 M71 ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPil Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic LOADING (psf) SPACING- 2-0-0 E12367811 ORDERS VT -01283 VCOM 1 1 Plate Grip DOL 1.15 TC 0.99 Vert(LL) n/a n/a Job Reference o tional NVR, FredericK, MU - 21 /U3, v- . - ., <.. - ... - ., I D:AhsH SMf2YmO??CgTMsWXX8ypa7A-xh7VUQx4myetc104ktpJTFcK2mxAg rTPx8NzlzyO7XD 4-0-0 8-0-0 4-0-0 4-0-0 46 = 4 \ 2x4 O 2x4 2x4 II \ 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. (Ib/size) 1=227/8-0-0,3=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 PLATES GRIP MT20 197/144 Weight: 32 Ib 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.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; 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 Ib uplift at joint(s) 1, 3, 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. 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. IIIIIII/rr77i STR p QJ�.Q�G\STE F�N,� •• = NO.60900285 '• 9 STATE OF le 0 IA i��'9S;ONA' IE�0��� February 19,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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/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 8-0-0 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 30.8 Plate Grip DOL 1.15 TC 0.99 Vert(LL) n/a n/a 999 (Ground Snow=40.0) Lumber DOL 1.15 BC 0.23 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 3 n/a n/a 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. (Ib/size) 1=227/8-0-0,3=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 PLATES GRIP MT20 197/144 Weight: 32 Ib 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.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; 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 Ib uplift at joint(s) 1, 3, 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. 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. IIIIIII/rr77i STR p QJ�.Q�G\STE F�N,� •• = NO.60900285 '• 9 STATE OF le 0 IA i��'9S;ONA' IE�0��� February 19,2019 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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/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 Ud TCLL 30.8 Plate Grip DOL 1.15 TC 0.77 Vert(LL) E12367812 ORDERS VT -01284 VCOM 1 1 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES Job Reference (n-':---" a ­•AO 'faiQ Dann 1 NVH, I-reaenCK, MU - ZT IU -5. ...,..- ,....... _.....___...__I . . __ -'- -- ---- -- -- . - - --- - - ID:cLH1 H7N4gk9cJfeNZbukX5yUXz2-PththmyiXFmkEvzGIaKYOT9ZHAHnPHVY906WHQyO7XC 5-4-0 1 5-4-0 4x6 = 3x4 // 8 7 6 3x4 \\ 3x6 11 2x4 11 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.8 Plate Grip DOL 1.15 TC 0.77 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 0.15 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix -S Scale = 1:33.4 PLATES GRIP MT20 197/144 Weight: 46 Ib 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 Ib or less atjoint(s) except 1=-159(LC 10), 5=-130(LC 11), 8=-341 (LC 12), 6=-341 (LC 13) Max Grav All reactions 250 Ib or less atjoint(s) 1, 5 except 7=300(LC 18), 8=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 Ib uplift at joint 1, 130 Ib uplift at joint 5, 341 Ib uplift at joint 8 and 341 Ib 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. \\\\\1111111111///� ST .. R \. QJ�,Q�GISTE9�. No, 60900285 o STATE OF 9 '•. :' <v February 19,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 property incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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 BCS] Building Component 818 Soundside Road Safety Informationavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NO 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d E12367813 ORDERS VT -01285 VCOM 1 1 (Ground Snow=40.0) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 10.0 Job Reference (optional) WB 0.18 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 i..d­tr Inn T . rim Qn 9a•Q9.6r1 9n1A Pnna 1 NVR, FredericK, MU -Zl tuo,-- ID:cLH1H7N4gk9cJfeNZbukX5yUXz2-t3EGu6zKlZuas3YSrlmYghkcadO8kAiOSs3psyO7XB 6.8-0 134-0 6-8-0 6-8-0 4x6 = Scale = 1:37.9 g 8 7 6 13.4-0 13-4-0 Plate Offsets (X Y)-- [7:0-2-0.0-1-01 - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.8 Plate Grip DOL 1.15 TC 0.73 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 0.18 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IBC2018/TPI2014 Matrix -S Weight: 62 Ib FT = 5% BCDL 10.0 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 13-4-0. (lb) - Max Horz 1=-214(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 5 except 9=-323(LC 12), 6=-323(LC 13) Max Grav All reactions 250 Ib 