Loading...
HomeMy WebLinkAboutB16-1966 000-000-000 (3)�i estg n Truss Take -off Design & Sales Is stance Monte Call - 793 Camellia Dr (530) 811-4132 Of f icc Paradise, CA 95969 RECEIVED (530) 811.4132 FAX SEP 14 2016 TRB AND ASSOCIATES. TRUSS ENGINEERING BUM COMM SEP 07 20M AEVELOPMENT SERVICES Robinson Residence 13/644 2/15/2016 FOR CODE C REVIEWED _ MPLIANCE OCT 2 6 2016 TRE AND ASSOCIATES MiTek Industries (800) 772 5351 PERMIT # SUf t COUNTY OffV9 OPMENT SERVICESREVIEWED FIDIP1 � 00 MPL N6E (C DAT b M CO N N N N M N SA -12 +8-2-12 13.0-0 7-0.0 21-0.0 25-0-0 30-0.0 4-4• 38-10-0 43.3-15 47-9-13 52-541 5-0-12 2-10-0 4.9- 4-0-0 4-0.0 4-0-0 5-0-0 4-0• 4-5.14 5-14 4-5-14 527-1 Plate Offsets (X Y)-- f3,0-2-2 0-2-01 f110-4-0 Edge]. [21:0-3-4.0-4-81 f23 0-2-4 0-3-01 f26:0-5-12.0-4-01, (31-0-2-4.0-3-01 LOADING (psf) TCLL 20.0 SPACING- Truss Type Qty Ply Robinson Residence 50532ROSINSON Al L/d TCDL 11.0 i�.- 1.15 TC 0.31 Roof Special Girder 1 K1724515 DESIGN ASSISTANCE, PARADISE, CA Lumber DOL Rep Stress Incr 1.25 NO 2 IJob Reference o tional Vert(TL) -0-1024-25 >999 180 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:22 2016 - (Matrix -M) Horz(TL) Page 1 ID:zwjmwTT4 8HoYA74QvU0C1ypGJl-YaWDjnWrFZVptxoapUzWgE2G6vTYgQsAwevpEKzmCMB 2-0-0 5A-12 0.8- 3-1.5 3.9-15 4-0.0 4-0.0 4-0.0 5-0-0 44.2 , 4-5-14 4-5-14 4--9.14 4-7-11 Scale = 1:99.4 6.00 12 6x8 \\ 3x6 II 4x6 = 5x8 = 2.5x5 II 4x8 = 4x6 = 5x8 = 46 = 4x8 = 8x8 = 4x8 = 3x6 II 34 35 4 36 375 38 39 6 40 41 7 42 8 43 9 44 45 46 tU 48 11 49 5051 12 52 53 13 14 54 155 56 1657 4 rs 2 4 1 6 P3 25 24 c 58 29 5928 60 6127 4x8 = 2.5x5 II 30 6x8 — f IN 4x6 = 2.5x5 II 4x8 = 3.6 II 6x8 = 11 2.5x5 = 22 216364 19 6x8 — 2.5x5 fit 6520 66 67 6869 18 70 1771 3x10 II 8x8 = 2.5x5 II 48 = 2.5x5 II 4x6 = SA -12 +8-2-12 13.0-0 7-0.0 21-0.0 25-0-0 30-0.0 4-4• 38-10-0 43.3-15 47-9-13 52-541 5-0-12 2-10-0 4.9- 4-0-0 4-0.0 4-0-0 5-0-0 4-0• 4-5.14 5-14 4-5-14 527-1 Plate Offsets (X Y)-- f3,0-2-2 0-2-01 f110-4-0 Edge]. [21:0-3-4.0-4-81 f23 0-2-4 0-3-01 f26:0-5-12.0-4-01, (31-0-2-4.0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCDL 11.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 24-25 >999 240 BCLL 0.0 ' Lumber DOL Rep Stress Incr 1.25 NO BC 0.16 WB 0.24 Vert(TL) -0-1024-25 >999 180 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Horz(TL) 0.02 17 n/a n/a LUMBER. BRACING. TOP CHORD 2x6 DF No.2 G *Except* TOP CHORD Ti: 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.2 G 'Except' BOT CHORD B2,B4: 2x4 DF No.t&Btr G, B3: 2x6 DF No.1&Btr G WEBS 2x4 DF No.1 &BIT G 'Except' W10: 2x6 DF No.1&Btr G REACTIONS. All bearings 0-5-8 except Qt=length) 22=0-3-8. (lb) - Max Horz 2=146(LC 24) Max Uplift All uplift 100 Ib or less at joint(s) except 17=-795(LC 4), 2=414(LC 25), 22=-1385(LC 4), 28=-868(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 2 except 17=1867(LC 1), 22=3783(LC 18), 28=2697(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-196/1128, 3-34=-517/1940, 34-35=-517/1940, 4-35=-517/1940, 5-38=-1439/290, 38-39=-1439/290, 6-39=-1439/290, 6-40=-1439/290,40-41=-1439/290,7-41=-1439/290. 10-48=-659/2284, 48-49=-659/2284, 11-49=-659/2284, 11-50=-637/455, 50-51=-637/455, 12 -51= -637/455,12-52=-2214/1009,52-53=-2214/1009,13-53=-2214/1009, 13 -14= -2214/1009,14-54=-2214/1009,54-55=-2214/1009,15-55=-2214/1009, 16-17=-305/150 BOT CHORD 2-58=-1000/194, 29-58=-1000/194, 29-59=-1015/202, 28-59=-1015/202, 5-26=-793/198, 25 -26= -104/298,24 -25=-262/1391,23-24=-262/1391,9-23=-432/162,22-31=-3624/1277, 10-31=-1415/458.21-64=-889/1911. 64-65=-889/1911, 20-65=-889/1911, 20-66=-889/1911, 66-67=-889/1911, 19-67=-889/1911, 19-68=-707/1615, 68 -69=-707/1615,18-69=-707/1615,18-70=-707/1615,70-71=-707/1615, 17-71=-707/1615 WEBS 3-29=-164/377, 3-28=-1408/510, 4-28=-1307/476, 26-28=-1457/334, 4-26=-359/1706, 5-25=-218/1234, 6-25=-424/150, 7-23=-1432/285, 23-31=-2335/691, 10-23=-634/2386, 21 -31= -4751741,11 -31=-3343/1188,11-21=-346/1053,12-21=-1700/637,12-20=-91/396, 12-19=-122/409,14-19=-594/237. 15-19=-374/806, 15-18=-99/426, 15-17=-2149/913 PLATES GRIP MT20 220/195 Weight: 730 Ib FT = 20% Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-16. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES. 1) 2 -ply truss to be connected together with 10d (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, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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. Continued on page 2 OpROFESSIO�,q oP C 60384 XP. 06;30/16 /* OF February 12,2016 ®WARNING - Verity 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 MifekO conneclors. This design is based only upon parameters shown, and is for an individual building component, not � o 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 M iTe 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, see ANSI/TPI1 Quality Criteria, OSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Type Qty IPIY I Robinson Residence Special Girder K1724515 DESIGN ASSISTANCE, PARADISE, CA loo rceterence o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:22 2016 Page 2 NOTES- ID:zwjmw*hr8HOYA74QvUC1fypGJI-YaWDjnWrFZVptxoapUzWgE2G6vTYgQsAwevpEKzmCMB 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 795 Ib uplift at joint 17, 414 Ib uplift at joint 2, 1385 Ib uplift at joint 22 and 868 Ib uplift at joint 28. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down and 121 Ib up at 5-11-8, 308 Ib down and 273 Ib up at 8-0-12, 133 Ib down and 125 Ib up at 10-0-12, 133 Ib down and 125 Ib up at 12-0-12, 147 Ib down and 117 Ib up at 14-0-12, 147 Ib down and 117 Ib up at 16-0-12, 147 Ib down and 117 Ib up at 18-0-12, 147 Ib down and 117 Ib up at 20-0-12, 147 Ib down and 117 Ib up at 22-0-12, 147 Ib down and 11.7 Ib up at 24-0-12, 133 Ib down and 125 Ib up at 26-0-12, 133 Ib down and 125 Ib up at 27-11-4, 168 Ib down and 154 Ib up at 29-11-4, 168 Ib down and 154 Ib up at 31-11-4, 168 Ib down and 154 Ib up at 33-11-4, 168 Ib down and 154 Ib up at 35-11-4, 168 Ib down and 154 Ib up at 37-11-4, 168 Ib down and 154 Ib up at 39-11-4, 168 Ib down and 154 Ib up at 41-11-4, 168 Ib down and 154 Ib up at 43-11-4, 167 Ib down and 152 lb up at 45-11-4, 167 Ib down and 152 Ib up at 47-11-4, and 167 Ib down and 152 Ib up at 49-11-4, and 167 Ib down and 152 Ib up at 51-114 on top chord, and 184 Ib down and 116 Ib up at 4-0-12, 52 Ib down and 21 Ib up at 6-0-12, 52 Ib down and 42 Ib up at 10-0-12, 52 Ib down and 42 Ib up at 12-0-12, 52 Ib down and 42 Ib up at 26-0-12, 52 Ib down and 42 Ib up at 27-11-4, 98 Ib down and 52 Ib up at 30-1-12, 98 Ib down and 32 Ib up at 31-11-4, 98 Ib down and 32 Ib up at 33-11-4, 98 Ib down and 32 Ib up at 35-11-4, 98 Ib down and 32 Ib up at 37-11-4, 98 Ib down and 32 Ib up at 39-114, 98 Ib down and 32 Ib up at 41-11-4, 98 Ib down and 32 Ib up at 43-11-4, 98 Ib down and 32 Ib up at 45-11-4, 98 Ib down and 32 Ib up at 47-11-4, and 98 Ib down and 32 Ib up at 49-11-4, and 98 Ib down and 32 Ib up at 51-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plo Vert: 1-3=-62, 3-16=-62, 2-27=-20, 23-26=-20, 17-22=-20 Concentrated Loads (Ib) Vert: 23=-33(F) 10=-151 22=-91(F) 18=-57(F) 15=-149 34=35 35=-308 36=-80 37=-80 38=-91 39=-91 40=-91 41=-91 42=-91 44=-91 45=-80 47=-80 48=-151 49=-151 50=-151 51=-151 52=-151 53=-151 54=-151 55=-149 56=-149 57=-149 58=-177(F) 59=-32(F) 60=-33(F) 61=-33(F) 62=-57(F) 63=-57(F) 64=-57(F) 65=-57(F) 66=-57(F) 67=-57(F) 68=-57(F) 69=-57(F) 70=-57(F) 71=-57(F) ® 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indivicival truss web and/or chord members only. Additional temporary and bracing permonenl is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see MiTek' ANSI/TPII quality Criteria, DSB•89 and SCSI Building Component Safety Information available from Trvss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Type Special K172451 DESIGN ASSISTANCE, PARADISE, CA Job Reference o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:33 2016 Page t 0 9 ID:zwjmwTThrBHoYA74QvUC1rypGJl-kigNlYelryuFhe7hzlf5mY?6ML8gvKLoSs4u7CzmCMO 2-0-0 7 6.13 0- -15 4.11.4 6-0 0 6-0-0 5 0-0 7 4 7 4 5- -8 7-5-13 7-7.10 Scale = 1:99.4 5x8 = 6'00 12 4x6 = 2.5x5 II 5x8 = 4x6 = 3x10 = 6x8 = 4X _ 3 25 264 27 28 29 5 30 31 33 6 34 5 6 7 37 36 39 8 40 41 4 43 9 44 4 4§, 1047 4 4 v rs 2 0 1 19 17 19 18 v 22 1 4 21 20 3x10 = 16 6x8 e.a = 4x6 = n.A II .. 14 6x8 = 6x8 = 3x6 II 13 12 11 5x8 = 3x10 = 3x6 II LOADING (psJO SPACING- 2-0-0 CSI. TCLL 20.Plate Grip DOL 1.15 TC 0.50 DEFL. Vert(LL) in floc) 0.08 11-12 Well >999 L/d 240 TCDL 11.Lumber BCLL 0. DOL 1.25 Rep Stress Incr YES BC 0.56 Vert(TL) -0.20 11-12 >999 180 BCDL 10.Code IBC2012rrP12007 WB 0.45 (Matrix -M) Horz(TL) 0.02 11 n/a n/a LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G 'Except' B1: 2x6 DF No.2 G WEBS 2x4 DF No. i&Btr G BRACING- TOPCHORD BOT CHORD WEBS REACTIONS. All bearings 0-5-8 except (jt=length) 14=0-3-8. (lb) - Max Horz 2=187(LC 7) Max Uplift All uplift 100 Ib or less at joints) except 11=-368(LC 8), 2=-308(LC 25), 14=-589(LC 5), 21=-231(LC 5) Max Grav All reactions 250 Ib or less at joint(s) except 11=809(LC 18), 2=294(LC 13), 14=2134(LC 1), 21=1281(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-115/479, 3-25=-528/165, 25-26=-528/165, 4-26=-528/165, 4-27=-859/157, 27 -28= -859/157,28 -29=-859/157,5-29=-859/157,5-30=-859/157,30-31=-859/157, 31-32=-859/157, 32-33=-859/157, 6-33=-859/157, 7-37=-264/1043, 37-38=-264/1043, 38-39=-264/1043, 8-39=-264/1043, 8-40=-731/408, 40-41=-731/408, 41-42=-731/408, 42-43=-731/408, 9-43=-731/408, 9-44=-731/408, 44-45=-731/408, 45-46=-731/408, 46-47=-731/408,10-47=-731/408. 10-11=-742/342 BOT CHORD 2-22=-406170.4-19=-513/148, 18-19=-178/553,6-17=-687/204, 14-15=-2072/563, 7-15=-940/248, 12-13=-283/399 WEBS 3-22=-921/194, 19-22=-311/76, 3-19=-126/976, 4-18=-2/356, 5-18=-381/153, 6-18=-178/869,15-17=-1080/285,7-17=-204/1190,13-15=-276/422. 8-15=-1615/547, 8-12=-109/411, 9-12=-561/222, 10-12=-408/852 PLATES GRIP MT20 220/195 Weight: 295 Ib FT = 20% Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 3-10. Rigid ceiling directly applied or 4-7-4 oc bracing. 1 Row at midpt 8-15 I MiTek recommends that Stabilizers a---------------------- nd required cross bracing [be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45h; L=5211; eave=6h; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provid�be mechanical connection (by others) of truss to bearing plate capable of withstanding 368 Ib uplift at joint 11, 308 Ib uplift at joint 2 Corit589 I ort lift at joint 14 and 231 Ib uplift at joint 21. page j? ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with IVTek@ 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 bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. 058-89 and BCSI Building Component Safety Information ovailoble from Truss Plate institute- 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 'PROFESSI w OP C 60384 �� m of X 16 /* �F CAUF�`- February 12,2016 HH' MiTek' 250 Klug Circle Corona, CA 92880 Truss Truss Type Qty A2 Roof Special ASSISTANCE, PARADISE, CA K1724516 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:33 2016 Page 2 NOTES- I0:zwjmwTThr8HOYA74QvUC 1 fypGJl-kigNI YelfyuFhe7hzlf5mY?6ML8gvKLoSs4u7CzmCMO 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 Ib down and 130 Ib up at 7-8-9, 91 Ib down and 90 Ib up at 10-0-12, 95 Ib down and 94 Ib up at 12-0-12, 95 Ib down and 94 Ib up at 14-0-12, 95 Ib down and 94 Ib up at 16-0-12, 95 Ib down and 94 Ib up at 18-0-12, 95 Ib down and 94 Ib up at 20-0-12, 95 Ib down and 94 Ib up at 22-0-12, 95 Ib down and 94 Ib up at 24-0-12, 95 Ib down and 94 Ib up at 26-0-12, 95 Ib down and 94 Ib up at 27-11-4, 95 Ib down and 94 Ib up at 29-11-4, 95 Ib down and 94 Ib up at 31-11-4, 95 Ib down and 94 Ib up at 33-11-4, 95 Ib down and 94 Ib up at 35-11-4, 95 Ib down and 94 Ib up at 37-11-4, 95 Ib down and 94 Ib up at 39-11-4, 95 Ib down and 94 Ib up at 41-11-4, 91 Ib down and 90 Ib up at 43-11-4, 56 Ib down and 64 Ib up at 45-11-4, 56 Ib down and 64 Ib up at 47-114, and 56 Ib down and 64 Ib up at 49-114, and 56 Ib down and 64 Ib up at 51-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-10=-62, 2-20=-20, 17-19=-20, 15-16=-20, 11-14=-20 Concentrated Loads (lb) Vert: 3=3 44=-26 45=-26 46=-26 47=-26 Y WARNING - Vortry design peremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7471 rev. 10103/2015 BEFORE USE. Design valid for use only with Mt1ek® 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 appficobility of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see gNSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. pal MiTek' 250 Klug Circle Corona, CA 92880 I w Type Qly Ply Robinson Residence nia , K1724517 DESIGN ASSISTANCE, PARADISE, CA Job Reference o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:43 2016 Page 1 9-11-11 I D:zwjmwTThr8HoYA74 QvUC 1fypGJI-RdH97zm0108quAucYOrRAfQovNcCFuwGmPVQTczmCLs 2-0.0 4-11.8 4.7-5 0.1• 3-0 5-0.0 7 3-15 -- .. 0.3.2 6.8.6 0- • 4 8-0.5 6.00 Fl2 5x8 = 22 3x10 = 4x6 = 2.5x5 II 21 3x6 II 6x8 = 3x6 II 15 6x8 = 3x6 II 14 5x8 = Scale = 1:101.3 5x8 42 43 10 44 46 11 q � o n o sq N 1{Q N 45 13 12 3x10 = 3x6 II 4-11-8 8-0 13-0-0 19-0-0 25-0-0 30-0-0 30.1x12 37.3-15 4 11-8 3-0 8 1.6 1 3 5 3 6n_O 44.5-3 52-5-8 atI u u 1 12 7.2-3 7.1.5 8-0— 5 --t Plate Offsets (X Y) (4:0-4-0.0-1-31 f7 0 4 0 0 3 Ol (10.0-2-8.0-2-81 (11:0-3-0,0-1-121. f 14:0-4-0 0-3-nt n Frn_�_a n_�_, �, n . , „ . LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.15 CSI. DEFL. . in (loc) I/deft Ud TCDL 11.0 Lumber DOL 1.25 TC 0.56 BC Vert(LL) -0.08 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES 0.30 WB 0.38 Vert(TL) 0.23 12-13 >999 180 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Horz(TL) 0.01 12 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF No.1&Btr G BOT CHORD WEBS REACTIONS. All bearings 0-5-8 except (jt=length) 15=0-3-8. (Ib) - Max Horz 2=167(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-297(LC 25), 15=-517(LC 8), 22=-262(LC 8), 12=-278(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=251 (LC 13), 15=2040(LC 18), 22=1446(LC 17), 12=820(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-166/378, 3-4=-124/669, 5-28=-629/136, 28-29=-629/136, 29-30=-629/136, 6 -30= -629/136,6 -31=-629/136,31-32=-629/136,32-33=-629/136,33-34=-629/136, 7-34=-629/136, 8-38=-113/653, 38-39=-113/653, 39-40=-113/653, 9-40=-113/653, 9-41=-670/327, 41-42=-669/327, 42-43=-666/327, 43-44=-666/328, 10-44=-663/328, 10-11=-853/324,11-12=-746/248 BOT CHORD 2-23=-312/155, 22-23=-312/155, 5-20=-555/157, 19-20=-112/300, 7-18=-611/176, 15-16=-1977/491, 8-16=-947/234, 14-45=-193/452, 13-45=-193/452 WEBS 3-22=-421/173, 20-22=-289/144, 4-20=-99/753, 5-19=-62/467, 6-19=-390/157, 7-19=-86/540,16-18=-681/203, 8-18=-145/969, 14-16=-180/469, 9-16=-1318/414, 9-13=-12/290,11-13=-161/591,4-22=-1074/202 PLATES GRIP MT20 220/195 Weight: 301 Ib FT = 20% Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 Max.): 4-10. Rigid ceiling directly applied or 4-8-14 oc bracing. 1 Row at midpt 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Inst Ilation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. O ? ,OFESS/ON9 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right QJ� rT� 2c exposed; Lumber DOL=1.60 plate grip DOL=1.60 O m 3) Provide adequate drainage to prevent water ponding. C 60384 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. w �.ma 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. # P. 06!30116 ,t 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 Ib uplift at joint 2, 517 Ib uplift at joint 15 gg , 262 Ib uplift at joint 22 and 278 Ib uplift at joint 12. FOFCAU- CNnt"Semi-%dipage reaks including heels" Member end fixity model was used in the analysis and design of this truss. February 12 2018 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with 1•Nlek& connectors. This design is based only upon parameters shown. and is loran individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek.' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the lobricotlon, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Tee Street. Suite 312. Alexandria. VA 22314. Corona. CA 92880 Type 1 150532ROBINSON DESIGN ASSISTANCE, PARADISE, CA Ply K1724517 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:43 2016 Page 2 NOTES- I D:zwjmwTThr8HOYA74QvUC t typGJI-RdH97zm0108quAucYOrRAfOovNcCFuwGmPVQTczmC L's 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 131 Ib up at 9-9-15, 92 Ib down and 91 Ib up at 12-0-12, 96 Ib down and 95 Ib up at 14-0-12, 96 Ib down and 95 Ib up at 16-0-12, 96 Ib down and 95 Ib up at 18-0-12, 96 Ib down and 95 Ib up at 20-0-12, 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-4, 96 Ib down and 95 Ib up at 31-11-4, 96 Ib down and 95 Ib up at 33-11-4, 96 Ib down and 95 Ib up at 35-11-4, 96 Ib down and 95 Ib up at 37-11-4, 96 Ib down and 95 Ib up at 39-11-.4, and 92 Ib down and 91 Ib up at 41-11-4, and 158 Ib down and 98 Ib up at 44-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-10=-62, 10-11=-62, 21-24=-20, 18-20=-20, 16-17=-20, 12-15=-20 Concentrated Loads (lb) Vert: 44=-98 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10/03/201 5 BEFORE USE. Design valid for use only with MITe* Connectors. This design is based only upon parameters shown. and is for on individual building component, not ■■ o truss system. Before use. the building designer must verify the applicability of design parameters ontlpy. M o r incorporate � W � parole this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing is otwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTe k fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteda, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 C Type DESIGN ASSISTANCE, PARADISE, CA Oly Ply Robinson K1724518 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:50 2016 Page 1 11.11-11 ID:zwjmwTThr8HoYA74QvUC1 fypGJI-kzCObMSQ(Al rEFxySMT4y8D2cC?QOz41N?hHDizmCLI 11-8-9 V.- - 0 4-4-12 _ -11-88-2.12 11.6-13 -0. 