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=-490/376, 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 3-8-0, Exterior(2R) 3-8-0 to 9-8-0, Interior(1) 9-8-0 to 9-11-12, 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 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) 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 Ib uplift at joint(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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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. `0tt111I I IIUIl//��� `� ST .. q�y2 Q' ' Q' N No,60900285 = STATE OF r• J iF'9ZONA1 t�aG``\�� February 19,2019 NNW 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply LUMBER TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-14 oc purlins, except BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud 4) Unbalanced snow loads have been considered for this design. E6963903 ORDERS VT -94008 VMON 1 1 \��� � �� •........ 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 `�� QJ•; �GISTEA�.,..� 1 Q, • N MiTek recommends that Stabilizers and required cross bracing = NO.60900285'. 1-5.� LOAD CASE(S) Standard Job Reference (optional) NVR Homes, 4-6-14 7.350 s Sep 26 2012 Mi Tek Industries, Inc. Wed Jul 03 13:20:36 2013 Page 1 I D:_6vTb nh3rpP?k74bXRdopByQx96-fMM B iBh8 NeM IOhvwV5r_tMP Lid sytn aZxbp Fq 2 z? n 6 P 3x4 11 2 3 3x4 3x4 11 Scale= 1:19.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI TC 0.69 BC 0.32 WB 0.00 (Matrix) --- DEFL in (loc) I/dell Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 197/144 Weight: 18 Ib FT = 5% LUMBER TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-14 oc purlins, except BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud 4) Unbalanced snow loads have been considered for this design. end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud 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 Ib uplift at joint 3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. \��� � �� •........ 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 `�� QJ•; �GISTEA�.,..� 1 Q, • N MiTek recommends that Stabilizers and required cross bracing = NO.60900285'. 1-5.� LOAD CASE(S) Standard be installed during truss erection, in accordance with Stabilizer �'• STATE OF ' Installation guide. REACTIONS (Ib/size) 1=168/4-6-14 (min. 0-1-8),3=168/4-6-14 (min. 0-1-8) tEoG�`��` Max Horz 1=95(LC 12) February 19,2019 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 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; A MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS 00-1 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/rPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; 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 Ib uplift at joint 3. ``\\\%J11111111111 P ST/� 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 `�� QJ•; �GISTEA�.,..� 1 Q, • N wind load reaction to a speed of 90 mph. = NO.60900285'. 1-5.� LOAD CASE(S) Standard �'• STATE OF ' tEoG�`��` February 19,2019 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 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 MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Job Truss Truss Type Qty Ply 1.15 (Roof Snow=30.0) Lumber Increase 1.15 TCDL 10.0 Rep Stress Incr E6963904 ORDERS VT -94009 VMON 1 1 Job Reference (optional) .. i.... shred i,a nz az•zn•za zniz P. NVR Homes, X , _ ..__, ...-. -- — -- - ID:_6vTbnh3rpP?k74bXRdopByQx96-fMMBiBh8NeMl0hvwV5r tMPNSdtbtmEZxbpFg2z?n6P 7-6-14 7-6-14 3x4 11 3x4 �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 IRC2012ITP12007 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 4 3x4 11 3x4 11 CSI DEFL in (loc) I/defl 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) Scale = 1:33.6 PLATES GRIP MT20 197/144 Weight: 33 Ib FT = 5% 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=-112130,3-6=-47/63,3-4=-152/66 BOT CHORD 1-5=0/0, 4-5=0/0 WEBS 2-5=-370/190 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) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; 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 Ib uplift at joint 4 and 124 Ib 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 ```�11111IIIIII1/fy7/'' �� P' STfk>k //, SG\STEq� O Q No, 60900285 STATE OF Q �',90•c� •'' .��!D I ANP••' ����`��• February 19,2019 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verifythe applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Qty Ply 02 alley PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 E12057328 ORDERS VT -94010 VMON 1 1 BC 0.04 Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress Incr Job Reference (optional) . A. 7 A7•'i4•A7 7aiA Do a � NVR, Frederick, MD - 21703, o.c<v a nay <v cv,v ,r,n a,. ,,,....�.,,.,�, ,,,.,. ,,... , ...y_ . ID:_6vTbnh3rpP?k74bXRdopByQx96-fBO?gcOviEzw19d6uAWj000Wd3pRZiQ2jNHgOOyru7w Scale: 3/8"=1' 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 0.10 Vert(LL) n/a - n/a 999 MT20 197/144 (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 IBC2018fTP12014 Matrix -S Weight: 71 Ib FT = 5% BCDL 10.0 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 except end verticals. WEBS 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 10-4-4. (lb) - Max Horz 1=258(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 1, 9, 10, 11, 12, 13, 14, 15 Max Grav All reactions 250 Ib or 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 NOTES- (9-10) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Extedor(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 Ib 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(rPI 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. �jWaa A-- \\�y�tlllllllllll//�/'/ .. �&\STE;q'F..F� No.60900285 = �? STATE OF P.: February 19,2019 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 MirekO 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 Qty Ply TCLL 30.0 Plates Increase 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) E6988803 ORDERS VT -94016 VCOM 1 1 WB 0.03 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012(TP12007 (Matrix) Jab Reference (optional) 1 40 in AA wa on!2 Dona NVR Homes, X ,. s vp I D:_6vTbnh3rpP?k74bXRdopByQx96-PKcHfO4j2wB4K7ekAf4PPMQvbVn2kkVi2SiOBcywtQT 2-9-7 5-6-13 2-9-7 2-9-7 4x6 = 3x4 3x4 11 3x4 Scale = 1:11.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.08 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012(TP12007 (Matrix) Weight: 16 Ib FT = 5% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 5-6-13 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 MiTek recommends that Stabilizers and required cross bracing rbe installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/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 Upliftl =-1 7(LC 12), 3=-20(LC 13) Max Gravl=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 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 Ib uplift at joint 1 and 20 Ib 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) I I Detail 13) x I Bottom Chord ripped 14) 3-1/2" 1 • . I/ 15) I I / 33.7 16) I / LOAD CASE(S) Standard ``` %%%%1111111/1111 `\\\0, P: ST�y� N NO, 60900285 a STATE OF O. , :!ND I ANP•' /'7i 9"111111111110\ /ONAi I 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 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 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 Informallonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid E6988804 ORDERS VT -94017 VCOM 1 1 n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.40 Job Reference (optional) 4x6 = Jl 18 10 NVR Homes, 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu u:14 57 2013 Pa :ge 1 ID:_6vTbnh3rpP?k74bXRdopByQx96-tWAfsk4LpDJxyHCxjNcexaywyvlATAgsG6Syj2ywtQS 5-6-13 Scale = 1:19.7 3x4 3x4 11 3x4 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 Uplift1=-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=0/45, 3-4=0/45 WEBS 2-4=-384/140 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 11; 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 Ib uplift at joint 1, 38 Ib uplift at joint 3 and 12 Ib 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) I Detail 13) I x Bottom Chord ripped 14) 3-1/2" I. 15) I I / 33.7 16) I/ LOAD CASE(S) Standard \�\\\111111111!///7 QS . .. STR2y�,Q�G\STE " F�N.'� O• NO.60900285 ' `0 STATE OF 0.0 '•.�/Vp I ANP G��,�\�. S/ONA' 1O February 19,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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 Inform ationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 11-1-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid 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 Code IRC2012ITP12007 (Matrix) Weight: 36 Ib FT = 5% BCDL 10.0 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 iTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer rb stallation guide. 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 Uplift1=-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=0/45, 3-4=0/45 WEBS 2-4=-384/140 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 11; 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 Ib uplift at joint 1, 38 Ib uplift at joint 3 and 12 Ib 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) I Detail 13) I x Bottom Chord ripped 14) 3-1/2" I. 15) I I / 33.7 16) I/ LOAD CASE(S) Standard \�\\\111111111!