19-0- 25.0.0 2.0-0 4-4.12 -6.11 2-3-4 1 0-1- 6-0.0 30'0'0 36.3.15 42-0-5 4 3 47-4-14 5 •5.8 60.0 5-0-0 63-15 0.3-2 1-0.5 Scale = 1:101.0 6x8 = = = 6.00 12 5x8 5 5x8 5x8 = 2.5x5 11 6 30 31 327 33 34 35 36 8 37 38 399 40 41 1 C� 4243 qq 11 4 0 3 12 r -L 4x6 n 2 13 Y 01 3 21 W 22 26 25 24 2,5x5 11 20 6x8 1 NIW N X 4 = 2.5x5 II 6x12 = 8x8 = 8x8 = 18 17 45 16 15 14 6x12 = 06 _ 4- 8-2-12,1.6-13 13-0- 19-0.0 25-0-0 30.0-0 36- -15 4.4-12 3-10-0 3-4.1 -5-3 6-0-0 4 'S- 47-4.14 52-5.8 Plate Offsets IX Y)- [5'0.4-0 0-1-31 [9'0 4 0 0 3 41 It 1'0 4 0 0-1-3 1 f 19:0-2-8 0 2-41 j21:0-2-0.0-3-81 f23 11"2-R n-s"n1 6-3-15 6 1.5 "11"11 5-0-10 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 TCDL 11.0 Lumber DOL 1.25 BC 0.27 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&BtrG DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.0416-17 >999 240 MT20 220/195 Vert(TL) -0.11 22-23 >999 180 Horz(TL) 0.03 14 n/a n/a BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. All bearings 0-5-8 except (jt=length) 18=0-3-8. (Ib) - Max Harz 2=187(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-242(LC 25), 18=-51 l (LC 8), 25=-252(LC 8), 14=-276(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=277(LC 1), 18=1993(LC 18), 25=1424(LC 17), 14=732(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-162/265, 3-4=-119/487, 4-5=-88/491, 5-6=-289/101, 6-30=-278/87, 30.31=-278/87, 31-32=-278/87, 7-32=-278/87, 9-40=-92/543, 40-41=-92/543, 41-42=-92/543, 10-42=-92/543, 10-43=-252/271, 43-44=-252/271, 11-44=-252/271, 11-12=-590/327, 12-13=-706/305, 13-14=-686/258 BOT CHORD 6-23=-367/143, 22-23=-117/571, 21-22=-117/571, 8-21=-329/135, 18-19=-1941/489, 9-19=-988/231, 17-45=-142/468, 16-45=-142/468,15-16=-173/580 WEBS 5-23=-97!714, 7-23=-371/57, 7-22=0/278, 7-21=-513/80, 19-21=-534/197, 9-21=-138/919,17-19=-115/280, 10-19=-1086/375, 10-17=-91/420, 11-17=-336/68, 11-16=-142/292,13-15=-210/611, 3-25=-352/148.5-25=-1074/150 Weight: 330 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-11. Rigid ceiling directly applied or 4-9-8 oc bracing. 1 Row at midpt 10-19, 11-17 [be ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation guide. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 Ib uplift at joint 2, 511 Ib uplift at joint 18 gg , 252 Ib uplift at joint 25 and 276 Ib uplift at joint 14. C�ntSi ueldn idp itc 5reaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 wilh I•NTekO connectors. This design is based only upon poromelers shown, and is for on individual building Component, not o truss system. Before use, the building designer must veritythe 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 onty. Additional temporary and permanent bracing is atwoys required for stability and to prevent coltopse with possible personal injury and property damage. For generol guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 quality Criteria. OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Izt /PROF ESS/ONq\ Q C 60384 m *\ EXP. 06130/16 /, , February 12,2016 H• MiTek- 25010ug Circle Corona, CA 92880 %1 150532ROSINSON ASSISTANCE, PARADISE, CA Ply Robinson Residence K1724518 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:50 2016 Page 2 NOTES- ID:zwjmwTThr8HOYA74QvUC 1 fypGJI-kZCObMSQfA1 rEFxySMT4y8D2cC?QOz41N?hHDizmCLI 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated foad(s) 123 Ib down and 131 Ib up at 11-9-15, 92 Ib down and 91 Ib up at 14-0-12, 96 Ib down and 95 Ib up at 16-0-12, 96 Ib down and 95 Ib up at 18-0-12, 96 Ib down and 95 Ib up at 20-0-12, 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-4, 96 Ib down and 95 Ib up at 31-11-4, 96 Ib down and 95 Ib up at 33-11-4, 96 Ib down and 95 Ib up at 35-11-4, 96 Ib down and 95 Ib up at 37-11-4, and 92 Ib down and 91 Ib up at 39-11-4, and 115 Ib down and 107 Ib up at 42-3-7 on top chord. The design/selection of such connection device(s). is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-11=-62, 11-13=-62, 24-27=-20, 21-23=-20, 19-20=-20, 14-18=-20 Concentrated Loads (lb) Vert: 5=-0 11=51 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/7015 BEFORE USE. Design vorid for use only with MlekO connectors. This design is based only upon parameters shown, and is for on individual building component, nol 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. Addilional temporary and permanent brocing is always required for stability and to prevent collapse with possible personal iniury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPt1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexondrio. VA 22314. nil, MiTek' 250 Klug Circle Corona, CA 92880 ypG IOIy IPIy I Robinson Residence t� 50532ROBINSON A5 California K1724519 DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industnes, Inc. Thu Feb 11 12:05:52 2016 Page 1 13-11-11 ID:zwjmwTThrBHoYA740vUC1fypGJl-gMKZ02tgBnHYTY4LanVY2ZIOB?fHs 6bgJAOHbzmCLj 2.0.0 4.4-12 2-4.70 -5-6 4.9-4 0-8- 5-2-6- - - 0-3.2 5 9 15 5'0'0 5.3-15 4.8.6 0• - 4 5-11-11 6.0-10 5x8 = 2.5x5 II 4x6 = 5x8 = 3x10 = 5x8 = 18 17 16 15 5x8 = 3x10 = 4-0-12 8-2• 3-0-0 19.2-1 9-150 30-0-0 30• 12 35.3- 5 40-5-3 46-4-14 52-5-8 4-0.1 3-10-0 4-9-0 6-2-1 5-9-15 5-01 0-1-12 5-2.3 5.1-5 5-11-11" _Plate Offsets fX Y)— f6�0-4-0 0-1-31 [9:0-4-0.0-3-01 l"11 -0-4-0.0-1-31._f17:0-4-0.0-3-01. f1g 0-2-0 n_s_m f91 -n -s-11 n_e a, I-- a 6-o.lo LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 TCDL 11.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 OF No.1 &Btr G WEBS 2x4 DF No. 1&Btr G Scale= 1:101.0 3 m IN I9 7N 14 DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) -0.03 22-23 >999 240 MT20 220/195 Vert(TL) -0.11 22-23 >999 180 Horz(TL) 0.01 14 n/a n/a BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. All bearings 0-5-8 except (jt=length) 18=0-3-8. (lb) - Max Horz 2=208(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-226(LC 25), 18=-515(LC 8), 25=-218(LC 8), 14=-282(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=278(LC 1), 18=2034(LC 1), 25=1355(LC 17),14=769(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-116/456, 4-5=-401/87, 5-6=-353/121, 6-30=-527/143, 30-31=-527/142, 7-31=-535/141, 7-32=-527/138, 32-33=-527/138, 33-34=-527/138, 34-35=-527/138, 8-35=-527/138, 9-39=-56/458, 39-40=-56/458, 10-40=-56/458, 10-41=-422/311, 41-42=-419/311, 42-43=-419/311, 11-43=-416/311, 11-12=-562/320.12-13=-784/327, 13-14=-715/261 BOT CHORD 22-23=-125/341, 21-22=-127/312, 8-21=-664/179, 18-19=-1989/496, 9-19=-974/218, 15-16=-184/639 WEBS 4-25=-1022/137, 23-25=-309/137,4-23=-77/751, 6-23=-267/193, 6-22=-58/297, 7-22=402/156, 8-22=-65/480, 19-21=-454/197, 9-21=-130/880, 10-19=-1017/360, 10-16=-120/471, 12-16=-297/179, 13-15=-210/643, 3-25=-332/141 Weight: 343 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-11. Rigid ceiling directly applied or 4-8-15 oc bracing. 1 Row at midpt 10-19, 11-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 Ib uplift at joint 2, 515 Ib uplift at joint 18 Coritmued ort lift at j$int 25 and 282 Ib uplift at joint 14. page AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only wilh IvMTek@ 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. oQROFESS/0�\ Bq�T�F1- 60384 w m aP C � z "- . XP. 000116 /* , OFCAO February 12,2016 ?Z MiTek° 250 Klug Circle Corona, CA 92880 Job r ti 50532ROBINSON DESIGN ASSISTANCE, Robinson A5 JCalifornie 11 1 , I K1724519 PARADISE, CA woo Nererence (optional 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:52 2016 Page 2 NOTES- ID:zwjmwTThr8HOYA74QVUC1fypGJI-gMKZ02(gBnHYTY4LanVY2ZIOB?fHs_6bgJAOHbzmCLj 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 124 Ib up at 13-9-15, 92 Ib down and 91 Ib up at 16-0-12, 96 Ib down and 95 Ib up at 18-0-12, 96 Ib down and 95 Ib up at 20-0-12, 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29.11-4, 96 Ib down and 95 Ib up at 31-11-4, 96 Ib down and 95 Ib up at 33-11-4, 96 Ib down and 95 Ib up at 35-11-4, and 92 Ib down and 91 Ib up at 37-11-4, and 124 Ib down and 131 Ib up at 40-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-62, 6-11=-62, 11-13=-62, 24-27=-20, 21-23=-20, 19-20=-20, 14-18=-20 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 wilh 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. Addilionol temporary and permanent bracing is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the MiTek' fabrtcotion. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandrto. VA 22314. Corona, CA 92880 Job A6 Type Robinson K1 DESIGN ASSISTANCE, PARADISE, CA uoo rcererence o lional 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:53 2016 Page 1 ID:zwjmwTThr8HOYA74QvUC 1fypGJI-8YuxE0uly5PP5ifX8VOnamgXLPzmbJnk3zwyp 1 zmC Li •2-0.0 4.4-12 7.11-88-2 2 15-6-13 15- 1 11 22.8-1 30.0-0 34.3.15 38.0-5 38 •3 45-4-14 2.0-0 4.4.12 3.6-11 0• -4 7-4-1 0- - 4 52.5-8 6-8-6 1.3-15 4-3.15 3.8-6 0- -14 6-11.11 7-0.10 5x8 = 6.00 F12 3x10 = 3x6 II 5x8 = Scale = 1:101.3 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-389/848, 3-4=-430/1077, 4-5=-1230/512, 5-25=-1001/490, 25-26=-1003/490, 26 -27=-1004/490,27-28=-1006/489.6-28=-1006/489,6-29=-2346/1009, 29 -30= -2346/1009,30-31=-2346/1009,31-32=-2346/1009,32-33=-2346/1009, 7 -33= -2346/1009.7 -34=-2333/1004,8-34=-2333/1004,8-35=-1917/858,9-35=-1917/858, 9-10=-2050/842, 10-11=-2055/764, 11-12=-1651/579 BOT CHORD 2-21=-738/312, 20-21=-740/313, 19-20=-900/385, 19-36=-746/2022, 18-36=-746/2022, 18 -37= -746/2022,17 -37=-746/2022,7-17=-374/149,15-38=-531/1751,14-38=-531/1751, 14-39=-566/1765,13-39=-566/1765 WEBS 4-19=-781/2192, 6-19=-1525/561, 6-18=-66/406, 6-17=-201/558, 15-17=-677/2019, 8-17=-357/913, 8-15=-1029/410, 9-15=-263/536, 10-14=-291/285, 10-13=-439/134, 11-13=-601/1800, 4-20=-2445/891, 3-20=-269/106 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 Ib uplift at joint 2, 605 Ib uplift at joint 12 g and 99n9 lb uplift at joint 20. C�ntSin rni 6n pag �reaks including heels" Member end fixity model was used in the analysis and design of this truss. February 12,2016 ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Nu7ek® connectors. This design is based only upon parameters shown, and is lar on individual building component, not a truss system. Before use, the building designer must verify the opplicobility 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 q Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IV I i l7' e k, fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI? quality Criteria. DS8-89 and SCSI Building Component Safety Information available from Truss Pule Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 16 15 14 13 12 3x6 II 6x12 = 3x6 = 3x10 = 3x6 II 4-0-12 I 8-2-12 i 15.6-13 22 8 1 4 4.12 3-10.0 7-0 30-0-0 34.3-15 38-5-3 45-4-14 52-5.8 I } I r Plate Offsets (X Y)-- f3:0-4-0.0-3-01 [LO --4-0 0-1-31 f8:0-4-0.0-3-01.(9:0-4.0 0-1-31 7.3-15 [13.0-3-9 0-1-81 -15 4-1.5 6-11-11 7.0-10 Ill 7:0-2-8.0-3-8 (19:0-3-12.0-3-81 120:0-3-9.0-3-01 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.15 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCDL 11.0 Lumber DOL 1.25 TC 0.44 BC 0.48 Vert(LL) 0.21 17-18 >999 240 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Vert(TL) Horz(TL) -0.49 17-18 >999 180 0.11 12 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) n/a n/a Weight: 327 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except 2x4 DF No. 1&Btr G WEBS 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (4-0-6 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-17 WEBS 1 Row at midpt 6-19, 8-15, 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2=-14/0-5-8, 12=1715/0-5-8, 20=2712/0-5-8 Installation guide. Max Horz 2=287(LC 7) Max Uplift2=-240(LC 20), 12=-605(LC 8), 20=-999(LC 8) Max Grav2=237(LC 6), 12=1715(LC 1), 20=2712(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-389/848, 3-4=-430/1077, 4-5=-1230/512, 5-25=-1001/490, 25-26=-1003/490, 26 -27=-1004/490,27-28=-1006/489.6-28=-1006/489,6-29=-2346/1009, 29 -30= -2346/1009,30-31=-2346/1009,31-32=-2346/1009,32-33=-2346/1009, 7 -33= -2346/1009.7 -34=-2333/1004,8-34=-2333/1004,8-35=-1917/858,9-35=-1917/858, 9-10=-2050/842, 10-11=-2055/764, 11-12=-1651/579 BOT CHORD 2-21=-738/312, 20-21=-740/313, 19-20=-900/385, 19-36=-746/2022, 18-36=-746/2022, 18 -37= -746/2022,17 -37=-746/2022,7-17=-374/149,15-38=-531/1751,14-38=-531/1751, 14-39=-566/1765,13-39=-566/1765 WEBS 4-19=-781/2192, 6-19=-1525/561, 6-18=-66/406, 6-17=-201/558, 15-17=-677/2019, 8-17=-357/913, 8-15=-1029/410, 9-15=-263/536, 10-14=-291/285, 10-13=-439/134, 11-13=-601/1800, 4-20=-2445/891, 3-20=-269/106 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 Ib uplift at joint 2, 605 Ib uplift at joint 12 g and 99n9 lb uplift at joint 20. C�ntSin rni 6n pag �reaks including heels" Member end fixity model was used in the analysis and design of this truss. February 12,2016 ®WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Nu7ek® connectors. This design is based only upon parameters shown, and is lar on individual building component, not a truss system. Before use, the building designer must verify the opplicobility 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 q Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IV I i l7' e k, fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI? quality Criteria. DS8-89 and SCSI Building Component Safety Information available from Truss Pule Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Truss s� ✓ 50532ROBINSON DESIGN ASSISTANCE, PARADISE, CA Type Robinson K1724520 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:53 2016 Page 2 NOTES- ID:zwjmwTThr8HOYA74QvUC 1 fypGJI-8YuxEOuly5PP5ifX8VOnamgXLPzmbJnk3zwyp 1 zmCLi 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 131 Ib up at 15-11-10, 92 Ib down and 91 Ib up at 18-0-12 , 96 Ib down and 95 Ib up at 20-0-12, 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-4, 96 Ib down and 95 Ib up at 31-11-4, 96 Ib down and 95 Ib up at 33-11-4, and 92 Ib down and 91 Ib up at 35-11-4, and 124 Ib down and 131 Ib up at 36-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead.+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-9=-62, 9-11=-62, 17-22=-20, 12-16=-20 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 MlTea connectors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �CY� building design. Bracing indicated is 10 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 brocing of trusses and truss systems, see ANSI/TPII Quality Criteria. OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona. CA 92880 uoo Truss 2-0-0 Truss Type Yp TCLL — Qty Ply ,Robinson Residence Y 50532ROBINSON A7 TCDL California Lumber DOL 1 1 =KI724521 JJob DESIGN ASSISTANCE, PARADISE, CA Rep Stress Incr YES WB 0.69 BCDL Reference o tional 2 -0. 4'<-1 6. 1. -0.14 3.6.5 n 1t 236 5-9-12 p. 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:55 2016 Page 1 ID:zwjmwTThr8HoYA74QvU3 ClfypGJl-5xOhf3vYUif7KOpwFw3FfBw gLDfd3E?1WH4 P2uwzmCLg2 52.8-8 6-0.5 0• - 4 7-11.11 B•0-10 5x8 = 6.00112 3x10 = 3x6 II 5x8 = Scale = 1:99.4 10 14 13 3x6 II 12 6x12 = 3x10 = 3x6 II 4.4-1 8- •1 11.9-1 17-6-13 23.8-1 30-" 4-0-1 3-10-0 3-6.5 5-g-12 6 1 5 36-5-3 44-4- 4 52-5-8 6-3.15 6-5-3 7.11- 1 -0-10 Plate Offsets (X Y)— 110-4-0.0-3.01, [6:0-4-0.0-1-31 1`9:0 4 0 0.1 31 113:0-3-9,0-1.81 [1611-2-8.0-2-121. 1`20:0-3-9.0-3-n1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.60 TCDL 11.0 Lumber DOL 1.25 BC 0.46 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 BCDL 10.0 Code IBC2012frPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=37/0-5-8,20=2652/0-5-8,12=1725/0,5.8 Max Horz 2=308(LC 7) Max Uplift2=-177(LC 25), 20=-957(LC 8), 12=-597(LC 8) Max Grav 2=196(LC 6), 20=2652(LC 1), 12=1725(LC 1) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.1616-17 >999 240 Vert(TL) -0.3816-17 MT220/195 >999 180 Horz(TL) 0.10 12 n/a n/a Weight: 332 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-5 OC purlins, except end verticals, and 2-0-0 oc purlins (44-13 max.): 6-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 8-16 WEBS 1 Row at midpt 7-18, 9-14, 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-323/695, 3-4=-379/997, 4-5=-508/226, 5-6=-1429/609, 6-25=-1201/571, 25-26=-1203/572, 26-27=-1203/571, 27-28=-1206/571, 7-28=-1206/571, 7-29=-2099/913, 29-30=-2099/913, 30-31=-2099/913, 31-32=-2099/913, 8-32=-2099/913, 8-33=-2095/911, 33-34=-2095/911, 9-34=-2095/911, 9-10=-2005/818, 10-11=-2143/780, 11-12=-1652/567 BOT CHORD 2-21=-599/260, 20-21=-602/261, 19-20=-850/366, 18-19=-207/456, 18-35=-657/1856, 17 -35= -657/1856,17 -36=-657/1856,16-36=-657/1856,8-16=-415/177,14-37=-571/1833, 13-37=-571/1833 WEBS 4-20=-2381/849.4-19=-710/2010,5-19=-1474/515,5-18=-358/1077. 6-18=-152/358, 7-18=-1192/434, 7-17=-57/365,7-16=-157/468,14-16=-519/1714,9-16=-323/774, 9-14=-300/244, 10-14=-355/303, 10-13=-358/99, 11-13=-591/1829, 3-20=-371/147 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=52ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 Ib uplift at joint 2, 957 Ib uplift at joint 20 and 597 Ib uplift at joint 12. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. L,9a ra�lh�cal purlin presentation does not depict the size or the orientation of the purlin along the top and/or bottom chord. n in a on page r2 WARNING - v riry 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 mlea connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. �OpROFESS/pNy� ��e��o M• e�T�F� G� L C 60384 m 70 XR 06"30!16 OF CA1.UF0 February 12,2016 MiTek' 250 Klug Circle Corona. CA 92880 50532ROBINSON DESIGN Truss ANCE, PARADISE CA Ply I Robinson K1724521 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:55 2016 Page 2 NOTES- ID:zwjmwTThr8HoYA74QvUC 1 fypGJI-5xOhf3vYUif7KOpwFw3FfBwgLDfd3E71 VJHP2uwzmC Lg 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 131 Ib up at 17-11-10, 92 Ib down and 91 Ib up at 20-0-12 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-4, 96 Ib down and 95 Ib up at 31-11-4, and 92 Ib down and 91 Ib up at 33-11-4, and 124 Ib down and 131 Ib up at 36-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-62, 6-9=-62, 9-11=-62, 16-22=-20, 12-15=-20 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0./2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is bosed only upon parameters shown. and is for an individual building component, not '-■�' o truss system. Before use, the building designer must verily 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. Addilionol temporary and permanent brocing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the b i le k� fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component I 250 Klug Circle Information available from Truss Plate Institute. 218 N. Lee Street. Suile 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type DESIGN ASSISTANCE, PARADISE CA Residence K17 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:56 2016 Page 1 ID:zwjmwTThr8HoYA74QvUCltypGJl-Z7Z3sPwAEOn_yAO6pdaUCPS4WdlcokSAlx8cQMzmCLf 3- 919-11-1111 •1 30-0-0 34-) -5 4 3 3 - -6 2-0-0 4d•12 2-5.2 -0-1 4-10-5 6-5.12 0- 4 4$-6 -0- 5-3-15 4-0.5 0- 4 5-0-3 5-7-2 5x8 = 4x8 = 3x6 II 5x8 = Scale = 1:88.4 -X0 n 15 14 13 12 3x6 II 08 = 06 = 3x6 II 44-12 8-2-j2 13-1.1 19-6.13 24 •1 30-0.0 30- 12 34-5-3 39-11.6 45-6-8 12 3-10-0 4-10.5 6.5-12 5-1-5 5-3-15 0- -1 4-3-7 5-0-3 Plate Offsets (X Y)-- [3'0_ 0-3-01 (6'0-4-0 0-1 31 (9.0 3 0 0 1 01 (16 0 2 8 0-2-81" It 9:0-4-0.0-3-01 f20 n_3_q n -a -m 5.7-2 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TP12007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&Btr G CSI. DEFL'in (loc) I/def! L/d TC 0.31 Vert(LL) 0.04 12-13 >999 240 BC 0.34 Vert(TL) -0.1218-19 >999 180 WB 6.49 Horz(TL) -0.04 11 n/a n/a (Matrix -M) BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. All bearings 0-5-8 except (jt=length) 15=0-3-8, 11 =Mechanical. (lb) - Max Horz 2=503(LC 24) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-1167(LC 25), 15=-661 (LC 25), 20=-1005(LC 25), 11=-1840(LC 26) Max Grav All reactions 250 Ib or less atjoint(s) except 2=1182(LC 34), 15=1606(LC 2), 20=1475(LC 34), 11=1921(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2328/2202, 3-4=-1777/1773, 4-5=-2037/1868, 5-6=-1794/1663, 6-25=-791664, 25-26=-743/716, 26-27=-498/462, 27-28=-490/463, 28-29=-469/221, 7-29=-469/251, 7-30=-706095, 30-31=-311/433, 8-31=-311/401, 8-32=-310/332, 32-33=-310/424, 9-33=-593/683,9-10=-1160/1230,10-11=-1339/1338 BOT CHORD 2-34=-1140/1146, 21-34=-1099/1105, 20-21=-1097/1105,19-20=-1091/1036, 19-35=-420/607, 18-35=-420/607, 18-36=-453/489, 17-36=-453/489, 17-37=-453/489, 16-37=-453/489,15-16=-1577/644.8-16=-321/127, 14-38=-1596/1644, 13-38=-1596/1644, 13-39=-2614/2608,12-39=-2588/2548 WEBS 4-20=-1312/949, 4-19=-818/1179, 5-19=-664/622, 5-18=-614/528, 6-18=-291/422, 7-18=-720/913.7-17=0/297,7-16=-1123/823. 14-16=-1091/1085,9-16=-945/878. 9-14=-690/695, 10-14=-1170/1138, 10-13=-1155/1119, 11-13=-1610/1697, 3-20=-341/176 PLATES GRIP MT20 220/195 Weight: 327 Ib FT = 20% Structural wood sheathing directly applied or 4-4-13 Oc purlins, except end verticals, and 2.0-0 oc purlins (6-0-0 max.): 6-9. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-3-14 oc bracing: 15-16 5-4-3 oc bracing: 13-14 4-2-1 oc bracing: 12-13. 1 Row at midpt 8-16 1 Row at midpt 5-18, 6-18, 7-18, 7-16, 9-16, 9-14, 10-14, 10-13,11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf, h=25ft; B=45ft; L=46ft; eave=6ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4 This tr ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C ntlnuec�on page 2 ® 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 M4Tek& conneclors. This design is based only upon parameters shown• and is loran individual building component, not a truss system. Before use, the building designer must verily the opplicabifily 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPIl quality Criteria, 0S8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. QROF E SS/ OpN� LU C 60384 rmn P. 06130/16 FOF CMU - February 12,2016 E MiTek' 250 KIJg Circle Corona, CA 92880 50532ROBINSON DESIGN ASSI Truss PARADISE, CA Type Qty Residence K1724522 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:57 2016 Page 2 NOTES- ID:zwjmwTThr8HoYA74QvUClfypGJi-1J7R3ixp?KvraKzlNL5jlc?FGONrXBhK au9ypzmCLe 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1167 Ib uplift at joint 2, 661 Ib uplift at joint 15, 1005 Ib uplift at joint 20 and 1840 Ib uplift at joint 11. 9) This truss has been designed for a total drag load of 5500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 43-6-8 to 45-6-8 for 1375.0 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 131 Ib up at 19-11-10, 92 Ib down and 91 Ib up at 22-0-12 , 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-4, and 92 Ib down and 91 Ib up at 31-11-4, and 124 Ib down and 131 Ib up at 34-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-62, 6-9=-62, 9-11=-62, 16-22=-20, 12-15=-20 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 conneclors. This design is based only upon parameters shown, and is for On individual building component. not �' o truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additionol temporaryand permonent bracing /A� is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the M iTe k fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII quality Criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type TCLL Ply Robinson Residence 50532ROBINSON A9 �Q�ty Piggyback Base 1 1 K1724523 nacvN ASSISTANC Rep Stress Incr YES BCDL 10.0 Job Reference o liana! E, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:57 2016 Page 1 1 27 -OA ID:zwjmwTThr8HoYA740vUC1typGJl-1J7R31xp?KvraKzlNL5jlc?CGOMeXCkK au9ypzmCLe 34-8-5 I 8-5� 13-10-9 9 3 - -0 2-0-0 4$-24.8-2 3.11$ 5-5-1 5r 11 1 78.5 78.5 3-2.11 7-7.8 4"-8 -2 5x8 = 2.5x5 I I 6x12 Scale = 1:83.6 4xb — ------ .. 3x6 18 3x6 I I LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012frP12007 LUMBER - TOP CHORD 2x4 DF N0.18B1r G BOT CHORD 2x4 DF N0.1&Btf G WEBS 2x4 DF No. 1&Btr G 17 16 3x6 = 5x8 = 19-3-11 5-5-1 2 0_ . 2-121. (12:0-2-8.0-3 CSI. TC 0.51 BC 0.42 WB 0.42 (Matrix -M) REACTIONS. (lb/size) 2=373/0-5-8, 19=1993/0-5-8, 11=1480/Mechanical Max Horz 2=439(LC 7) Max Uplift2=-107(LC 8), 19=-670(LC 8), 11=-452(LC 8) Max Grav 2=383(LC 17), 19=1995(LC 2), 11=1480(LC 1) 14 13 4x6 = 3x6 II DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.11 11-12 >999 240 MT20 220/195 Vert(TL) -0.3111-12 >999 180 Horz(TL) 0.04 11 n/a n/a Weight: 329 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except end verticals, and 2-0-0 oc purlins (5-5-12 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpl 9-12 WEBS 1 Row at midpt 5-19, 5-17, 6-16, 7-15, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-207/294, 4-5=-159/308, 5-6=-1178/443, 6-24=-1248/507, 24-25=-1248/507, 7-25=-1248/507, 7-26=-1248/507, 8-26=-1248/507, 8-9=-1328/552, 9-10=-1372/470, 10-11=-1402/422 BOT CHORD 4-19=-295/115, 17-27=-242/726, 16-27=-242/726, 16-28=-314/999, 15-28=-314/999, 15-29=-318/1012,14-29=-318/1012.9-12=-391/157 WEBS 3-19=-356/143, 17-19=-2961778, 5-19=-1540/474, 5-16=-142/562, 6-16=-312/67, 6-15=-156/531, 7-15=-556/153, 8-15=-122/486, 8-14=-521/139, 12-14=-342/1232, 8-12=-184/519,10-12=-326/1287 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right RpFESSIp exposed; Lumber DOL=1.60 plate grip DOL=1.60 �P Nye 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. CID 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 willO 2 fit between the bottom chord and any other members, with SCOL = 10.Opsf. w C 60384 m 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. XP. '3 / 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 2, 670 Ib uplift at joint 19 and 452 Ib uplift at joint 11. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �CFCM-tF0 February 12,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 rev. 10/03/2015 BEFORE USE. ■■■ Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for on individual building component, not o 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. Aciditionol temporary and permanent bracing MiTek' is always requited for stability and to prevent collapse with possible personal injury and property damage. For generol guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANS1/TPI1 Quality Criteria, OSB -89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type City Ply Robinson Residence 50532ROBINSON A10 Piggyback Base 1 1 K1724524 DESIGN ASSISTANCE PARADISE CA TC 0.51 Vert(LL) 0.11 11-12 >999 240 Job Reference (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:23 2016 Page 1 I D:zwjmwTThr8HoYA74QvUC 1 fypGJl-On4bx7XUOtdgV5MmNCUIMRbOrJlhZgKJ9IfMnnzmCMA -2-0-0 4.6-2 -8 12-10-9 9• -1 -0- 34- - 37-11 q 5-16.8 2-0-0 4-6-2 3.11.6 5-5.1 5-5-1 7-8-5 7-8-5 3-2.11 7.7-8 5x8 = 2.5x5 I I 6x12 Scale = 1:83.6 18 17 16 15 3x6 II 3x6 = 5x8 = 3x10 = 14 13 46 = 3x6 II JXb 4.6-2 8.2--46 8- 8 133 10.9 19-3.1 27-M 34-8-5 37-11.0 45.6-8 4-6-2 3$ 0- -2 5-5-1 7-8-5 7-8-5 3-2-11 2 11 7 7-8 Plate Offsets (X.Y)— f3.0-4-0 0-3-01 f6.0-6-0 0-2-81 f8 0-9-12 0-2-121 [12:0-2-8 0-3-8) [16:0-4-0 0-3-01 fl9�0 2 8 0 3 81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) 0.11 11-12 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.31 11-12 >999 180 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 2, 670 Ib uplift at joint 19 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.04 11 n/a n/a O� BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 329 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (5-5-12 max.): 6-8. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 9-12 WEBS 1 Row at midpt 5-19, 5-17, 6-16, 7-15, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 2=373/0-5-8,19=1993/0-6-4, 11=1480/Mechanical Max Harz 2=439(LC 7) Max Uplift2=-107(LC 8), 19=-670(LC 8), 11=-452(LC 8) Max Grav 2=383(LC 17), 19=1995(LC 2), 11=1480(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-207/294, 4-5=-159/308, 5-6=-1178/443, 6-24=-1248/507, 24-25=-1248/507, 7-25=-1248/507.7-26=-1248/507.8-26=-1248/507, 8-9=1328/552,9-10=711372/470, 10-11=-1402/422 BOT CHORD 4-19=-295/115, 17-27=-242/726, 16-27=-242/726, 16-28=-314/999, 15-28=-314/999, 15-29=-318/1012,14-29=-318/1012,9-12=-391/157 WEBS 3-19=-356/143,17-19=-2961778,5-19=-1540/474, 5-16=-1421562,6-16=-312/67, 6-15=-156/531, 7-15=-556/153, 8-15=-122/486, 8-14=-521/139, 12-14=-342/1232, 8-12=-184/519,10-12=-326/1287 NOTES - 1) Unbalanced roof live loads have been considered for this design. Design valid for use only with NUTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 DOL=1.60 ?OESS/pN plate grip 3) Provide adequate drainage to p prevent water ponding. 4) This truss has been designed building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional Temporary and permanent bracing is for 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 in MiTek chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide will O 2rt fit between the bottom chord and any other members, with BCDL = 10.Opsf. s LU C 60384 rn 6) A plate rating reduction of 20% has been applied for the green lumber members. tY 7) Refer to girder(s) for truss to truss connections. EXP. 06/30!16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 2, 670 Ib uplift at joint 19 Corona, CA 92880 and 452 Ib uplift at joint 11. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O� 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. OFCALtF February 12,2016 ®WARNING - Verify des! n arumetors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll- ry 9 P 7473 rev. 10/07/I01 S BEFORE USE. ■ Design valid for use only with NUTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design info the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional Temporary and permanent bracing is for MiTek always required stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage- delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314, 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Oty Ply Robinson Residence 50532ROBINSON A11 Piggyback Base 1 1 K1724525 f1FCIf:N ACCICTA AIr`F oeoenicr= rn 10-11 >999 180 _ Job Reference (optional) - -----" �^ /.b40 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:24 2016 Page 1 ID:zwjmwTThrBHoYA74QvUC1 fypGJI-Vzez8TX6nBIX6Fxyxv?_vf8Zaj5dIG9TOyOvJDzmCM9 0 _ -7. 3 - 1 7.0 4-8.5 - 1- 45-0.8 2-0-0 6-" 6.7.13 6.7-13 7-8-5 7.8-5 3.2-11 7.7-8 5x8 = 2.5x5 II 6x12 Scale = 1:83.6 17 16 15 14 3.6 II 3x6 = 5x8 = 3x10 = 13 12 4x6 = 3x6 II J 9 N h 6-0-0 6 9 12-7.13 19-3-11 27-0-0 34-8-5 37.11-0 45.6-8 6-0-0 0 -9 64-0 6-7.13 7.8• 79-5 3-2.11 -7-8 Plate Offsets (X.Y)— f3:0-4-0 0-3-01 f5:0-6-0 0-2-81 f7 0-9-12 0-2-121 [11:0-2-8 0-3-81 fly 0-4-0 0-3 O1 f18 0 5 12 0 4 Ol LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) 0.12 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.32 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0.05 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 320 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (5-0-8 max.): 5-7. WEBS 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-11-14 oc bracing. Except: 1 Row at midpt 8-11 WEBS 1 Row at midpt 4-18, 4-16, 5-15, 6-14, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=39710-5-8,17=1843/0-7-0, 10=1606/Mechanical Max Harz 2=361(LC 7) Max Uplift 2=-125(LC 8), 17=-606(LC 8), 10=-498(LC 8) Max Grav 2=402(LC 17), 17=1850(LC 2), 10=1606(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1528/555, 5-22=-1450/579, 22-23=-1450/579, 6-23=-1450/579, 6-24=-1450/579, 7-24=-1450/579, 7-8=-1463/600, 8-9=-1507/518, 9-10=-1528/468 BOT CHORD 17-18=-1794/581, 3-18=-386/152, 16-25=-359/1123, 15-25=-359/1123, 15-26=-398/1289, 14-26=-398/1289,14-27=-352/1131,13-27=-352/1131,8-11=-391/157 WEBS 16-18=-375/1182, 4-18=-1499/444, 4-15=-65/348, 5-14=-99/419, 6-14=-556/152, 7 -14= -166/635,7 -13=-597/162,11-13=-383/1372,7-11=-187/529,9-11=-375/1425 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. RQF ESS/0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P Nye 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) A plate rating reduction of 20% has been applied for the green lumber members. 1O� Fp m 7) Refer to girder(s) for truss to truss connections. w C 60384 rn 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 2, 606 Ib uplift at joint 17 and 498 Ib uplift at joint 10. XP. '30116 9 ami -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. rTn, OF CAUF ' February 12,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 mv. 10/07/2015 BEFORE USE. Design valid for use only with Mlek@ 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 bracing is for to MiTek always required slabilly and prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSO -89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence 50532ROBINSON Al2 Piggyback Base 1 1 K1724526 —1. AS T Rep Stress Incr YES BCDL 10.0 Job Reference o tional SIS ANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:26 2016 Page 1 ID:zwjmwTThr8HoYA74QvUC 1 typGJI-RLIjZ9ZMJo?EMZ5L2Kl S_4Dv9Xn4mAZmrGlON6zmCM 7 -2.0-0 6-0-0 + 12-7-13 19-3.11 27-0-0 34.8-5 I37-11-0 40-6-8 I 45-6-8 2-0-0 6-0-0 6-7.13 6.7-13 7-8.5 7-8.5 3.2-11 2-7.8 5-0-0 5x8 = 2.5x5 11 6x12 Scale = 1:84.3 19 3x6 II 18 17 16 3x6 = 5x8 = 3x10 = 15 14 4x6 = 3x6 11 2.5x5 11 6-0-0 6- 1 - - 3 19-3.11 _ _ 27.0.0 34.8-5 37-11-0 140-6-8 I 45-6 8 6-0-0 0- -12 6-5-1 6.7-13 7A-5 _ 78-5 3-2-11 2-7.8 5-0-0 oi.,r,, na..,.r.. ry v, 1— .1.L L ... L - — - „ „ - -- - - - - - - - -' - - - -' '-- - - - - LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012rrP12007 n/a CSI. DEFL'in (loc) I/def! L/d TC 0.50 Vert(LL) -0.11 16-17 >999 240 BC 0.44 Vert(TL) -0.3016-17 >999 180 WB 0.45 Horz(TL) 0.07 11 n/a n/a (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&BV G BOT CHORD WEBS REACTIONS. (Ib/size) 11=1607/Mechanical, 2=401/0-5-8, 19=1839/0-5-8 Max Horz 2=394(LC 7) Max Upliftll=-498(LC 8), 2=-116(LC 8), 19=-616(LC 8) Max Grav 11=1607(LC 1), 2=405(LC 17), 19=1846(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1529/540, 5-24=-1451/566, 24-25=-1451/566, 6-25=-1451/566, 6-26=-1451/566, 7-26=-1451/566.7-8=-1410/567, 8-9=-1457/526 BOT CHORD 19-20=-1790/591, 3-20=-386/152, 18-27=-393/1125, 17-27=-393/1125, 17-28=-438/1290, 16-28=-438/1290, 16-29=-390/1132, 15-29=-390/1132, 12-13=-290/1025, 12-30=-287/1018,11-30=-287/1018 WEBS 18-20=-411/1185,4-20=-1491/440.4-17=-75/347,5-16=-100/417. 6-16=-552/150, 7-16=-168/634.7-15=-5881182.13-15=-416/1350.7-13=-162/431, 9-13=-123/497, 9-11=-1757/538 PLATES GRIP MT20 220/195 Weight: 341 Ib FT = 20% Structural wood sheathing directly applied or 5-1-3 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-15 max.): 5-7, 9-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-0-0 oc bracing: 19-20 6-0-0 oc bracing: 14-15,13-14. 1 Row at midpt 8-13 1 Row at midpt 4-20, 4-18, 5-17, 6-16, 7-15, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 Ib uplift at joint 11, 116 Ib uplift at joint 2 and 616 Ib uplift at joint 19. C�"Sinu i-% page 5reaks including heels" Member end fixity model was used in the analysis and design of this truss February 12,2016 ® 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 Mlek® connectors. This design is based only upon parameters shown, and is for an individual building component. nol o 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. Addilionol 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 fobricotion. storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TP0 Quality Criteria. DSB-89 and BCSI Building Component 250 IOug Circle Safety Informatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VP. 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence 50532ROBINSON lu' Piggyback Base 1 1 K1724526 fabrication. storage, delivery, erection and brocing of trusses and truss systems, see ANSI/TPII Quality Criteria. D58-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Reference (optional) -- — - - --- - - ---• - - - - -• • r.u4u SOUP cn nn 0 MI I en mousines. Inc: I nu f-eb 11 12:05:26 2016 Page 2 NOTES- ID:zwjmwTThrBHoYA74QvUClfypGJI-RLIjZ9ZMJo?EMZ5L2KlS - 4Dv9Xn4mAZmrGtON6zmCM7 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. S r ® 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 MlTekO connectors. This design is based only upon parameters shown,.ond is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k 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 brocing of trusses and truss systems, see ANSI/TPII Quality Criteria. D58-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 NSON IA13 IPiaavback Base 11 I 1 I K1724527 DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:26 2616 Page 1 ID:zwjmwTThr8HoYA74QvUC 1 fypGJI-RLIjZ9ZMJo?EMZ5L2K1 S_4Dv3Xn6m7CmrGtON6zmCM7 - -0 6- -1 6• - - i 19-3-11 27-0-0 34-8-5 38.6-8 45-6-8 2-0-0 6-2.12 0-7 6.3-0 6-3-0 7.8.5 7-8-5 3.10-3 7-" rn n m 4f 0 5x8 = 2.5x5 II 5x8 = it 1b - 15 -- 14 13, 12 1111 4xB = 2.5x5 II 3x10 = 5x8 = 5x8 = 3x6 = 2.5x5 II 45 = Scale = 1:86.5 6-2-12 I 13-0-11 I 19-3-11 I 27-0-0 I 34-8-5 I 38-6-8 45.6-8 6-2-12 6-9-15 6-3.0 7-8-5 I 7-8-53-10-3 7-0-o Plate Offsets (X.Y)-- f4:0-2-13.0-1-81.