///7 QS . .. STR2y�,Q�G\STE " F�N.'� O• NO.60900285 ' `0 STATE OF 0.0 '•.�/Vp I ANP G��,�\�. S/ONA' 1O February 19,2019 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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 Inform ationavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ORDERS Truss FTruss Type Qty Ply VT -94018 M 1 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Jul 18 10:14:58 2013 Page 1 I D:_6vTbnh3rpP?k74bXRdopByQx96-Lik1445zaXRoZRn7H47tU nV91 J SgCd9?Vm BV FUywtQ R Scale = 1:29.0 4x6 = 4x6 i 8 7 U 4x6 3x4 11 3x4 11 3x4 11 16-8-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.52 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.12 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 arni 4n n Code IRC2012/TPI2007 (Matrix) Weight: 54 Ib 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.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 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), 8=383/16-8-6 (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=-6/50,7-8=-6/50,6-7=-6/50,5-6=-6/50 WEBS 3-7=-256/32, 2-8=-388/166, 4-6=-388/166 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 Ib uplift at joint 1, 4 Ib uplift at joint 5, 99 Ib uplift at joint 8 and 99 Ib 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 I x I Bottom Chord ripped 14) 3-1/2" J. -1/ 15) I I / 33.7 16) I/ LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 0 STATE OF 40 \ February 19,2019 �1 WNW 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply 02 alley PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 E12057329 ORDERS VT -94020 VCOM 1 1 BC 0.11 Vert(CT) n/a n/a 999 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 TCDL 10.0 Rep Stress Incr Job Reference (optional) WB 0.04 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 T- i.,,. Yh" 2 12:31 AR 2018 Paso 1 NVR, Frederick, MD - 21703, .« a ,.,Ar ..._ ZD _ ._._ Aw - - ID:_6vTbnh3rpP7k74bXRdopByQx96-7NaN1y1XTY5nfICJRu1yZD1dCT8elAwBy10Dwryru7v 3-0-0 6-0-0 3-0.0 3-0-0 4x6 = 2x4 �i 2x4 II 2x4 Scale = 1:14.9 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 0.37 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 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 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 No, 60900285 '• Weight: 20 Ib FT = 5% BCDL 10.0 \\\\. 7j/`S`S/ON Atill ' tO�G 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. (Ib/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. 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 Ib 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 7-16 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. \\01% I I I I I I I1i/1/ % No, 60900285 '• STATE OF \\\\. 7j/`S`S/ON Atill ' tO�G February 19,2019 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, 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 Qty Ply LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 E7129085 ORDERS VT -94021 VSPC 1 1 BC 0.43 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.11 Job Reference (optional) NVR Homes, 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 N-0 2-0-0 4x6 = 6 5 8.00 12 3x4 3x4 11 4x4 = Scale = 1:28.5 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 No.3 or 2x4 SPF Stud BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS (Ib/size) 5=202/8-0-0 (min. 0-1-8), 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=-100(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 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 (10-15) 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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 7-10; 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) 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 Ib uplift at joint 5 and 31 Ib 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) I Detail 12) x I Bottom Chord ripped 13) 3-1/2" 1. . I/ 14) / 33.7 15) LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 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. % Z ` T/FI,>����'i QS• G\STEA�.