(6:0-6-0.0-2-81 f8:0-6-0,0-2-81, f9:0-4-0.0-3-81, [14:0-4-0.0-3-01 f15:0-4-0 0-3-01 [16:0-3-9.0-1-81 7) Refer to girder(s) for truss to truss connections. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Co�hnugd et p gerlside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. TC 0.51 Vert(LL) -0.12 14-15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.34 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) -0.01 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 285 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (4-8-0 max.): 6-8, 9-10. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-17,16-17. WEBS 1 Row at midpt 6-15, 7-14, 8-13, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. (Ib/size) 10=1569/Mechanical, 2=182/0-5-8, 17=2095/0-5-8 Max Horz 2=325(LC 7) Max Uplift 1 0=-492(LC 8), 2=-68(LC 8), 17=-669(LC 8) Max Grav 10=1625(LC 2), 2=199(LC 17), 17=2095(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-296/503, 3-4=-1509/450, 4-5=-1497/487, 5-6=-1681/593, 6-21=-1666/626, 21-22=-1666/626, 7-22=-1666/626, 7-23=-1666/626, 8-23=-1666/626, 8-9=-1565/567, 10-11=-429/1457 BOT CHORD 2-17=-394/140, 16-17=-394/140, 16-24=-414/1278, 15-24=414/1278, 15-25=-444/1429, 14 -25=-444/1429,14-26=-397/1333,13-26=-397/1333,12-13=-357/1230, 12-27=-355/1218,11-27=-355/1218 WEBS 3-16=-510/1828, 5-16=-620/165, 5-15=-46/320, 6-14=-114/487, 7-14=-554/151, 8-14=-171/616, 9-13=-83/303, 9-11=-1822/545, 3-17=-1943/607 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 QRpFESS/�N p q� 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will BCDL m C 60384 rn fit between the bottom chord and any other members, with = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. P C 130;16 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 Ib uplift at joint 10, 68 Ib uplift at joint 2 and 669 Ib uplift at joint 17. 9) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. T Q FBF 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. CA1 tF� Co�hnugd et p gerlside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. February 12,2016 WARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with t4lek0 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 opplicobility of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 1. Job Truss Truss Type Qty Ply Robinson Residence 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 K1724527 50532ROBINSON A13 Piggyback Base 1 1 Corona, CA 92880 flC Cl(_A1 ACCICTD AIr`C 0A0 ­0C r � Job Reference (optional) - - --- 7.640 s Sep 29 2015 MiTek ek Industries, Inc. Thu Feb 11 12:05:26 2016 Page 2 ID:zwjmwTThr8HoYA74QvUC1fypGJ1-RLljZ9ZMJo?EM25L2K15 4Dv3Xn6m7CmrGtON6zmCM7 0 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MITekOconnectors. This design is based only upon parameters shown. and is loran individual building component, not {, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DS B-89 and SCSI Building ComponentI 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence LOADING (psf) SPACING- 2-0-0 CSI. DEFL. K7724528 50532ROBINSON A14 Piggyback Base 1 1 -0.19 15-16 >999 240 MT20 220/195 TCOL 11.0 Lumber DOL 1.25 BC 0.59 Vert(TL) Job Reference (optional) DESIGN ASSTS I ANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:27 2016 Page 1 ID:zwjmwTThr8HoYA74QvUClfypGJl-vYJ6nVa 4675zjgXclYhXHm4xw4vVXCv4wdawYzmCM6 eoo + 12.7.ta I s.3.tt } 77.0.0 1 +4es �ar>aej7ttq as.ae 2-0-0 6.0-0 B -7-t3 8-7-t3 7.8-5 7.8.5 1-10.3 t -4.a 7.7-8 5x8 = 2.5x5 II 5x8 = 8x8 = 19 18 17 16 15 14 3x6 II 3x6 = 5x8 = 3x10 = 3x6 II 5x8 = If Scale = 1:87.2 B0. N2 2 8.5-1 6-7.13 7-8.5 7-8.5 1.70.3 t-4-8 7.7-8 Plate Offsets (X.Y)-- 13:0-4-0.0-3-41 15:0-6-0 0-2-81 17:0-5-8 0-2-41,[9:0-3-12.0-2-81 113:0-6-4 0-6-121.(15-.0-1-15.0-1-81.[17:0-4-0.0-3-01.[20:0-5-12,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.19 15-16 >999 240 MT20 220/195 TCOL 11.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.49 15-16 >969 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(TL) -0.02 19 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 341 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No, t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except BOT CHORD 2x4 DF No. t&BIT G end verticals, and 2-0-0 oc purlins (5-0-6 max.): 5-7, 9-11. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-10-13 oc bracing. WEBS 1 Row at midpt 4-20, 4-18, 5-17, 6-16, 9-15, 10-12, 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 11=1601/Mechanical, 2=366/0-5-8, 19=1879/0-5-8 Max Horz 2=426(LC 7) Max Uplift 11=-500(LC 8), 2=-111(LC 8), 19=-618(LC 8) Max Grav 11=1716(LC 2), 2=375(LC 17), 19=1916(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-1541/539, 5-24=-1486/564, 24-25=-1486/564, 6-25=-1486/564, 6-26=-1486/564, 7-26=-1486/564,7-8=-1285/513.8-9=-1274/493,9-10=-1303/471, 11-12=-433/1546 BOT CHORD 19-20=-1861/593.3-20=-388/152.18-27=-421/1119, 17-27=-421/1119, 17-28=-476/1301, 16-28=-476/1301, 16-29=-43211173,29-30=-432/1173,15-30=-432/1173,13-14=-297/41, 10-13=-212/892,13-31=-401/1316,12-31=-401/1316 WEBS 18-20=-441/1180,4-20=-1597/457,4-17=-91/374,5-16=-98/427, 6-16=-550/150, 7-16=-170/625,9-15=-1145/376,13-15=-68112163. 9-13=-411/994,10-12=-19391553. 7-15=-349/98 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; 8=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 RpFESS/p 3) Provide adequate drainage to prevent water ponding. P Nye 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��Q ��� M• Bq�T F2 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 Q G� fit between the bottom chord and any other members, with BCDL = 10.Opsf. O m 6) A plate rating reduction of 20% has been applied for the green lumber members. uJ C 60384 rn 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 Ib uplift at joint 11, 111 Ib uplift at joint 2 EXP. 06/30116 and 618 Ib uplift at joint 19. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0� 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. OF CALIF February 12,2016 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 wilh M7ekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ��Y■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is atwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see AN51/TPII Quality Criterla, DSB•89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Corona, CA 92880 Job SPACING- 2-0-0 Truss Type Qly Ply PLATES GRIP TCLL 20.0 [Truss TC 0.31 Vert(LL) 0.15 10-11 >999 240 FRobinsonResidenceK1724529 50532ROBINSON Piggyback Base 1 1 BCLL 0.0 ' Rep Stress Incr YES WS 0.95 Horz(TL) 0.08 10 n/a n/a Reference o lional v rsooia I r NCE. r/AKAUIst, UA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:28 2016 Page 1 ID:zwjmwTThr8HoYA740vUC1typGJl•NktU racgPFybsFjA14w3VIIhKRgEyF2JaM7S zmCM5 -2-0-0 6-0-0 { 12.7-13 19.3.11 I 26.11-1 34.6-8 1 37 11 0 45-6-8 2-0-0 6-0-0 6-7.13 6-7-13 7-7-7 7-7-7 34.8 7-7.8 8x8 = Scale = 1:83.3 48 = 8x8 = 5x8 = 3x6 II 17 16 15 14 13 12 3x6 II 3x6 = 5x8 = 2.5x5 II 4x12 = 3x6 II 6-0-0 6-0 12 12-7-13 19-3-11 26-11-1 345 8 37.11-0 4555 6-0-0 0' 12 6.7-1 6-7-13 7-7.7 7.7.7 2A-8 7-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.15 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.36 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.95 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 361 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, except T3: 2x8 DF No.2 G, T4: 2x6 DF No.2 G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD 2x4 DF No.1&BV G BOT CHORD Rigid ceiling directly applied or 4-11-12 oc bracing. WEBS 2x4 DF No. 1&Btr G WEBS 1 Row at midpt 9-10, 4-18,4-16, 6-15, 7-13, 7-11, 8-10, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 10=1607/Mechanical, 2=402/0-5-8, 17=1837/0-7-12 Max Horz 2=442(LC 7) Max Uplift 10=-503(LC 8), 2=-122(LC 8), 17=-604(LC 8) Max Grav 10=1708(LC 2), 2=411(LC 17), 17=1861(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 4-5=-1543/541, 5-22=-1299/511, 22-23=-1301/510, 6-23=-1305/510, 6-24=-1199/477, 7-24=-1202/476, 7-8=1204/454 BOT CHORD 17-18=-1807/579, 3-18=-386/152, 16-25=-447/1135, 15-25=-447/1135, 15-26=-557/1532, 14 -26= -557/1532,14 -27=-557/1532,13-27=-557/1532,8-11=-319/1089,11-28=-410/1215, 10-28=-412/1208 WEBS 16-18=-467/1197, 4-18=-1511/431, 4-15=-94/345, 5-15=-132/362, 6-15=-502/103, 6-14=-68/460.7-13=-284/133,11-13=-529/1538, 8-10=-1896/543, 6-13=-597/157 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 Ib uplift at joint 10, 122 Ib uplift at joint 2 and 604 Ib uplift at joint 17. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. O99,0FESS10N� ,�``�� J�� M• Bq�T `c2c uJ oP C 60384 ' 16 /* OF CAUF February 12,2016 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7477 rev. 10/03/2015 BEFORE USE. ■ Design valid for use only with M'TekO conneclors. 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 verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. OSB -89 and SCSI Building Component 250 Kiug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. - Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence 50532ROBINSON A16 Piggyback Base 1 1 K1724530 MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the LOADING (psi) Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:29 2016 Page 1 19 ID:zwjmwTThr8HoYA74QvUC1 fy+pGJI-rwRsBAbEbjNpDOgwkSb9cirPikpb zQCCXE6g_QzmCM4 .8 - 10-'1-2 32-8-5 39-0.8 45-6-8 7 6b-020-0 4-02 86 4x6 = 3x10 2.5x5 II Scale = 1:82.5 3x10 = 5x8 = 4x8 = 19 18 17 3x6 II 3x10 = 3x6 II 44• 8-1-8 8 - 3-8-9 20.1-1 26-4• 32-8.5 39-0-8 45-6-8 20 4-0-2 3-9.6 0• 5-3-15 6-5-2 6-2-7 _ 6.4-3 6-4-3 6-6-0 Plate Offsets (X Y)-- f3:0-4-0 0-3-01 f6:0-5-15 0-1-131 f10 0-4-0 0-3-01 15:0-4-0 0-3-01 [16:0-6-4 0-2-81 f20 0-2-4 0.2-121 _ MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) 0.10 15-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.26 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 330 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (5-2-3 max.): 6-11. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-7-11 oc bracing. Except: 1 Row at midpt 7-16 WEBS 1 Row at midpt 11-12, 5-20, 5-18, 8-15, 9-13, 10-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 12=1471/Mechanical, 2=253/0-5-8,19=2122/0-7-12 Max Horz 2=442(LC 7) Max Uplift 12=-459(LC 8), 2=-73(LC 8), 19=-697(LC 8) Max Grav 12=1582(LC 2), 2=253(LC 1), 19=2122(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-279/302, 3-4=-333/531, 4-5=-281/536, 5-6=-1348/482, 6-7=-1151/459, 7-25=-1448/545, 25-26=-1448/545, 8-26=-1448/545, 8-9=-1448/545, 9-10=-869/370, 10-11=-869/370, 11-12=-1454/453 BOT CHORD 2-21=-353/59, 20-21=-354/60, 19-20=-2077/678, 4-20=-308/121, 7-16=-258/50, 16-27=-428/1167, 15-27=-428/1165, 15-28=-462/1353, 14-28=-462/1353, 14-29=-462/1353,13-29=-462/1353 WEBS 3-20=-339/135, 18-20=-350/685, 5-20=-1698/524, 5-18=-356/158, 5-16=-2621774, 7-15=-149/576, 8-15=-449/125, 9-14=-54/338, 9-13=-884/253, 10-13=-435/135, 11-13=-466/1570.16-18=-296/647 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45h; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 Ib uplift at joint 12, 73 Ib uplift at joint 2 and 697 Ib uplift at joint 19. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10 Gra hical purli representation does not depict the size or the orientation of the purlin along the top and/or bottom chord Co tlnu�d on pageg2 February 12,2016 ® 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 MTekO connectors. This design is based only upon parameters shown. and is for on individual building component. not o truss system. Before use, the building designer must verity the appticabilily 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 Irvsses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence 50532ROBINSON A16 Piggyback Base 1 1 K1724530 DESIGN ASSISTANCE PAae nrcG re fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Reference (optional) 7.640 s Sep za zul a Mu ex Industries, Inc. Thu Feb 11 12:05:29 2016 Page 2 ID:zwjmwTThrBHOYA74QvUC1typGJl-rwRSBAbEbjNpDOgwkSb9cirPikpbzQCCXE6g QzmCM4 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7471 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlea conneclors. 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 [his 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 to MiTek- stability and prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence 50532ROBINSON A17 Piggyback Base 1 1 K1724531 DESIGN ASSISTANCE. PARAnISF r'A Plate Grip DOL 1.15 TC 0.52 _ _ Job Reference (optional) _ r.oqu s aep za zul a MI I ex Industries. Inc. Thu Feb 11 12:05:30 2016 Pagel ID:zwjmwTThr8HoYA74QvUC1 fypGJl-J7?EPWctM 1 VggAP6HA609wNar88eiuOLmurEWtzmCM3 -2-0.0 54-2 10-1-8 14.1-10 18-1-12 1 3-1 25-8-10 32-3-5 38-10.0 45-6.8 2-0.0 5-4.2 4.9-6 4-0-2 4.0-2 -1-1 6.4.15 6.6.11 6-6.11 6-8-8 5x8 = 3x6 II 2.54 II 3x10 = Scale = 1:85.0 5x8 = 4x8 = Li•)•L 19 18 17 3x6 II 3x10 = 3x6 II 5.4• d•9-6 0. -2 3-9-0 4.0.2 Plate Offsets (X.Y)-- -1-1 1`10-4-0.0-3-01 f7:0-6-0 0-2-81 1`10:0-4-0.0-3-011, [15:0-4-0.0-3-01 6-4- 5 [16:0-2-8.0-3-81, 6-6.11 6.6.11 IV. f20 0-2-8.0-2-81 LOADING (psi) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP MiTek" Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.12 15-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.33 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code IBC20121TP12007 (Matrix -M) Weight: 339 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (5-7-13 max.): 7-11. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-8-0 oc bracing. Except: 1 Row at midpt 6-16 WEBS 1 Row at midpt 11-12, 5-20, 5-18, 8-15, 9-15, 9-13, 10-13, 7-16 k recommends that Stabilizers and required cross bracing —] stalled during truss erection, in accordance with Stabilizer Fbe REACTIONS. (Ib/size) 12=1381/Mechanical, 2=363/0-5-8, 19=2102/0-7-12 llation uide. Max Horz 2=441(LC 7) Max Uplift 12=-428(LC 8), 2=-108(LC 8), 19=-693(LC 8) Max Grav 12=1501(LC 2), 2=363(LC 1), 19=2102(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-255/156, 3-4=-325/481, 4-5=-273/471, 5-6=-977/357, 6-7=-944/389, 7-25=-1275/480, 25-26=-1275/480, 8-26=-1275/480, B-9=-1275/480, 9-27=-837/356, 10-27=-837/356,10-11=-837/356,11-12=-1369/420 BOT CHORD 19-20=-2068/679, 4-20=-274/108, 16-28=-337/885, 28-29=-337/885, 29-30=-337/885, 15-30=-337/885, 15-31=-429/1263, 14-31=-429/1263, 14-32=-429/1263,13-32=-429/1263 WEBS 3-20=-456/183, 18-20=-271/414, 5-20=-1557/464, 5-18=-326/195, 16-18=-231/448, 5-16=-339/990, 7-15=-2081738, 8-15=-433/119, 9-14=-54/336, 9-13=-760/208, 10-13=-447/138.11-13=-430/1478,7-16=-462/119 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60' 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 428 Ib uplift at joint 12, 108 Ib uplift at joint 2 and 693 Ib uplift at joint 19. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10 Gra Ical purli representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Co tmu�d on page g2 February 12 2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with mlea connectors. This design is based only upon parameters shown, and is for an individual building component, not ■■�� a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence K1724531 5O532ROBINSON A17 Piggyback Base 1 1 Job Reference (optional) r.aau s Sep za 2U1 b MI I ek Industries, Inc. Thu Feb 11 12:05:30 2016 Page 2 I D:zwjmwTThr8HoYA74QvUC 1 typGJi-J7?EP WctM 1 VggAP6HA60gwNar88eiuDLmurE WtzmCM3 WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/07/2015 BEFORE USE. Design valid for use only with MITekS 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 verily 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 7 ek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidonce regarding the MiTek' fabrtcotton, storage, delivery, erection and bracing of trusses and truss systems. see ANSIJTPII Quality Criteria. DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Corona, CA 92880 ss I ype _ Qty PlyRobinson Residence iybeck Base 1 K1724532 DESIGN ASSISTANCE, PARADISE, CA 7.640 S .lob tNNoy 10 201 o tek In dustries Inc Fri Feb 12 08:27:34 2016 ID:zwjmwTThr8HoYA74QvUCltypGJl- X?JsjLOh5FDYwkH3hmxNULL1g6a7DyuQkmiQEzlva7 2-0.0 5-9-6 4-0.4 3-1-15 64-15 6.6-11 6-6-11 6.8-8 5x8 = Scale = 1:84.1 2.5x5 II 3x10 = 5x8 = 4x8 = _. _.._ .. ..,... — 18 17 ,X0 II 6x8 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) 0.08 11-12 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.19 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) -0.04 18 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&Btr G BOT CHORD WEBS REACTIONS. (Ib/size) 11=1345/Mechanical, 2=613/0-5-8 (min. 0-1-8),18=1889/0-7-12 (min. 0-2-0) Max Horz 2=443(LC 7) Max Uplift1l=-417(LC 8), 2=-192(LC 8), 18=-649(LC 5) Max Grav 11=1462(LC 2), 2=613(LC 1), 18=1889(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-660/124, 3-4=-419/132, 4-5=-750/240, 5-6=-919/356, 6-24=-1192/455, 24-25=-1192/455, 7-25=-1192/455, 7-8=-1192/455, 8-26=-811/348, 9-26=-811/348, 9-10=-811/348, 10-11=-1330/409 BOT CHORD 2-20=-182/445, 19-20=-180/441, 18-19=-1828/612,4-19=-1504/514,5-16=-914/336, 15-16=-134/539,15-27=-2341797,14-27=-234/797, 14-28=-377/1212,13-28=-377/1212, 13-29=-377/1212,12-29=-377/1212 WEBS 3-20=-59/256.3-19=-550/221, 5-15=-264/691, 6-15=-479/206,6-14=-228f741. 7-14=-436/119, 8-13=-56/352, 8-12=-717/194, 9-12=-448/138, 10-12=-416/1430, 4-16=-402/1097 PLATES GRIP MT20 220/195 Weight: 323 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-1 max.): 6-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-10-12 oc bracing: 18-19. 1 Row at micipt 5-16 1 Row at midpt 10-11, 6-15, 7-14, 8-14, 8-12, 9-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,.in accordance with Stabilizer NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46h; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BC DL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 Ib uplift at joint 11, 192 Ib uplift at joint 2 and 649 Ib uplift at joint 18. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 ® 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 IvtTek& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and 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. see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. / QRpF E SS/pN� LU C 60384 M P.06/30/16 FOF CAUc February 12,2016 MiTek° 250 Klug Circle Corona, CA 92880 50532ROSINSON DESIGN ASSIST A18 PARADISE, CA Base Residence 7.640 s Nov 10 2015 MiTek ID:2wjmwTThr8HOYA74QvUC 1 fypGJI-IX?Js Inc. Fri Feb 12 ® WARNING • Ver17y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlea 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 ony. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Corona, CA 92880 2016 K1724532 I- Job TrussTruss Type Qty Ply Robinson Residence 50532ROBINSON A20 Piggyback Base 5 1 K1724533 DESIGN ASSISTANCE PARADISE e CA >999 240 _ _ Job Reference (optional) _ - --• - 7.640 s Sep 29 2u16 MiTek Industries, Inc. Thu Feb l l 12.05:342016 Pagel I D:zwjmwTThr8HoYA74QvUC 1 typGJI-CuEIFuf NQFO6Jnit W7AKJmYHBIVmelOxhVpRfezmC M? -0 6-9.1 0• - -1 -0 34- - 39-11- q 2-0-0 6.9-12 6.3-0 -2.1 5-0-15 7-8-5 7-8-5 5-3-5 58-14 5x8 = 2.56 II 5x8 = Scale = 1:83.6 lb 15 14 13 12 40 11 10 4x6 — 2.5x5 II 3x6 = 5x8 = 5x8 = 3x6 = 3x6 = 3x6 II 6-9-12 14-2-12 I 19-3-11 I 27 0-0 I 34-8-5 _ 39-11-10 45Fi-8 6-9-12 7-5-0 5-0 ^5 7-8 5 7-8-5 5-3-5 Plate Offsets IX Yl-_ fm -n_3-12 n-s_et r5•n_a_n n_7_al n•n_a_n LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (loc) I/deb Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.09 13-14 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.25 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1&BtrG BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (Ib/size) 2=574/0-5-8, 15=2059/0-5-8, 10=1213/Mechanical Max Harz 2=276(LC 7) Max Uplift 2=-195(LC 8), 15=-658(LC 8), 10=-376(LC 8) Max Grav2=583(LC 17), 15=2071 (LC 2), 10=1240(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-496/120, 3-4=-146/383, 4-5=-552/252, 5-20=-987/418, 20-21=-987/418, 6-21=-987/418, 6-22=-987/418, 7-22=-987/418, 7-8=-1115/429, 8-9=-983/351, 9-10=-1189/357 BOT CHORD 2-16=-142/373, 15-16=-140/370, 15-23=-255/179, 14-23=-255/179, 14-24=-132/464, 13-24=-132/464, 13-25=-229/936, 12-25=-229/936, 12-26=-194/830.11-26=-194/830 WEBS 3-16=-63/295, 3-15=-673/270, 4-14=-296/1190, 5-14=-804/194, 5-13=-266/845, 6-13=-555/153, 8-11=-521/119, 9-11=-265/1042, 4-15=-1658/492 PLATES GRIP MT20 220/195 Weight: 278 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 Max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. 1 Row at midpt 5-14, 6-13, 7-12, 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 FES$/0 3) Provide adequate drainage to prevent water ponding. �opRo ry�l 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M. B 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 chordand any other members, with BCDL = 10.Opsf. p 6) A plate rating reduction of 20% has been applied for the green lumber members. m C 60384 rn 7) Refer to girder(s) for truss to truss connections. rn 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 Ib uplift at joint 2, 658 Ib uplift at joint 15 XP i and 376 Ib uplift at joint 10. ,r 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. V 11- 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. rFOF CAUFO� February 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with rv4Tek0 connectors. This design is based only upon parameters shown. and is for on individual building component, not o 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 brocing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and SCSI Building Component 250 K ug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence 50532ROBINSON A21 Piggyback Base 5 1 K1724534 Job Reference optional) DESIGN ASSISTANCE, PARADISE, CA -r ..,­., nw. 1 nu reo 11 1Z:Ua:3b ZU16 Page 1 I D:zwjmwTThr8HoYA74QvUC l fypGJl•g4o7SEg?BZ8zxxH44jiZsz5Rs9rzNCe4w9Z?C4zmCM . -1 -3- 1 -0.0 4• - 39-5-8 45-6-8 2-0-0 6-9.12-1 5-0-15 7.8-5 7-8.5 5-0-3 5.10-0 5x8 = 2.5x5 II 6x12 Scale = 1:86.5 17 16 `" 15 -10 14 26 13 12 27 3x6 = 06 = 2.5x5 II 3x6 = 5x8 = 5x8 = 06 = 3x6 II 6x8 = 6-9-12 14.2-12 19-3-11 27-0-0 6-9-i 7-5.0 5-0-15 7.8-5 Plate Offsets (X Y) [10-3-12.0 3 41 15:0-6-0.0-2-81,f7 0-9-12 0-2-121 [11:0-6-0.0-4-01,14 0 4 0 0 3 O115 3 -8.5 39-8-8 45.6-8 7.8 5 5-0 3 5 10-0 0 4 0 0 3 Ol LOADING (psi) TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.09 13-14 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.25 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.04 10 n/a n!a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 286 Ib FT = 20% LUMBER- BRACING - *TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,12-13. WEBS 1 Row at midpt 5-15, 6-14, 7-13, 7-11, 8-10, 4-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2=567/0-5-8,16=2069/0-5-8, 10=1210/Mechanical Installationuide. Max Harz 2=271(LC 7) Max Uplift2=-186(LC 8), 16=-672(LC 8), 10=-372(LC 8) Max Grav 2=577(LC 17), 16=2078(LC 2), 10=1236(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-483/99, 3-4=-154/399, 4-5=-537/239, 5-21=-973/408, 21-22=-973/408, 6-22=-973/408, 6-23=-973/408, 7-23=-973/408, 7-8=-1175/482 BOT CHORD 2-17=-140/361, 16-17=-139/358, 16-24=-269/154, 15-24=-269/154, 15-25=-133/451, 14-25=-133/451, 14-26=-233/921, 13-26=-233/921, 8-11=-91/343, 11-27=-219/1009, 10-27=-220/1006 WEBS 3-17=-63/295, 3-16=-673/270, 4-15=-308/1197, 5-15=-812/203, 5-14=-271/844, 6-14=-555/153, 11-13=-226/957, 8-10=-1423/362, 4-16=-1666/505 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=46ft; eave=6ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. OQROF ESS/pN9 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. m 6) A plate rating reduction of 20% has been applied for the green lumber members. C 60384 7) Refer to girder(s) for truss to truss connections. W rn 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint 2, 672 Ib uplift at joint 16 1 • . and 372 Ib uplift at joint 10. XP. 000/16 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. d, .���T>•- 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2016 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 MiTek0 connectors. This design is based only upon parameters shown, and is [Oran individual building component, not R9' a truss system. Before use, the building designer must verity the applicobirity of design parameters and properly incorporate this design into the overall til 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' fabdcolion. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 4 ,F Job 50532ROBINSON Truss A25 3-5-3 I 3S9S16 I 456-282 Truss Type California 753 Qly 1 Ply 1 Robinson Residence K1724535 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA LOADING (psf) 7.640 s Sep 29 2015 MiTek Industries. Inc. Thu Feb 11 12:05:36 2016 Page 1 CSI. DEFL. in (loc) I/defl L/d I D:zwjmwTThr8HoYA74QvUC 1fypGJI-BHMVfandytGgY5sGeQDoOBddwZCo6rrE8plYjwzmC Lz TCLL 20.0 -4 3• - 1 - 19. 1-1 -0-0 34 •5 4 - 39• 45.6- 2-0-0 6-9-14 6-3-2 1.1.1 5-0-1 0- 4 7-0-5 7-0-5 0 •14 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.21 Scale = 1:85.2 BCLL 0.0 ' Rep Stress Incr YES 5x8 = Horz(TL) 0.03 10 n/a n/a 2.5x5 II 5x8 = la IJ 14 la 1L -- 11 10 06 = 2.5x5 II 3x6 = 5x8 = 5x8 = 3x6 = 3x6 = 3x6 II 6-9-14 14-2-12 I 16-13 I 7.0- 3-5-3 I 3S9S16 I 456-282 r + 1-4 5-0.1 753 3 57.6.9.14 Plate Offsets (X Y)-- [3:0-3-120-3-41. [5:0-4-0.0-1-31. f7:0-4-0.0-1-31. [13:0-4-0.0-3-01. [14:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.08 13-14 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.35 Vert(TL) -0.21 13-14 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 279 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. WEBS 1 Row at midpt 5-14, 6-13, 7-12, 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=571/0-5-8, 15=2063/0-5-8, 10=1212/Mechanical Max Horz 2=277(LC 7) Max Uplift2=-208(LC 25), 15=-733(LC 8), 10=-425(LC 8) Max Grav 2=581(LC 17), 15=2073(LC 2), 10=1234(LC 20) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-487/147, 3-4=-151/389, 4-5=-583/303, 5-20=-971/486, 20-21=-971/486, 21-22=-971/486, 22-23=-971/486, 23-24=-971/486, 6-24=-971/486, 6-25=-971/486, 25-26=-971/486, 26-27=-971/486, 27-28=-971/486, 7-28=-971/486, 7-8=-1110/489, 8-9=-984/394, 9-10=-1186/407 BOT CHORD 2-16=-166/365, 15-16=-164/362, 15-29=-259/183, 14-29=-259/183, 14-30=-256/490, 13.30=-256/490, 13-31=-301/941, 12-31=-301/941, 12-32=-239/832, 11-32=-239/832 WEBS 3-16=-63/293, 3-15=-667/269, 4-14=-375/1190, 5-14=-783/251, 5-13=-305/802, 6-13=-524/210, 8-11=-513/146, 9-11=-314/1044, 4-15=-1648/564 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right pROFESS/ON exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q C� 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 ty, fit between the bottom chord and any other members, with BCDL = 10.Opsf. Ce C 60384 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. P. 06(30116 �r 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 Ib uplift at joint 2, 733 Ib uplift at joint 15 and 425 Ib uplift at joint 10. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FOF CA\_ 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 February 12,2016 WARNING - Vorlry dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10103/2015 BEFORE USE. � Design void for use only with MlekG connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication• storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type Oty PlyRobinson Residence K1724535 50532ROBINSON A25 California 1 1 Job Reference (optional) uraluty H0010 I ruvur, r-mmmu=, um r.b40 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:36 2016 Page 2 NOTES - I D:zwjmwTThr8HoYA74QvUC 1 fypGJI-BHMVfandytGgY5sGeQDoOBddwzCo6fTE8plYjwzmCLz 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 131 Ib up at 19-8-9, 92 Ib down and 91 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-4, and 92 Ib down and 91 Ib up at 31-11-4, and 123 Ib down and 131 Ib up at 34-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-7=-62, 7-9=-62, 10-17=-20 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/7015 BEFORE USE. Design valid for use only wilh 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 verily the applicability of design parameters and property incorporate this design into the overall �q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bating IVI iTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the labricalion. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type City Ply Robinson Residence Plate Offsets (X.Y)— f3:0-4-0.0-3-01.f5:0-4-0,0-1-31.f8:0-4-0,0-1-31.fl4:0-4-0,0-3-01 a truss system. Before use, the building designer must verity the applicabifily of design parameters and property incorporate this design Into the overall design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) SPACING- 2-0-0 K1724536 50532ROBINSON A26 California 1 t Plate Grip DOL 1.15 TC 0.38 Corona, CA 92880 Vert(LL) 0.06 14-15 >999 240 MT20 220/195 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries. Inc. Thu Feb 11 12:05:37 2016 Page 1 ID:zwjmwTThr8HoYA74QvUC 1 fypGJI-cTwutvhGjAOhAFR SC8k 1 xOApHyZOr87N NT25FzzmCLy t7-11.11 12 2.0.0 6-1.14 57-2 2-5.11 3-4-1 0. 4 s-9-2 6.6-6 5.9-2 0- 4 4-6-3 4-7-2 Scale = 1:85.2 41 0 5x8 = 3x10 = 2.5x5 II 5x8 = 4x6 = 3x6 = 1 sV 0 2.5x5 11 5x8 = 3x6 = 3x6 = 3x6 II 1/ 18 15 14 - 13 12 11 2.56 II 6x8 = 7-0-12 l 14-2-12 I 171-13 23.8-13 30-3-3 36-5.3 40-111 45.6-8 1 7-0.12 6.10.0 3-4.1 6.2-0 1 I 1 611 6-2-0 41-3 4.7.2 Plate Offsets (X.Y)— f3:0-4-0.0-3-01.f5:0-4-0,0-1-31.f8:0-4-0,0-1-31.fl4:0-4-0,0-3-01 a truss system. Before use, the building designer must verity the applicabifily of design parameters and property incorporate this design Into the overall design. Bracing indicated Is to 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 20.0 Plate Grip DOL 1.15 TC 0.38 Corona, CA 92880 Vert(LL) 0.06 14-15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.15 14-15 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 294 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc puffins (6-0-0 max.): 5-8. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. WEBS 1 Row at midpt 5-16, 6-16, 7-14, 8-13, 4-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=512/0-5-8, 11=1187/Mechanical, 17=2147/0-5-8 Max Harz 2=258(LC 7) Max Uplift2=-218(LC 25), 11=427(LC 8), 17=-784(LC 8) Max Grav 2=523(LC 17), 11=1205(LC 18), 17=2182(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-408/184, 3-4=-281/237, 4-5=-271/200, 6-27=-1079/517, 27-28=-1079/517, 28-29=-1079/517, 29-30=-1079/517, 7-30=-1079/517, 7-31=-1080/517, 31-32=-1080/517, 32 -33= -1080/517,8 -33=-1080/517,8-9=-1048/474,9-10=-854/362,10-11=-1163/413 BOT CHORD 2-18=-201/370, 18-34=-365/224, 17-34=-365/224, 16-17=-365/224, 16-35=-355/877, 15 -35= -355/877,15 -36=-355/877,14-36=-355/877,14-37=-317/903,13-37=-317/903, 12-13=-235(717 WEBS 3-18=-417/166, 4-18=-289/717, 4-16=-436/1227, 6-16=-1161/427, 6-15=-57/358, 6-14=-148/396.7-14=-413/165.8-14=-196/351, 9-13=-229/369.9-12=-606/181. 10-12=-318/985.4-17=-2027(734 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45h; L=46ft; eave=6ft; Cat. 11; PROFESS/pN Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right �p q� exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. m 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 u C 60384 M fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. ti : ' XP. 06/30/16 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 Ib uplift at joint 2, 427 Ib uplift at joint 11 S P and 784 Ib uplift at joint 17. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 CALIF 10 Ora hIca/ urli representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Co�tlnu�d on �age02 February 12,2016 ® WARNING - verity 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 Mleki& 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 applicabifily of design parameters and property incorporate this design Into the overall design. Bracing indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ■■��YY■ MiTek' building prevent is otways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSS -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Truss NSON IA26 DESIGN ASSISTANCE, PARADISE, CA Type Qty I Ply I Robinson Residence K1724536 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:37 2016 Page 2 I D:zwjmwTThr8HoYA74QvUC 1 typGJI-cTwulvhGjAOhAFRSC8k1 xOApHyZOr87NNT25FzzmC Ly NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 131 Ib up at 17-11-10, 92 Ib down and 91 Ib up at 20-0-12 , 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-4, 96 Ib down and 95 Ib up at 31-11-4, and 92 Ib down and 91 Ib up at 33-11-4, and 123 Ib down and 131 Ib up at 36-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 Uniform Loads (plf) Vert: 1-5=-62, 5-8=-62, 8-10=-62, 11-19=-20 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473re, 10/07/2015 BEFORE USE. Design valid for use only with NLTea 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 i�Y - building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence Plate Offsets (X.Y)— f3:0-3-12.0-3-41.[5:0-4-0.0-1-31.[7:0-4-0 0-3-41.f8:0-2-8 0-2-81 [12:0-3-12.0-3-01, [14:0-3-12 0-3-01 __ LOADING (psf) SPACING- 2-0-0 CSI. K1724537 50532ROBINSON A27 California Structural Gable 1 1 -0.15 14-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.40 12-13 >999 180 Job Reference (optional) DESIGN ASSISTANCE. PARADISE, CA n 0 7.640 s Sep 29 2015 MiTek Industries. Inc. Thu Feb 11 12:05:38 2016 Page 1 I D:zwjmwTThr8HoYA74QvUC 1 fypGJI.4fUG4 FiuUU WYoPOeIrF GTcjy5MtwaabXc7nfoPzmCLx 15.11.11 15-8-9 2-0.0 7-1 - 14-0- 1 -6-1 23-0.13 30.11 .3 38.0.5 38 3 46.0-8 54-0-0 2-0.0 7-11-8 6-0-8 •6-13 7.1.2 7.10-6 7.1-2 0- - 4 7.7-5 7-11-8 Scale = 1:102.0 0.1-13 0-3-2 2.5x5 11 5x8 = 6.00 12 2.5x5 II 5x8 = 5x8 17 16 '--- "' 14 "" 13 "" 12 11 4x6 = 2.5x5 II 3x6 = 6x8 = 2.5x5 II 5x8 = 2.5x5 II 4x6 5x8 = 7. 1.8 14-0-0 -1 23-0-13 30.11-3 8.5-3 46-0.8 54-0.0 7-11 8 6-0.8 l•1 76.0 7-10 6 7b-0 7.7-5 7.11-8 Plate Offsets (X.Y)— f3:0-3-12.0-3-41.[5:0-4-0.0-1-31.[7:0-4-0 0-3-41.f8:0-2-8 0-2-81 [12:0-3-12.0-3-01, [14:0-3-12 0-3-01 __ LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.15 14-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.40 12-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Weight: 284 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G 2-0-0 oc purlins (4-8-7 max.): 5-8. WEBS 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 7-12, 9-12, 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 10=1449/0-3-8,2=184/G-5-8,16=2919/0-3-8 Max Harz 2=178(LC 24) Max Uplift 10=-136(LC 8), 2=-373(LC 25), 16=-512(LC 8) Max Grav 10=1465(LC 18), 2=264(LC 17), 16=2919(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-21/841, 3-4=-133/1259, 4-5=-59/1195, 5-24=-820/205, 24-25=-822/204, 25-26=-823/204, 6-26=-828/204, 6-27=-821/200, 27-28=-821/200, 28-29=-821/200, 29-30=-821/200, 30-31=-821/200, 7-31=-821/200, 7-32=-1664/295, 32-33=-1663/295, 33-34=-1662/295, 34-35=-1661/295, 8-35=-1660/295, 8-9=-1944/293, 9-10=-2619/283 BOT CHORD 2-17=-763/115, 16-17=-763/116, 16-36=-598/205, 15-36=-598/205, 15-37=-598/205, 14-37=-598/205, 14-38=-105/1601, 13-38=-105/1601, 13-39=-105/1601, 12-39=-105/1601, 11-12=-175/2255,10-11=-175/2255 WEBS 3-17=-79/266, 3-16=-613/266, 5-14=-267/2000, 6-14=-524/205, 7-14=-1131/147, 7-13=0/394, 7-12=-199/293, 8-12=0/475, 9-12=-726/152, 9-11=0/298, 4-16=-284/131, 5-16=-2229/318 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. 11; O00ESS/o/V Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 �k,� JPO M• gq IT F2 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. rr 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 LLJ C 60384 rn fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. XP. 06/30116 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 Ib uplift at joint 10, 373 Ib uplift at joint 2 and 512 Ib uplift at joint 16. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FOF CAIL,% � 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 February 12,2016 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 wilh M1Tea connectors. This design is based only upon parameters shown, and is loran individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brocing MiTek, IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PlyRobinson Residence building design. Bracing indicated is to prevent buckling of individuat truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for slobifity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the K1724537 50532ROBINSON A27 California Structural Gable 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries. Inc. Thu Feb 11 12:05:38 2016 Page 2 ID:zwjmwTThr8HoYA74QvUC 1 typGJI-4fUG4FiuUUWYoPOetrFGTcjy5MtwaabXc7nfoPzmCLx NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load (s) 123 Ib down and 131 Ib up at 15-9-15, 92 Ib down and 91 Ib up at 18-0-12, 96 Ib down and 95 Ib up at 20-0-12, 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-4, 96 Ib down and 95 Ib up at 31-11-4, 96 Ib down and 95 Ib up at 33-11-4, and 92 Ib down and 91 Ib up at 35-11-4, and 123 Ib down and 131 Ib up at 38-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-62, 5-8=-62, 8-10=-62, 18-21=-20 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. R Design vorid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not jq a truss system. Before use. the building designer must verity the appgcob]Gty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individuat truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for slobifity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DS9-89 and BCS] Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 K7724538 50532ROBINSON A28 California 1 t Vert(TL) -0.16 17-18 >999 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 Job Reference Io liana/ DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:40 2016 Page 1 I D:zvvjmwTThr8HoYA74QvUC 1 fypGJI-12cOVxk805mF 1 iA1 tGHkZ1 oJAAbF 2Php3RGmslzmCLv 40-3.7 2.0.0 6-11-8 6-9-2 0.1-13 5.9.12 6-3-15 7-0-0 0• - 6.9-2 6-11-8 2-0-0 0-3-2 Scale= 1:100.3 8x16 = 2.5x5 11 4x6 = 5x8 = 5x18 M18SHS = axo — 16 15 14 3x6 II 3x10 = 3x6 II 0-6 4 A 9-8-1 26-0-0 33-0-0 40-0-0 40- 1 47-0.8 -0-0 6.11-8 6-10.14 0-1-10 5-8-1 6.3-15 7-0-0 7-0-0 0- -12 6-9-12 6.11-8 Plate Offsets (X Y)— 14:0-4-120-2-121 17:0-4-0.0-3-01 18:1-0-6.0-1-31, [13:0-2-8.0-3-81, [17:0-6-0.0-4-01, (20:0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.05 12-13 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 SC 0.25 Vert(TL) -0.16 17-18 >999 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 316 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Blr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G 2-0-0 oc purlins (6-0-0 max.): 4-8. WEBS 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-18, 7-15, 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. (lb) - Max Harz 2=163(LC 7) Max Uplift All uplift 100 Ib or less at joints) except 2=-278(LC 25), 13=-391(LC 8), 10=-306(LC 25), 19=-378(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=518(LC 1), 13=1924(LC 18), 10=470(LC 1), 19=1829(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-345/305, 3-4=-74/508, 4-27=-352/134, 27-28=-353/136, 5-28=-361/137, 5-29=-352/134, 29-30=-352/134, 30-31=-352/134, 31-32=-352/134, 6-32=-352/134, 6-33=-635/170, 33-34=-635/170, 34-35=-635/170, 35-36=-635/170, 7-36=-635/170, 7-37=-14/495, 37-38=-13/498, 38-39=-13/499, 8-39=-13/504, 8-9=-67/633, 9-10=-304/366 BOT CHORD 2-20=-177/299, 19-20=-177/299, 19-40=443/231, 18-40=-443/231, 18-41=-156/638, 17-41=-153/642, 8-13=-638/151 WEBS 3-20=-67/291, 3-19=-682/285,4-18=-173/1132.5-18=-421/174, 6-18=-500/87, 15-17=-109/368, 7-17=-82/527, 7-15=-206/255, 13-15=-121/362, 7-13=-1053/219, 9-13=-720/279, 9-12=-65/306, 4-19=-1401/264 NOTES- PROFESS/�N 1) Unbalanced roof live loads have been considered for this design. Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=54111; eave=6ft; Cat. 11; Q q� 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right OQ F� 2 exposed; Lumber DOL=1.60 plate grip DOL=1.60 rrl C 60384 3) Provide adequate drainage to prevent water ponding. a rn 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. XP. 130,'16 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. k- 7) A plate rating reduction of 20% has been applied for the green lumber members. Tic OQ� OF CALF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 Ib uplift at joint 2, 391 Ib uplift at joint 13 Colit306 ort page j?int 10 and 378 Ib uplift at joint 19. February 12,2016 ® 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 MiTea connectors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate [his design into the overall Dot building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criterla, DS8•89 and SCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria• VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence K1724538 50532ROBINSON A28 California 1 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA r.b4u s Sep zv zw a MI I eK Inaustnes, Inc. I nu I-eD 11 12:w:4u 2111 b rage 2 ID:zwjmwTThr8HoYA74QvUC 1 fypGJI-12cOVxk805mF 1 iA1 tGHkZ1 oJAAbF 2Php3RGmslzmC Lv NOTES - 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 Ib down and 124 Ib up at 13-9-15, 92 Ib down and 91 Ib up at 16-0-12, 96 Ib down and 95 Ib up at 18-0-12, 96 Ib down and 95 Ib up at 20-0-12, 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11.4, 96 Ib down and 95 Ib up at 31-11-4, 96 Ib down and 95 Ib up at 33-11-4, 96 Ib down and 95 Ib up at 35-11-4, and 92 Ib down and 91 Ib up at 37-11-4, and 118 Ib down and 152 Ib up at 39-10-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-8=-62, 8-11=-62, 17-21=-20, 14-16=-20, 13-24=-20 ® WARNING - Verily 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 Mlek@ connectors. This design is based only upon parameters shown, and is for an individual building component. nol �, a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate Ihis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek- is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Crlterlo, DSB-89 and SCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Inslitule. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Cly Ply Robinson Residence 14-2-12 42.5-3 14 4-5-5 3-15 5-71415.7-5 0• - 4 7- 2.3.1 10-15=-141/385, 11-15=-568/221, 5-23=-216/773, 5-22=-866/250 K1724539 50532ROBINSON A29 California 1 1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:41 2016 Page 1 ID:zwjmwTThr8HoYA74QvUC 1 fypGJI-VE9OjHlmnPu6fslDRzoz5ELV WawNnsBzl5OJOkzmC Lu 14.2-12 42-5.3 2 42.0.5 ' 1 4e-n.F { 54-0-0 ISN.l1-0 2.0-0 5.11-b 57-5 0- • 4 4.5-5 7-3-15 7-0-02-0.5 T 5-7.5 5.11-B 2.3.1 0.4-14 Scale = 1:100.3 5x8 = 3x10 = 5x8 = 3x10 = 5x8 = FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-354/377, 3-4=-73/337, 4-31=-26/261, 5-31=-231257, 5-32=-501555, 32-33=-50/555, 6-33=-50/555, 6-34=-720/176, 34-35=-720/176, 35-36=-720/176, 36-37=-720/176, 7-37=-720/176, 7-38=-709/177, 38-39=-709/177, 3940=-709/177, 40-41=-709/177, 19 18 17 9-10=-48/545, 10-11=-64/346, 11-12=-364/342 BOT CHORD 2-24=-235/321, 23-24=-235/321, 22-23=-555/216, 21-22=-71/342, 21-45=-71/342, 3x10 = 14-2-12 42.5-3 14 4-5-5 3-15 5-71415.7-5 0• - 4 7- 2.3.1 10-15=-141/385, 11-15=-568/221, 5-23=-216/773, 5-22=-866/250 7.0.0 0. •12 57-5 5-1 t -a 2-2.7 Plate Offsets (X Y)— f4:0-4-0.0-1-31, [7:0-4-0.0-3-41, [10:0-4-0.0-1-31, [16:0-2-8.0-2-01, (20:0-2-8.0-3-01, (23.0-2-8.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.07 20-21 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.23 20-21 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.01 12 n/a nla BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) Weight: 331 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No. 1&Btr G 2-0-0 oc purlins (6-0-0 max.): 4-10. WEBS 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,18-19,15-16. WEBS 1 Row at micipt 8-18.8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 0.5-8. (lb) - Max Harz 2=139(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-306(LC 25), 16=-519(LC 8), 12=-290(LC 25),22=-376(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=494(LC 1), 16=1995(LC 18), 12=491 (LC 1), 22=1874(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-354/377, 3-4=-73/337, 4-31=-26/261, 5-31=-231257, 5-32=-501555, 32-33=-50/555, 6-33=-50/555, 6-34=-720/176, 34-35=-720/176, 35-36=-720/176, 36-37=-720/176, 7-37=-720/176, 7-38=-709/177, 38-39=-709/177, 3940=-709/177, 40-41=-709/177, 8-41=-709/177, 8-42=-44/537, 42-43=-44/537, 43-04=44/537, 9-44=-44/537, 9-10=-48/545, 10-11=-64/346, 11-12=-364/342 BOT CHORD 2-24=-235/321, 23-24=-235/321, 22-23=-555/216, 21-22=-71/342, 21-45=-71/342, 20-45=-71/342,7-20=-453/187, 9-16=-464/246, 15-16=-266/155, 14-15=-203/259, 12-14=-203/259 WEBS 3-23=-549/217,4-23=-359/66, 6-22=-1206/179, 6-21=0/285, 6-20=-110/664, 18-20=-76/352, 8-20=-76/544, 16-18=-90/353, 8-16=-1076/227, 10-16=-722/213, 10-15=-141/385, 11-15=-568/221, 5-23=-216/773, 5-22=-866/250 NOTES- OpROFESS/On,� ��Q���O f j1�2 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. Il;rn CI�m C 60384 Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right w CE :10 exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. XP. 0 J30i 16 4) All plates are 3x6 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. in a rectangle 3-6-0 tall by 2-0-0 wide will � TFOF 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord all areas where CAUli fit between the bottom chord and any other members, with BCDL = 10.0psf. 7a Aglata rating reduction of 20% has been applied for the green lumber members. C Ague on p ge February 12,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mffek(D connectors. This design is based only upon parameters shown, and is for an individual building component, not sot 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. Additlonal temporary and permanent bracing MiTek' is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence K1724539 60532ROBINSON A29 California 1 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA r.ocu s aep ca cu I rv11 i eR 11wusules, 1116. 11111 — i i 14.VV 1 cV w rays c ID:zwjmwTThr8HoYA74QvUC 1 fypGJI-VE9OjHlmnPu6fslDRzoz5ELV WawNnsBzl5OJOkzmCLu NOTES - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 306 Ib uplift at joint 2, 519 Ib uplift at joint 16, 290 Ib uplift at joint 12 and 376 Ib uplift at joint 22. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 123 Ib down and 131 Ib up at 11-11-10, 96 Ib down and 95 Ib up at 16-0-12 , 96 Ib down and 95 Ib up at 18-0-12, 96 Ib down and 95 Ib up at 20-0-12, 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-41 96 Ib down and 95 Ib up at 31-11-4, 96 Ib down and 95 Ib up at 33-11-4, 96 Ib down and 95 Ib up at 35-114, 96 Ib down and 95 Ib up at 37-11-4, and 136 Ib down and 198 Ib up at 39-11-4, and 123 Ib down and 131 Ib up at 42-3-7 on top chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-10=-62, 10-13=-62, 20-25=-20, 17-19=-20, 16-28=-20 Concentrated Loads (lb) Vert: 9=-121 10=-0 31=-0 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7477 rev. 10/0]/2015 BEFORE USE. Design valid for use only wilh MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �T��■ a truss system. Before use, the building designer must verify the applicobirity of design parameters and property incorporate this design into the overall M iTek 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, see ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Corona. CA 92880 Job Truss Truss Type Qty PlyRobinson Residence 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 K1724540 50532ROBINSON A30 California 1 1 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Reference (optional) ASSISTANCE, PARADISE, CA 7.640 s Nov 10 2015 MiTek Industries, Inc. Thu Feb 11 16:47:59 2016 Page i ID:zwjmwTThr8HoYA74QvUCltypGJl•Rv6E 95y4tbAgHUT2RsolXyH7ZXRte4 ?P55GJzm7L 2-0-0 4-11-8 4-7.5 0 -14 4-11 -2 -255-10 5.6-10 - 7-0-0 7-0-0 4-0-5 0 -14 4-7-5 4-11-B 2-0-0 Scale = 1:100.3 5x8 = 5 6.00 12 4x6 = x8 = 3x10 = 5x8 = 19 18 17 300 = 4-11-8 13 14-2-12 20.5-6 26.0-0 33-0-0 40-0-0 40- 1244-5-3 49-0-8 542 -0 4-11-8 4-7-5 4-7-15 6-2-10 5 6-10 7-0-0 7-0-0 0• -12 4-2-7 4-7-5 4 -It -8 Plate Offsets (X,Y)-- [4:0-4-0,0-1-31,[7:0-4-0,0-3-01,(10:0-4-0,0-1-31 (16:0-2-8,0-2-01 [20:0-2-8,0-2-01, [23:0-4-0.0-3-01 LOADING (ps) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.05 18-19 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.16 18-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 313 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G 2-0-0 oc purlins (6-0-0 max.): 4-10. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,21-22,15-16. WEBS 1 Row at midpt 8-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. (lb) - Max Horz2=118(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-292(LC 25), 16=-408(LC 8), 12=-273(LC 25), 22=-375(LC 8) Max Grav All reactions 250 Ib or less at joint(s) except 2=470(LC 1), 16=1854(LC 18), 12=493(LC 1), 22=1847(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-362/362, 3-4=-29/281, 4-31=-94/725, 31-32=-94/725, 5-32=-94/725, 5-33=-437/104, 33-34=-437/104, 34-35=-437/104, 6-35=-437/104, 6-36=-797/166, 36-37=-797/166, 37-38=-797/166, 7-38=-797/166, 7-39=-797/170, 39-40=-797/170, 40-41=-797/170, 41-42=-797/170..8-42=-797/170, 8-43=-83/633, 43-44=-83/633, 44-45=-83/633, 9-45=-83/633, 9-46=-87/639, 10-46=-87/639, 11-12=-411/321 BOT CHORD 2-24=-232/317, 23-24=-232/317, 21-22=-558/201, 20-21=-56/437, 7-20=-389/160, 9-16=-382/132,14-15=-193/319,12-14=-193/319 WEBS 3-23=-442/162, 4-23=-130/331, 4-22=-855/248, 5-22=-1120/223, 5-21=-173/1238, 6-21=-676/196, 6-20=-92/529, 18-20=-61/369, 8-20=-75/582, 16-18=-67/377, 8-16=-1154/241, 10-16=-803/241, 10-15=-122/353, 11-15=-446/170 NOTES- 9RpFESS/047 Unbalanced have been 2) Wind: ASCE 7-110; Vuoad;Omph (3 -second lgus) Vasd=87mph;nTCD L=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; ����0 M. Bq�T�F2 ZExp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 w C 60384 rmT 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. * EXP. 06130/16 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 Ib uplift at joint 2, 408 Ib uplift at joint 16 , 273 Ib uplift at joint 12 and 375 Ib uplift at joint 22. February 12,2016 Continued on page 2 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with ANTea 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 otways required for stobilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tobricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterlo. DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Dly Ply Robinson Residence K1724540 y0532ROBINSON A30 California 1 1 Job Reference o tional ,. .. a .ce�•ao oma oe�e � DESIGN ASSISTANCE, PARADI5E, CA ID:zwjmwTThr6HOYA746vUClfWdJl-Rv6E 95y4tbA.gHUT2Rso1XyH7ZXRte4 ?P55GJzm7L_ NOTES - 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 131 Ib up at 9-8-9, 92 Ib down and 91 Ib up at 12-0.12, 78 Ib down and 61 Ib up at 14-0-12, 96 Ib down and 95 Ib up at 16-0-12, 96 Ib down and 95 Ib up at 18-0-12, 96 Ib down and 95 Ib up at 20-0-12, 96 Ib down and 95 Ib up at 22-0-12, 96 Ib down and 95 Ib up at 24-0-12, 96 Ib down and 95 Ib up at 26-0-12, 96 Ib down and 95 Ib up at 27-11-4, 96 Ib down and 95 Ib up at 29-11-4, 96 Ib down and 95 Ib up at 31-114, 96 Ib down and 95 Ib up at 33-11-4, 96 Ib down and 95 Ib up at 35-11-4, 96 Ib down and 95 Ib up at 37-11-4, 103 Ib down and 77 Ib up at 39-11-4, and 92 Ip down and 91 Ib up at 41-11-4, and 123 Ib down and 131 Ib up at 44-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 4-10=-62, 10-13=-62, 20-25=-20, 17-19=-20, 16-28=-20 Concentrated Loads (lb) Vert: 9=-2 32=60 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MTe& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verily the applicability cing of design parameters and property incorporate this design into the overall WOW building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bra is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 250 IQug Circlefabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII CIuality Criteria, DSB•89 and SCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Robinson Residence K1724541 DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:46 2016 Page 1 ID:zwjmwTThr8HoYA74QvUC lfypGJI-rCzHm_ovbxWPlddBDX08012LbbfgS6yiSNj44xzmCLp •0-0 -6. 3 l-1 -1 9.9-6 -0• 3 -0-0 0-0- 6- -5 -3 5 -0-0 6- •0 2-0-0 716-13 0- 4 5-7-2 0- - 5 5Fi-10 6-2-10 7-0-0 6-0-5 0 -14 71-13 2-0-0 4 n it 0 5x8 = 6.00[-12 8x8 = 3x10 = 5x8 = 3x10 = 6x8 = 5x8 = Scale = 1:100.3 4xa— -- 16 36 14 3x6 II 7.6-13 14.2.12 19-9.6 26-0-0 33-0-0 40-0-0 40- 12 46-5.3 54-0-0 7Fs-13 6-7- 5 56-10 6.2.10 7-0-0 7-0.0 0- -12 6-2-7 7-6-13 Plate Offsets (X Y)-- [3:0 4-0 0-1-3]f4:0-3-9,Edg_e] f6:0-4-0.0-3-0], [8:0-4-0.0-3-81, [9:0-4-0,0-1-31, [17:0-2-4,0-3-01, f19�0-3-9 Edgel f20�04-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 11.0 Lumber DOL 1.25BC 0.25 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) DEFL. in (loc) I/deft L/d Vert(LL) 0.06 20-23 >999 240 Vert(TL) -0.1915-16 >999 180 Horz(TL) 0.01 10 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. t&BU G WEBS 2x4 DF No. 1&Btr G BOT CHORD REACTIONS. All bearings 0-5-8. (Ib) - Max Horz 2=98(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-278(LC 25), 13=-390(LC 8), 10=-247(LC 25), 19=-382(LC 5) Max Grav All reactions 250 Ib or less at joint(s) except 2=517(LC 1), 13=1758(LC 18), 10=555(LC 1), 19=1781(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-27=-94/259, 27-28=-96/257, 28-29=-97/255, 4-29=-100/253, 4-30=-83/760, 30-31=-83/760, 5-31=-83/760, 5-32=-1109/225, 32-33=-1109/225, 33-34=-1109/225, 6-34=-1109/225, 6-35=-1099/229, 35-36=-1099/229, 36-37=-1099/229, 37-38=-1099/229, 7-38=-1099/229, 7-39=-80/606, 39-40=-80/606, 40-41=-80/606, 8-41=-80/606, 8-42=-78/601, 42-43=-78/601, 9-43=-78/601, 9-10=-312/183 BOT CHORD 19-20=-760/190, 18-19=-11/492, 17-18=-11/492, 6-17=-419/167, 8-13=-448/161 WEBS 3-20=-341/67, 4-20=-262/986, 4-19=-829/274, 5-19=-1499/198, 5-18=0/252, 5-17=-118/724, 15-17=-29/469,7-17=-106/753, 13-15=-37/480, 7-13=-1187/230, 9-13=-903/268, 9-12=-69/304 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 283 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-9. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-20,19-20. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. NOTES- 1) Unbalanced roof live loads have been considered for this design.PROFESS/pN 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; �p q� Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 C� 3) Provide adequate drainage to prevent water ponding. Z O 4) All plates are MT20 plates unless otherwise indicated. C 60384 A 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 EXP. 06130/16 fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 Ib uplift at joint 2, 390 Ib uplift at joint 13 OF CA1-tF gg11 , 247 Ib uplift at joint 10 and 382 Ib uplift at joint 19. C6n$emidrigrdp pitch b hreaks including heels" Member end fixity model was used in the analysis and design of this truss. February 12,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wilh 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 property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 250 Ktug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss Type City PlyRobinson Residence K1724541 50532ROBINSON A31 California 1 1 Job Reference (optional) UtZAUN Abblb I ANL t, YAKAUlbt. L:A 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:05:46 2016 Page 2 ID:zwjmwTThr8HoYA74QvUC 1 fypGJI-rCzHm_ovbx WPIdd BDXO8ol2Lbbfg S6yi SNj44xzmCLp NOTES - 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 Ib down and 130 Ib up at 7-11-10, 91 Ib down and 90 Ib up at 10-0-12, 95 Ib down and 94 Ib up at 12-0-12, 60 Ib down and 74 Ib up at 14-0-12, 95 Ib down and 94 Ib up at 16-0-12, 95 Ib down and 94 Ib up at 18-0-12, 95 Ib down and 94 Ib up at 20-0-12, 95 Ib down and 94 to up at 22-0-12, 95 Ib down and 94 Ib up at 24-0-12, 95 Ib down and 94 Ib up at 26-0-12, 95 Ib down and 94 Ib up at 27-11=4, 95 Ib down and 94 Ib up at 29-11-4, 95 Ib down and 94 Ib up at 31-11-4, 95 Ib down and 94 Ib up at 33-11-4, 95 Ib down and 94 Ib up at 35.11-4, 95 Ib down and 94 Ib up at 37-114, 103 Ib down and 77 Ib up at 39-11-4, 95 Ib down and 94 Ib up at 41-11-4, and 91 Ib down and 90 Ib up at 43-11-4, and 122 Ib down and 130 Ib up at 46-3-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plo Vert: 1-3=-62, 3-9=-62, 9-11=-62, 17-21=-20, 14-16=-20, 13-24=-20 Concentrated Loads (lb) Vert: 8=-2 4=68 9=3 27=3 ®WARNING • Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 10/07/2015 BEFORE USE. Design valid for use onlywith Mlea 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 prevenl buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire �, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI(TPII Quality Criledo, DSB-89 and BCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. _ Corona, CA 92880 Robinson Residence K1724542 )532ROBINSON IA32 (California Girder I1 2 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12.05.48 2016 Page 1 ID:zwjmwTThr8HoYA74QvUCltypGJl-oa52Bgg97Zn7 xnZLyQctj7kTOK3wA1?vhCB8gzmCLn •2.0-0 5.6-13 S•1 it 9.9.7 td -2-12 t8-1.13 22.0-15 26-0.0 30.8-0 35-4-0 40-0-0 44-3.15 48-0.5 48 7 56-0-0 6-0.0 2-0-0 5.6-13 0_- 4 ]-9.12 4.5.5 3.11.1 3-11-1 3.11-1 4-8-0 d-8-0 d•8-0 4.3.15 3-8.6 4- 4 5-6.13 2.0.0 6.00 12 3x10 = 3x6 II 3x10 = 5x8 = 4x6 = 3x10 = 3x6 = 5x8 = 3x10 = 335 36 4 37 5 38 6 39_ 7 40 41_ 8_ 42_ 943 A4 45Q§ to 47Q8 1 49 12, 051„ 13 52 2 4 qt t W o Scale= 1:100.3 22 60 21 616263 20 6465 19 3x6 II 3x6 = 3x10 = 3x10 II 14-2-12o-0 5813 4- - 1 4-5- 3.11-1 2.1 1.1 3-11-1 4-8-0 4-8-0 4.8 - 3 0. 2 4-1-3 •1.5 5-6-13 23 f7 70-4-0.0-3-01, f11 53 28 5455 27 56 26 57 25 58 24 59 5x8 = _ _ _ u 3x10 = i_ _ (23 0-5-12 Edoel [26:0-4-0 0-3-41 66 176768 16 6970 a a,.a 11 3x6 — A. 22 60 21 616263 20 6465 19 3x6 II 3x6 = 3x10 = 3x10 II LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (6-0-0 max.): 3-13. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8. (lb) - Max Horz 2=78(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-258(LC 8), 18=-1043(LC 4), 14=-291 (LC 8), 26=-1051 (LC 5) Max Gray All reactions 250 Ib or less at joint(s) except 2=530(LC 1), 18=3012(LC 18), 14=638(LC 1), 26=3005(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 14-2-12o-0 5813 4- - 1 4-5- 3.11-1 2.1 1.1 3-11-1 4-8-0 4-8-0 4.8 - 3 0. 2 4-1-3 •1.5 5-6-13 Plate Offsets (X Y) [3:0-4-0.0-1-31- f7 70-4-0.0-3-01, f11 70-4-0.0-3-01, f13,0-4-0.0-1-31, f18 0-2-8 0-3-41 (23 0-5-12 Edoel [26:0-4-0 0-3-41 (27:0-4-0,0-3-01 27 -56= -500/156,26 -56=-500/156,24-59=-723/2355,23-59=-723/2356,21-62=-308/1019, 20-63=-308/1019, 11-18=-566/219, 16-70=-195/528, 14-70=-195/528 62-63=-308/1019, WEBS 4-28=-306/838, 4-26=-1924/746, 5-26=-304/123, 6-26=-2691/883, 6-24=-601/1824, 7-24=4108/161, 8-24=-904/304, 21-23=-363/1199, 9-23=-478/1536, 9-21=-497/196, 9-20=-995/333, 10-20=-221/708, 18-20=-143/488, 10-18=-2217/782, 12-18=-1712/671, 12-17=-49/263, 12-16=-225/593 QROFEssroN LOADING (psf) SPACING- 2-0-0 Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical TC 0.25 Vert(LL) 0.05 23 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.13 23-24 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.01 14 n/a n/a Weight: 587 Ib FT = 20% BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (6-0-0 max.): 3-13. WEBS 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8. (lb) - Max Horz 2=78(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-258(LC 8), 18=-1043(LC 4), 14=-291 (LC 8), 26=-1051 (LC 5) Max Gray All reactions 250 Ib or less at joint(s) except 2=530(LC 1), 18=3012(LC 18), 14=638(LC 1), 26=3005(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-422/213, 3-35=-361/214, 35-36=-363/214, 4-36=-365/214, 4-37=-692/2106, 5-37=-692/2106, 5-3B=-692/2106, 6-38=-692/2106, 6-39=-1613/563, 7-39=-1613/563, 740=-16131563,40-41=-1613/563. 8-41=-1613/563.842=-2338/809.42-43=-2338/809. 9-43=-2338/809, 9-44=-396/205, 44-45=-396/205, 45-46=-396/205, 10-46=-396/205, 10-47=-496/1513, 47-48=-496/1513, 11-48=-496/1513, 11-49=-495/1511, 49 -50= -495/1511,12 -50=-495/1511,12-51=-529/277,51-52=-528/276,13-52=-525/276, 13-14=-606/283 BOT CHORD 2-53=-162/363, 28-53=-162/363, 28-54=-500/156, 54-55=-500/156, 27-55=-500/156, 27 -56= -500/156,26 -56=-500/156,24-59=-723/2355,23-59=-723/2356,21-62=-308/1019, 20-63=-308/1019, 11-18=-566/219, 16-70=-195/528, 14-70=-195/528 62-63=-308/1019, WEBS 4-28=-306/838, 4-26=-1924/746, 5-26=-304/123, 6-26=-2691/883, 6-24=-601/1824, 7-24=4108/161, 8-24=-904/304, 21-23=-363/1199, 9-23=-478/1536, 9-21=-497/196, 9-20=-995/333, 10-20=-221/708, 18-20=-143/488, 10-18=-2217/782, 12-18=-1712/671, 12-17=-49/263, 12-16=-225/593 QROFEssroN NOTES- 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 4P Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. rn C 60384 InZ Webs connected as follows: 20 - 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. XP. 0 130116 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=54ft; eave=6ft; Cat. II; left and right exposed; porch left and right TFOF Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical CA\_\ 0 exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. February 12,2016 Continued on page 2 ® 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 MTekl& connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use. The building designer must verity the applicability of design parameters and properly incorporate this design into the overall M iTek' 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 stabi6ly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and Truss systems, see ANSI(TFII Quality Criterla, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Corona, CA 92880 Job Truss Truss TypeQly Ply Robinson Residence K1724542 50532ROBINSON A32 California Girder 1 2 Job Reference o tional 1- Tb„ Feb 11 17•nS da 7n1R P -P DESIGN ASSISTANCE, PARADISE, CA I D:zwimwTThr8HoYA74QvUC 1 fypGJI-GneQ OOrnu sv_c5MmvtyrOwgvCogl(dH88LykgGzmC Lm NOTES - 6) All plates are 5x8 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 Ib uplift at joint 2, 1043 Ib uplift at joint 18, 291 Ib uplift at joint 14 and 1051 Ib uplift at joint 26. 11) "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down and 121 Ib up at 5-11-10, 129 Ib down and 121 Ib up at 8-0-12 , 133 Ib down and 125 Ib up at 10-0-12, 133 Ib down and 125 Ib up at 12-0-12, 60 Ib down and 74 Ib up at 14-0-12, 133 Ib down and 125 Ib up at 16-0-12, 133 Ib down and 125 Ib up at 18-0-12, 133 Ib down and 125 Ib up at 20-0-12, 133 Ib down and 125 Ib up at 22-0-12, 133 Ib down and 125 Ib up at 24-0-12, 133 Ib down and 125 Ib up at 26-0-12, 133 Ib down and 125 Ib up at 27-11-4, 133 Ib down and 125 Ib up at 29-11-4, 133 Ib down and 125 Ib up at 31-11-4, 133 Ib down and 125 Ib up at 33-11-4, 133 Ib down and 125 Ib up at 35-11-4, 133 Ib down and 125 Ib up at 37-11-4, 180 Ib down and 156 Ib up at 39-11-4, 133 Ib down and 125 Ib up at 41-11-4, 133 Ib down and 125 Ib up at 43-11-4, and 129 Ib down and 121 Ib up at 45-11-4, and 107 Ib down and 121 Ib up at 48-0-6 on top chord, and 184 Ib down and 116 Ib up at 4-0-12, 52 Ib down and 21 Ib up at 6-0-12, 52 Ib down and 21 Ib up at 8-0-12, 52 Ib down and 21 Ib up at 10-0-12, 52 Ib down and 21 Ib up at 12-0-12, 52 Ib down and 42 Ib up at 16-0-12, 52 Ib down and 42 Ib up at 18-0-12, 52 Ib down and 42 Ib up at 20-0-12, 52 Ib down and 42 Ib up at 22-0-12, 52 Ib down and 42 Ib up at 24-0-12, 52 Ib down and 42 Ib up at 26-1-12, 52 Ib down and 42 Ib up at 27-11-4, 52 Ib down and 42 Ib up at 29-11-4, 52 Ib down and 42 Ib up at 31-11-4, 52 Ib down and 42 Ib up at 33-11-4, 52 Ib down and 42 Ib up at 35-11-4, 52 Ib down and 42 Ib up at 37-11-4, 40 Ib down and 4 Ib up at 39-10-4, 52 Ib down and 21 Ib up at 41-11-4, 52 Ib down and 21 Ib up at 43-11-4, 52 Ib down and 21 It up at 45-11-4, and 52 Ib down and 21 Ib up at 47-11-4, and 184 Ib down and 116 Ib up at 49-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-62, 3-13=-62, 13-15=-62, 23-29=-20, 19-22=-20, 18-32=-20 Concentrated Loads (lb) Vert: 8=-80 19=-20 11=-165 4=-80 27=-33(8) 5=68 6=-80 25=-33(B) 24=-33(B) 7=-80 23=-33(B) 35=35 36=-80 37=-80 38=-80 39=-80 41=-80 42=-80 43=-80 45=-80 46=-80 47=-80 48=-80 49=-80 50=-80 51=-80 52=35 53=-177(B) 54=-32(B)55=-33(8) 56=-33(B) 57=-33(B) 58=-33(B) 59=-33(B)60=-33(8) 61=-33(B) 62=-33(B) 63= -33(B)64= -33(8)65=-33(B) 66=-33(B) 67=-33(8) 68=-33(8)69=-32(B) 70=-177(8) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design void for use only with Nulek®conneclors. 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 property incorporate this design into the overall MiTek' building design. Bracing Indicated is to prevent buckling of individual buss 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 250 Mug Cirtle fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. DSB•89 and BCSI Building Component Corona. CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. lob TrussTruss Type Qty Ply Robinson Residence K7724543 .0532ROBINSON B1 GABLE 1 2 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Nov 10 2015 MiTek Industries, Inc. Thu Feb 11 16:48:54 2016 Page 1 Irl•7wtmwTThrBHoYA74QvUC 1 NDGJI-KUwt XZIS7nWMnkB1 mULim8kmWkKdFba4fSwVhdzm7K T -I - 1 05,3-11 .34-16 I I 46-5-8 22O0 4-10.11 9.4-8 2..0 13-11. 7.3-141 1299-.0 24.1-100 6 1113 2.6..11 052 41.2-11 4-10- 4-68 2-�2-0.3 J- 5.2-13 11-4 2 - 7-6 Scale = 1:98.2 8x8 = 3x6 II 4212 = 3x10 II 3x6 � .6x8 = 8x8 % 6 7 97 98 8 9 3x10 6.00 12 300 \\ 10 3x6 3x10 3x6 5 6x8 \\ 8x8 4 A 1 3x6 J 8x16 = 4x12 12 W 4'�- 12 5x8 o 13 10 1 30 29 2§5 27 2524 2322 210 0 oI 1 4x8 = 8x12 II o 6x8 = 14 10 II to 35 90 91 92 93 2 4 34 33 3 19 18 17 16 15 4x6 = 36 11 4x6 = 4x8 = 3x6 II 3x6 II 3x6 = 3x6 = 3x10 = 4-10.1 9.7-8 12-0-0 13-11 1 17-3.14 19-9-0 23-11-0 26-11.0 29-0-0 32-6-14 36-10-12 41.2-11 46.5-8 4-10-1 4-6-8 2-7-8 -11.0 3-4-14 M-2 4.2.0 3-0.0 2-1-0 35-14 4.3-15 4.3-15 5.2-13 Plate Offsets (X,Y)- [3:0-5-4,0-0-8], [3:0-1-4,0-4-0], [4:0-4-0,0-5-4], (4:0-5-4,0-0-121, [6:0-4-0,0-3-10], [9:0-2-9,0-3-2], [10:0-5-4,0-0-121, [11:0-5-4,0-0-121, (11:0-4-0,0-5-4], [13:0-4-0 ,0-3-0], (20:0-9-8,0-5-12], [31:0-2-8,0-3-12], (36:0-5-0,0-0-111, [38:0-3-1,0-0-1], [41:0-2-8,0-2-10], (44:0-2-5,0-1-4], [67:0-2-5,0-1-4], [69:0-2-5,0-1-4], [71:0-2-5 0-1-41 [82'0-2-12 0-0-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.02 15-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.04 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) -0.02 14 n/a n/a Weight: 1024 Ib FT = 20% BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 OF No.2 G'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-6,8-13,8-12,3-6,13-14: 2x4 OF No.1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-8. BOT CHORD 2x4 OF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 32-35,20-31: 2x6 OF No.2 G 10-0-0 oc bracing: 31-32,15-16,14-15,19-20. WEBS 2x4 OF No. I&Btr G OTHERS 2x4 OF No. 1&BV G REACTIONS. All bearings 14-11-0 except (jt=length) 35=0-3-8, 14=0-5-8. (lb) - Max Harz 31=616(LC 23) Max Uplift All uplift 100 Ib or less at joint(s) 29, 23, 30 except 35=-755(LC 25), 31=-1278(LC 25), 14=-383(LC 26), 25=-498(LC 26), 20=-962(LC 26), 21=-253(LC 25) Max Grav All reactions 250 Ib or lessat joint(s) 22, 29, 28, 27, 26, 24, 23, 21, 30 except 35=617(LC 56), 31=1060(LC 34), 14=763(LC 45), 25=786(LC 41), 20=1186(LC 33) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-89=-428/667, 3-89=-374/541, 3-4=-214/520, 5-6=-144/258, 9-10=-362/436, 10 -11= -677/698,11 -12=-610/580,12-13=-885/495,13-14=-1260/654,2-35=-584/677, 6-7=-555/682, 7-97=-364/491, 97-98=-237/351, 8-98=-187/308 BOT CHORD 34-92=-476/335, 92-93=476/335, 33-93=-476/335, 31-36=-693/552, 30-31=-1186/899, 30-95=-909/622, 29-95=-853/566, 28-29=-745/476, 28-96=-584/297, 27-96=-423/136, 26-27=-405/118, 25-26=-453/166, 24-25=-638/399, 23-24=-380/142, 22-23=-432/194, 21-22=-667/428, 20-21=-906!710, 17-18=-317/477, 16-17=-4521745, 15-16=-576/1068, 14-15=-578/1071, 9-20=-602/509 WEBS 3-34=-330/177, 3-33=-310/357, 4-33=-851/574, 33-36=-608/571, 4-36=-639/905, 6 -25= -726/672,18 -20=-748/807,10-20=-1042/1045,10-18=-870/866,11-18=-639/275, 11-17=-2051479,12-17=-538/231, 12-16=-1 201323,13-16=-376/162, 2-34=-569/381, 7-25=409/128, 8.25=-318/286, 6-31=-702/655 NOTES - 1) 2 -ply truss to be Connected together with 10d (0.131" x3") nails as follows: at 0-9-0 oc. Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 20 - 1 row 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) Unbalanced roof live loads have been considered for this design. Continued on page 2 WARNING -Verify design p8ramoters and READ NOTES ON TNIS 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 oonnly upon deparametersshoand properly n, ondis incorporatendividlbuilding co into the overall onent, not a truss system. Before use. the building designer must verity the applicability 9 parameters building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. optzpFESSlpt,�l ��,Q� JPO pfl. Bq�T F2c LU C 60384 A *. 0116 FCF CA01 February 12,2016 Mil'ek' 250 Klug circle Carona, CA 92880 DESIGN ASSISTANCE, PARADISE, CA I D:zwjmwTThr8HoYA74QvUC 1 fypGJI-KUwt Xzl S7n WMnkB t mULim6km WkKdFba4fSwVhdzm7 K7 NOTES - 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2.5x5 MT20 unless otherwise indicated. 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, with BCDL = 10.Opsf. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 29, 23, 30 except (jt=1b) 35=755, 31=1278, 14=383, 25=498, 20=962,21=253. 13) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 12-0-0 to 26-10-11 for 134.3 plf. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 125 Ib up at 3-0-0 on top chord, and 56 Ib down and 117 Ib up at 2-0-12, 105 Ib down and 134 Ib up at 4-0-12, 105 Ib down and 134 Ib up at 6-0-12, 105 Ib down and 134 Ib up at 8-0-12, and 105 Ib down and 134 Ib up at 10-0-12, and 85 Ib down and 154 Ib up at 11-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-62, 2-3=-62, 3-6=-62, 8-14=-62, 32-35=-20, 20-31=-20, 19-86=-20, 6-8=-62 Concentrated Loads (Ib) Vert: 32=-42(F) 89=75(F) 90=-11(F) 91=42(F) 92=-42(F) 93=-42(F) 94=-42(F) Y WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.1473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTeLO connectors. this design is based only upon parameters shown, and is for an individual building component, not Y a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall M i Tek• 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 250 Wu9 Circle Corona. C 92880 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BC51 Building Component Safety Information ovoilabte from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Truss ype Qty Ply Robinson Residence Pe'-011,�-o'e'.... 81 I-rlu-sls-T 1 �fK1724543 2 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA I D:zwjmwTThr8HoYA74QvUC 1 fypGJI-KUwt Xzl S7n WMnkB t mULim6km WkKdFba4fSwVhdzm7 K7 NOTES - 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2.5x5 MT20 unless otherwise indicated. 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, with BCDL = 10.Opsf. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 29, 23, 30 except (jt=1b) 35=755, 31=1278, 14=383, 25=498, 20=962,21=253. 13) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 12-0-0 to 26-10-11 for 134.3 plf. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 125 Ib up at 3-0-0 on top chord, and 56 Ib down and 117 Ib up at 2-0-12, 105 Ib down and 134 Ib up at 4-0-12, 105 Ib down and 134 Ib up at 6-0-12, 105 Ib down and 134 Ib up at 8-0-12, and 105 Ib down and 134 Ib up at 10-0-12, and 85 Ib down and 154 Ib up at 11-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-62, 2-3=-62, 3-6=-62, 8-14=-62, 32-35=-20, 20-31=-20, 19-86=-20, 6-8=-62 Concentrated Loads (Ib) Vert: 32=-42(F) 89=75(F) 90=-11(F) 91=42(F) 92=-42(F) 93=-42(F) 94=-42(F) Y WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.1473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTeLO connectors. this design is based only upon parameters shown, and is for an individual building component, not Y a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall M i Tek• 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 250 Wu9 Circle Corona. C 92880 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BC51 Building Component Safety Information ovoilabte from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Oly Ply Robinson Residence K1724544 50532ROBINSON B2 ROOF SPECIAL 1 1 Job Reference In tional BC 0.26 Vert(TL) -0.18 17-18 >999 180 MT20HS 165/146 TCDL 11.0 BCLL 0.0 ' a Inn TI.,, Feb 11 12:05:08 Pane DESIGN ASSISTANCE, PARADISE, CA r.ovU a ocp <u ZU i� tai i -._ . I D:zwjmwTThrBHoYA74QvUC 1 fypGJI-CRIcNVV3iQil HOOJP W8nlhxy6HS8ic6VvxVo2ErgzmCLT 7-1-4 13.11-0 1 •3.11 20-8-12 23.11-0 26.1.13 7-11.4 31-11-8 36-5-8 40-11-8 2-11-8 46. 0 2-0-0 7-1.4 6.9.11 -4-11 5.5-1 3.2.4 2-2.13 1-9.7 4.0.4 4-6-0 4-6-0 2-0-0 3-6-0 Scale = 1:86.1 5x6 = 702 MT20HS = 2.5x5 II 4x6 = 4x8 C 28 27 26 22 21 20 10 10 4x8 = 4x12 = 12x12 = 6x8 = 5x1BM18SHS = 7.1-0 13-11-0 20-8.12 23- A 27.11-0 3-2-0 4-0-4 1-11-8 36- -8 40- -8 -11-8 46-5-8 4-0-4 4-6.0 4-" -0-0 3.6-0 7-1.4 6-9-11 6-9-12 8L Plate Offsets (X Y) [2-0-3-0.0-2-01 f5 0 5 0 0 2 01 [8 0 9 0 0 2 O1 fl4.0 0 00-0 31 [15'0-3-9 0-3-01,117:0-10-8,0-3-81 [19'04-12.0-3- f2570-5-8.0-4-81 (27'0-6-0.