% No, 60900285 9 STATE OF ��'��O.c••'':NDIANP••'•�� S/ONAL. ' t�a�````\�� "IIIIIIIII February 19,2019 MiTek* 818 Soundside Road Edenton, NC 27932 6-0-0 2-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.84 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber Increase 1.15 BC 0.43 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012rrPI2007 (Matrix) Weight: 38 Ib FT = 5% 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 No.3 or 2x4 SPF Stud BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS (Ib/size) 5=202/8-0-0 (min. 0-1-8), 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=-100(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 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 (10-15) 1) Wind: ASCE 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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 7-10; 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) 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 Ib uplift at joint 5 and 31 Ib 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) I Detail 12) x I Bottom Chord ripped 13) 3-1/2" 1. . I/ 14) / 33.7 15) LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 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. % Z ` T/FI,>����'i QS• G\STEA�.% No, 60900285 9 STATE OF ��'��O.c••'':NDIANP••'•�� S/ONAL. ' t�a�````\�� "IIIIIIIII February 19,2019 MiTek* 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty Ply E8988808 ORDERS VT -94022 VSPC 1 1 Job Reference (optional) NVR Homes, 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 4 -OA BA -0 9-0-0 13-0-0 4-0-0 4-0-0 1-0-0 4-0.0 4x6 = 4x6 3x4 II 5x6 = I7 0 a A Scale = 1:42.1 Plate Offsets (X Y): 15.0 0 14 Edae] [7:0-4-4,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d 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 Ib FT = 5% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud 2-2-0 oc bracing: 5-6. WEBS 2x4 SP No.3 or 2x4 SPF Stud 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=-307/293,2-3=-234/312,3-4=-30/109,4-9=-161/328,5-9=-171/192 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 7-10; Vult=126mph (3 -second gust) V(IRC2012)=100mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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 7-10; 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) 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 late capable of withstanding 27 Ib uplift at joint 7, 31 Ib uplift at joint 1 \\\II I 111111!1/ and 133 Ib uplift at joint 8.`��� P, STP,>k 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.G 1STE9 '% 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 = No, 60900285 Detail 11) I I x I Bottom Chord ripped 12) 3-1/2" I. 13) I I / 33.7 STATE OF 4(,� 14) LOAD CASE(S) Standard ����k9&/ONAI.EaG�`��\\ ////lllllllllll\\\\\\ February 19,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEM11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Job Truss Truss Type Qty Ply 02_Valley PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a n/a 999 E12237463 ORDERS VT -94615 VCOM 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Job Reference o tional NVR, Fredenok, MD - 21703, 2-6-0 ID:2tgXA8hFr2H4grwHUnl BkRypzKi-OhK19T6ypr?quQSJWY18gGcNO23JfBo7YVWz32yaOR? 4x6 = 2 2x4 �i 2x4 II 2x4 Scale = 1:11.0 5-0-0 OF LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 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: 161b FT=5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 5-0-0 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. (Ib/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. NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; 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 Ib 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 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. STR2y1 E9�. FAN% q,A .. G,, O' . Q No, 60900285 STATE OF ;' ��zz O.,ANP �����\\\. `\\� /7/CcS,SiONA1 te'kX February 19,2019 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7479 rev. 101031201S BEFORE USE. OF 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 for to collapse with possible personal injury and property damage. For general guidance regarding the MTek' is always required stability and prevent 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 Job Truss Truss Type Qty Ply02_Valley 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. (Ib/size) 1=179/7-6-0, 3=179/7-6-0, 4=297/7-6-0 E12237464 ORDERS VT -94616 VCOM 1 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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 & Job Reference (optional) A 1 A••]n n7 7n1 R Donn 1 NVR, Frederick, MD - 21703, 8.220 s May 24 2018 MiTek ek II dust Ica, Inc. Ivio I hep �-' i-r.w.y.. ID:2tgXA8hFr2H4grwHUnl BkRypzKi-ULugMp7aa87hWal V3GYNDT9ReSOnOeiHn9FXbUyaOR_ 7-6-0 46 = 2x4 �i 2x4 11 2x4 �' Scale = 1:17.6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2018/TP12014 CSI. TC 0.68 BC 0.18 WB 0.05 Matrix -P 7-6-0 DEFL. in (loc) I/def] 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 GRIP MT20 197/144 Weight: 26 Ib 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. (Ib/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. 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 Ib 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 90 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of mph. X%1%111111111111/ '', Q' No. 60900285 STATE OF ' 9't ���i4�s,3/ONAi t�a�\`\\`` 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 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, 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 a tionavoila ble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply02_Valley E12486465 ORDERS VT -94774 VCOM 1 1 Job Reference (optional) Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 nn- •A !, Ind -tri- inc Decri 7 10:06:57 9n1A Pana 1 NVR, Frederick, MD -21703, _-_•_••,,,-•.•••___...__ ..._. ...__ ____. I D: U Bhg 2onH JLlom F7wbpTH P Hyel i? -V E pSMd EQvO WfeA_Ef rQv?si KOKpXreye3tmABXyBOH S 5-0-0 ' 5-0-0 4x6 = 4x4 4x4 2x4 11 Scale = 1:22.2 NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; 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 (Lura 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 Ib uplift at joint(s) 1, 3, 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101OV2015 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 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. O XXIlI1111111111////// P, STFk>k �,,� X\0 - No. 60900285 = 9 STATE OF /`/S/S T ON A L tE�G February 19,2019 NOW 818 Soundside Road Edenton, NC 27932 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2018/TP12014 Matrix -S Weight: 35 Ib FT = 5% BCDL 10.0 LUMBER- TOP CHORD 2x4 SP No -2 or 2x4 SPF No.2 BRACING - 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. (Ib/size) 1=227/10-0-0,3=227/10-0-0,4=450/10-0-0 Max Horz 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 NOTES- (8-9) 1) Wind: ASCE 7-16; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; 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 (Lura 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 Ib uplift at joint(s) 1, 3, 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101OV2015 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 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. O XXIlI1111111111////// P, STFk>k �,,� X\0 - No. 60900285 = 9 STATE OF /`/S/S T ON A L tE�G February 19,2019 NOW 818 Soundside Road Edenton, NC 27932 Qty I Ply I 02 -Valley E12486466 ORDERS VT -94775 VCOM 1 T Job Reference (optional) NVR. Frederick, MD - 21703, 8.220 s Nov 16 2018 MITek Industries, Inc. Fri Dec 7 10.06.58 2018 ._ .._. _ ..... �.. ......_.,.. -vw L\r..,.Lno,.C,.nVY\�/LLQ 6-3-0 ' 6-3-0 4x6 = Scale = 1:26.2 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 Ib or less atjoint(s) 1, 5 except 9=-132(LC 12), 6=-132(LC 13) Max Grav All reactions 250 Ib 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=-256/25, 2-9=-499/174,4-6=-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. Il; 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 (Lura 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 Ib uplift atjoint(s) 1, 5 except at --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 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. `���t►u I I u]frr/// Q�G1STEq� No. 60900285 = STATE OF ;' 14t Fst 9/0NAI- EaG February 19,2019 A WARNING - Verify 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 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 MITek• is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 3x4 i 9 87 6 2x4 II 3x4 2x4 II 4x4 = 12-6-0 12-6-0 Plate Offsets (X Y) [7:0 1 12 0 0 01 [8:0-2-0,0-1-4], [8:0-0-0,0-1-12] 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 0.64 Vert(LL) n/a n/a 999 MT20 197/144 (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/rPI2014 Matrix -S Weight: 47 Ib FT = 5% BCDL 10.0 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 Ib or less atjoint(s) 1, 5 except 9=-132(LC 12), 6=-132(LC 13) Max Grav All reactions 250 Ib 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=-256/25, 2-9=-499/174,4-6=-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. Il; 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 (Lura 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 Ib uplift atjoint(s) 1, 5 except at --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 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. `���t►u I I u]frr/// Q�G1STEq� No. 60900285 = STATE OF ;' 14t Fst 9/0NAI- EaG February 19,2019 A WARNING - Verify 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 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 MITek• is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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. 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