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. TC 0.33 DEFL. in Vert(LL) -0.05 (loc) I/defl L/d 17-18 >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.18 17-18 >999 180 MT20HS 165/146 TCDL 11.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) -0.07 22 nla n/a We ght: 346 Ib 22 FT =5 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except TOP CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (10-0-0 max.): 5-8. &Btr G'Except' BOT CHORD 2x4 DF No.1 &Bt BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. 83: 2x6 DF G WEBS 1 Row at mi dpt 9-21 WEBS 2x4 DF No.1 &BUG ek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [�be tallation ide. REACTIONS. All bearings 0-5-8 except (jt=length) 26=0-3-8, 22=0-3-8. (lb) - Max Horz 28=-250(LC 6) 100 Ib or less at joint(s) 26, 22, 14 except 28=-123(LC 8) Max Uplift All uplift Max Grav All reactions 250 Ib or less at joint(s) except 28=617(LC 17), 26=976(LC 17), 22=1686(LC 18), 14=769(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 10401167, TOP CHORD 12.1387644/210, 5-6=01310, 6-34=0131 0 103-14=412641141, 2-28=-556/159, 34-35=0/310,7-35=01310,7-8=0/591 2/195, BOT CHORD 25-26=-921/87. 3 24= 57 23 654 38, 10-19=-275/109,18-19=-271877, 61318195,122-23=916521855/117, 17-18=-132/1700, 12-17=-21477, 14-15=-86/1081 6-24=-323191, 21-23=-304/185, 8-23=-1235/191, WEBS 25-27=-35/35513-25=-525/149, 11-18=0/421, 12-18=-876/111, 9-21=-750/146,9-19=-110/859,11-19=-669189, 13-17=-341577, 5-25=-284/24, 7-24=-41596, 13-15=-602/78, 15-17=-84/1172, 8-21=-253/1075 i NOTES- QROF E SS/ON 1) Unbalanced roof live loads have been considered for this design. )tinoh6k 2) A peand right exposed; Lumber DOL160 plate 2 Exp Cenclosed; MWFRS (directional); and right ex fs61 grip DOL=1.60 m C 384 m 3) Provide adequate drainage to prevent water pondw 60ing. � 4) All plates are MT20 plates unless otherwise indicated. or 5) All plates are 3x6 MT20 unless otherwise indicated. XP ,t 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 V I` fit between the bottom chord and any other members, with BCDL = 10.Opsf. TFOF CA�tFO� 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) (Provid2e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 26, 22, 14 except February 12,2016 CO inub�d on page 2 ® WARNING - Veriry design paromaiers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE for in rev. individual b 2015 BEFORE USE. Design valid for use only with NJfekt9 connectors. This design is hosed ony upon parameters shown, and is for an individual building component, not M iTe k' P buss system. Before use. the building designer mull ve ty the app.cab lily of design poromete s and property incorporole this desiand gn info the overoll bo..'s a sd glgired for slabi.tycon"dlo prevent colbpse�wiih ipos1ib eupersonal nlury andrprooperty damogeembers n or genttional eral guidance regardig the permanent txacing 250 qug Circle rev fabrication, lgedstorage. "'.veur ry, erection and bracing of trusses and truss systems. see AN51/TPII Quality Criteria, DSB•89 and SCSI Building Component Corona, CA 92880 Solely Information available Ircm Truss Ptote Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job, TrussTruss Type Qty Ply Robinson Residence K1724544 50532ROBINSON 82 ROOF SPECIAL 1 1 Job Reference o banal v I..a.—..­ i.... Tr.„ oer. 11 »-na-nA 9MA Paco DESIGN A551b I ANUt, YAKAUIJt, UA ID:zwjmwTThr8HoYA74QvUC1fypGJI-CRIcNW3iQiIHOOJPW8nlhxy6HS8ic6WxVo2ErgzmCLT NOTES - 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING. Verify design paramstOm and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/03/2015 BEFORE USE. L Design valid for use only vrilh MITek®connectors. This design is based only upon parameters shown. and is loran individual building component, not a buss system. Before use. the building designer mull 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 bracingis always required for slabi6ty and to prevent collapse with possible pers�nal injury a^ ANSI/T II) Dulity Critedo, DSB-B9age. For general gand BCSI Buuidance ililding C marding the ponent fabrication, storage. delivery. erection and bracing of trusses and truss s stems. see 880 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job. Truss Truss Type Qly Ply Robinson Residence K7724545 50532ROBINSON 83 ROOF SPECIAL 3 1. t Job Reference 10 tional 11.0 Lumber DOL 1.25 180 ,. cao 9M 5 RAiTe4 Industries Inc Thu Feh 11 12.06.09 2016 Page ' DESIGN ASSISTANCE, PARADISE, CA "F `" `"" "" "" ""'" "- ' -' - ID:zwjmwTThr8HoYA74QvUC 1 typGJI-gds_bs4KBOQ8OAuc4sJXE8VHSsUyLZl5kSooO6zmCLS 13-11.0 1 3-11 20-8.12 23-11-0 26.1-13?7.11.4 31-11-8 36-5.8 40.11-8 2.11-8 46-5-8 7.1.4 6.9 -it -4-11 5-5-1 3-2-4 2-2-13 1-9.7 4.0.4 4-6-0 4-6-0 2-0.0 3-6-0 5x8 5x8 = 2,5x5 II 4.6 = 64 = 4x8 Scale = 1:85.1 27 26 25 21 20 19 5x1BM1851-15 - " 4x8 = 012 = 12x12 = 6x8 = 7.1.q 13-1 -0 0.8-12 23-11-0 27-11-4 31-11-8 36 -SA 4 11-8 -11.8 46.5-8 7 -0 _g- 1 g.g_ 2 3• -0 4-0-0 4-0.4 S 4.6-0 -0-0 3-6-0 o f na-t. n v1__ 1e.n_s_n n-2.01 r7:0-5-0.0-2-01.[13:0-0-0.0-0-31, [114:0-3-9,0-3-01 [1670-10-8,0-3-81, F18:0-4-12 0-3-81, [2470-5-12.0-4-121, [26:0-6-0.0-1-81 LOADING (psf) SPACING- 2-0-0 Ud CSI. TCLL 20.0 Plate Grip DOL 1.15 240 TC 0.36 TCDL 11.0 Lumber DOL 1.25 180 BC 0.26 BCLL 0.0 ' Rep Stress Incr YES n/a WB 0.68 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) DEFL. in (loc) I/deb Ud PLATES GRIP Vert(LL) -0.0516-17 >999 240 MT20 220/195 Vert(TL) -0.1816-17 >999 180 M18SHS 220/195 Horz(TL) -0.07 21 n/a n/a Weight: 343 Ib FT = 20% FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 11-12 988409209, 12.13=1/ 261//1401, 18-27 4814/ 90, 4-5=0/3i 3,/169, 10-11 5-33=0/313. 6 337/0 361 3, 6-34=0/596, 7-34=0/596 -31 BOT CHORD 24-25=-927/85, 2 23= 618/896321-22=-1654/86, 6-22 2656/38, 991/196, 118=-275/109617-18=-26/874. 6 16-17=-131/1697.11-16=.2/476,13-14=-85/1079 WEBS 24-26=-30/372, 2-24=-543/152, 5-23=-323/91, 20-22=-307/185, 7-22=-1236/191, 8-20=-751/146, 8-18=-110/857,10-18=-669/89, 10-17=0/421, 11-17=-875/111, 12 -14= -601178,14 -16= -83/1170.12 -16= -33/576,4 -24= -287/29. 2-14=-601/78,14-16=-83/1170,12-16=-33/576,4-24=-287/29, 6-23=-4/599, 7-20=-254/1079 Structural wood sheathing directly applied or 4-11-10 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-7. Rigid ceiling directly applied or 5-2-6 oc bracing. 1 Row at midpt B-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stallation Qujcle. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 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, With BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) )Provirtrtdl1e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 25, 21, 13. 1 OA " uedl opicl pit zbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. d is for individual building component, not Design valid for use only with PNTe& connectors. This design Is based only upon parameters shown, an a truss system. Before use, the building designer must verity the oppficobilily of design parameters and properly Incorporate this desiand gn into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chordtmedommeorsenrorA general guidational nce regarding,he nen/ bracing is always required for stobiuty and to prevent collapse with possible personal injury and property 9 9 labrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPlt Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexondrriia, VA 22314. OQROFESS/O�,q! Co L C 60384 rn XP. 06/30116 OF CAO1 February 12,2016 MiTek' 250 Klug Circle Corona, CA 92880 BRACING- LUMBER- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 20 DF No. 1&Btr G 'Except' BOT CHORD 83: 2x6 DF No.2 G WEBS WEBS 20 DF No. t&Btr G REACTIONS. All bearings 0-5-8 except (jt=length) 25=0-3-8, 21=0-3-8. (lb) - Max Horz 27=-245(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 27, 25, 21, 13 except 27=475(LC 17), 25=982(LC Max Grav All reactions 250 Ib or less at joint(s) 17), 21=1689(LC 18), 13=768(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 11-12 988409209, 12.13=1/ 261//1401, 18-27 4814/ 90, 4-5=0/3i 3,/169, 10-11 5-33=0/313. 6 337/0 361 3, 6-34=0/596, 7-34=0/596 -31 BOT CHORD 24-25=-927/85, 2 23= 618/896321-22=-1654/86, 6-22 2656/38, 991/196, 118=-275/109617-18=-26/874. 6 16-17=-131/1697.11-16=.2/476,13-14=-85/1079 WEBS 24-26=-30/372, 2-24=-543/152, 5-23=-323/91, 20-22=-307/185, 7-22=-1236/191, 8-20=-751/146, 8-18=-110/857,10-18=-669/89, 10-17=0/421, 11-17=-875/111, 12 -14= -601178,14 -16= -83/1170.12 -16= -33/576,4 -24= -287/29. 2-14=-601/78,14-16=-83/1170,12-16=-33/576,4-24=-287/29, 6-23=-4/599, 7-20=-254/1079 Structural wood sheathing directly applied or 4-11-10 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-7. Rigid ceiling directly applied or 5-2-6 oc bracing. 1 Row at midpt B-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stallation Qujcle. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 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, With BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) )Provirtrtdl1e mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 25, 21, 13. 1 OA " uedl opicl pit zbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. d is for individual building component, not Design valid for use only with PNTe& connectors. This design Is based only upon parameters shown, an a truss system. Before use, the building designer must verity the oppficobilily of design parameters and properly Incorporate this desiand gn into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chordtmedommeorsenrorA general guidational nce regarding,he nen/ bracing is always required for stobiuty and to prevent collapse with possible personal injury and property 9 9 labrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPlt Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexondrriia, VA 22314. OQROFESS/O�,q! Co L C 60384 rn XP. 06/30116 OF CAO1 February 12,2016 MiTek' 250 Klug Circle Corona, CA 92880 B3 DESIGN ASSISTANCE, PARADISE, CA SPECIAL Residence 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:06:09 2016 Page 2 ID:zv�mwTThr8HOYA74QvUC1 fypGJI-gds_bs4KBOQ8OAuc4sJXE8VHSsUyLZl5kSooO6zmCLS NOTES - 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND IN MI iEK REFERENCE PAGE or an in rev. individual building S BEFORE USE. Design valid for use only with MlekO connectors. This design is based only upon parameters shown. rnd is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onror Additioeneralnal tempt aegardip permanent bracing is always required for stability and to prevent collopse with possible personal injury and properly damage. fabrication. a�h tion. storage, , delivery, available term Truss Plate Institute. bracing 22314. N Slee Streeand truss t, Suite 312eAtexondA�aPIVA�2231d Criteria, DSB•89 and BC51 Building Component MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence BCLL 0.0 ' Rep Stress Incr NO WB 0.81 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - K1724546 50532ROBINSON B4 ROOF SPECIAL GIRDER 1 3 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:06:12 2016 Page 1 ID:zwjmwTThr8HoYA74QvUC tfypGJI-5CX6Dl7DTxojtdc8l_sEsn7oi3QIYuKX000S_RzmCLP 15.7.7 26-1.14 -q-tq 4 13.4.4 'U=127d-S-11 e.l.t� 31-11-a 7A. x.fl 411.11 -fl dJ.t t.a , ga.5.a t s54.1I 64.6 15N ' e s -1-s 3-e-ts e•1 ss -w 1 455 I 45-o I z -opo 360 0-3.13 0.0.2 Scale = 1:88.7 2.5x5 II 6x8 = 4x6 - 8x12 = 6.00 12 7 d 5 dA dQ 6 24 -' -- 313 -- -- -- -- -- 311- -- -- zu - .- -- 10 -- - 11 - 8x8 - 1.3 12 3x6 II 8x8 = 6x8 = 4x6 = 8x8 = 4x6 = 3x10 II 3x6 II 4x6 8x8 = 8x8 = 5x8 = 802 = 26.1.12 21 sa-t4 W. at-tz 6-9-12 z•to-B a •tz •2 s -s -to 45-0 4.6-04.6-0I zA-0 }6A Plate Offsets (X,Y)-- [2:0-4-0,04-8], (6:0-8-4,0-3-12), (8:0-4-0,0-4-8], [11:0-3-10, Edge), (12:0-3-9,0-2-8], [15:0-3-9,0-5-8], [16:0-2-8,0-5-12], (19:0-4-0,0-5-0], [21:0-2-5,0-4-0], LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 TCDL 11.0 Lumber DOL 1.25 BC 0.60 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 OF No.2 G BOT CHORD 2x8 OF No.2 G *Except* B3,B5: 2x4 OF No.1&Btr G, B6: 2x6 OF No.2 G, B2: 2x8 OF SS WEBS 2x4 OF No.1&Btr G *Except* W11: 2x6 OF No.2 G DEFL. in (loo) I/dell Lid PLATES GRIP Vert(LL) 0.12 14-15 >999 240 MT20 220/195 Vert(TL) -0.2814-15 >976 180 Horz(TL) 0.07 11 n/a n/a Weight: 1279 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-5-8 except (jt=length) 19=0-5-11 (input: 0-5-8). (lb) - Max Horz 24=413(LC 24) Max Uplift All uplift 100 Ib or less at joint(s) except 24=-1803(LC 25), 11=-1871(LC 26), 21=-3340(LC 26), 19=-5111(LC 26) Max Grav All reactions 250 Ib or less at joint(s) except 24=2317(LC 39), 11=4494(LC 38), 21=11226(LC 39), 19=16038(LC 40) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8221778, 2-3=-2173/4858, 3-4=-1636/4649, 6-7=-414/430, 7-8=-681/602, B-9=-5308/2305.9-10=-11203/4295. 10-11=-8630/3665,1-24=-716/660.4-5=-1771/4916. 5-48=-1951/5994, 48-49=-1923/5994, 6-49=-1810/5994 BOT CHORD 24-27=-597/429, 27-28=-1049/1070, 28-29=-1336/1169, 23-29=-1336/1169, 23-30=-757/557, 30-31=-756/558, 31-32=-756/558, 32-33=-755/558, 22-33=-755/559, 21 -22= -755/558,21-34=-4150/1600,34-35=-4150/1600,35-36=-4150/1600, 20-36=-4150/1600, 20-37=-4916/1715, 19-37=-4916/1715, 19-38=-3695/1276, 18 -38=-3695/1276,16-17=-484/1589,7-16=-339/162,16-42=-1322/4574, 42 -43= -1322/4574,15 -43=-1322/4574,15-44=-3139/10128,44-45=-3132/10100, 14-45=-3124/10074, 13-14=-180/524, 9-14=-1401/4329, 13-46=-300/968, 12-46=-300/968, 12-47=-2460!7739,11-47=-2674/7739 WEBS 2-23=-1736/4566, 2-21=-5078/1998, 3-21=-581/227, 4-21=-702/285, 4-20=-1683/792, 6 -19=-9061/2864,6-16=-2328/7369,8-16=-5669/1805,8-15=-1720/5519, 10-12=-2212/636, 12-14=-2470/7655, 10-14=-641/2367, OeROFESS/p�,q 9-15=-5625/1837, 1-23=-714/755, ��� 26) 6-18=-773/2380,16-18=-3773/1308. 5-19=-3956/1352, 5-20=-1164/3385 PJB O � 2 NOTES- C 60384 rn A 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Xp t Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-5-0 oc. V 1- Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. TFOF 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 OAOF connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Continued on page 2 February 12,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711.7473 rev. 10/0312015 BEFORE USE. �- Design valid for use only with MiTekS conneclors. 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 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 Mi T7 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. see ANSI/TPII Quality Crlterlo, DSB•87 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street- Suite 312- Alexandria. VA 22314. Carona. CA 92880 B4 DESIGN ASSISTANCE, PARADISE, CA SPECIAL GIRDER ply IPIy I Robinson 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:06:12 2016 Page 2 ID:zwjmwTThr8HoYA74QvUCltypGJ1-5CX6Dt7DTxojtdcBl sEsn7oi3QIYuKX000S_RzmCLP NOTES - 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=46ft; eave=6ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) WARNING: Required bearing size at joint(s) 19 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1803 Ib uplift at joint 24, 1871 Ib uplift at joint 11, 3340 Ib uplift at joint 21 and 5111 Ib uplift at joint 19. 11) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 o 2-0-0, 44-5-8 to 46-5-8 for 500.0 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1841 Ib down and 1161 Ib up at 0-6-4, 1460 Ib down and 452 Ib up at 2-6-4 1586 Ib down and 498 Ib up at 6-6-4, 1587 Ib down and 497 Ib up at 8-6-4, 1575 Ib down and 492 Ib up at 10-6-4, 1666 Ib down and 500 Ib up at 12-6-4, 1688 Ib down and 523 Ib up at 14-6-4, 1532 Ib down and 479 Ib up at 16-6-4, 1481 Ib down and 448 Ib up at 18-6-4, 1324 Ib down and 413 Ib up at 20-6-4, 1220 Ib down and 396 Ib up at 22-6-4, 1220 Ib down and 375 Ib up at 24-6-4, 1220 Ib down and 375 Ib up at 26-6-4, 1220 Ib down and 375 Ib up at 28-6-4, 1220 Ib down and 375 Ib up at 30-6-4, 1216 Ib down and 372 up at 32-6-4, 1216 lb down and 372 b up at -4. 1216 lb down 372 lb up at 36-4-12, 1216 lb down and 372 lb up at 38-4-12, 1216 lb and 372 up at 40 4 12,land 1214 Ib down and 424 b up at 42-4-12, and 11 d 85 Ib down and 427 lb up t 44-4-12 n -12 bottom chord. The design/selection of such conn codon device() isb the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-62, 6-11=-62, 17-24=-20, 14-16=-20, 11-13=-20, 4-6=-62 Concentrated Loads (lb) 38=-1199(8) 398'1199(8) 40=,1199(8)941=)1199(B) 42='1196(B) 43=-1196(B) 44=-1196(8)845=)1196(8)4468,1195(6) 47=)1185(B)51(B) 36=-1361(8) 37=-1199(8) A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE or on in rev. individual building BEFORE USE. Design valid for use only wilh MlekO conneclors. This design is based only upon parameters shown, ands [or n indiv'xiv01 building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate This desiand gn into the overall building design. Bracing indicated is to prevent buckling at individual truss web and/or chord tmedamrbearsenF Additional gu'dance�egartli ng the permanent bracing is always requited for slabifily and to prevent collapse with possible personal injury and properly 9 general Safety fabrication, storage, , delivery fere Truss Plate institute, bracing He N trusses Slree1and truss ui esystems,12. Alexandria. VAD22314 Crlterla, DSB•89 and 9CSI Building Component MR, MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence K1724547 50532ROBINSON C1 Common Supported Gable 1 1 Job Reference o tional 0.0 ' Rep Stress Incr YES BCDL awn Sen 29 201 S MiTok Industries Inc Thu Feb 11 12:06:13 2016 Page ' DESIGN ASSISTANCE, PARADISE, CA -' `"'"' "' -" "'--"" - - ID:zwjmwTThr8HoYA74QvUClfypGJI-ZO5VQD7rEEwaUnBNJiNTO fOaTvGHXvgf4m?XtzmCLO -" 0. 0 22 1 10-0-0 10-0-0 2-0-0 Scale = 1:36.9 R 3x6 = 28 27 25 za 3x6 = LOADING (psf)SPACING- DEFL. 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11 .0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 n/r LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Bir G OTHERS 2x4 DF No. t&Btr G CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.16 Vert(LL) -0.02 16 n/r 120 MT20 220/195 BC 0.04 Vert(TL) -0.05 16 n/r 120 WB 0.02 Horz(TL) 0.00 15 n/a n/a Weight: 108 Ib FT = 20% (Matrix) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide REACTIONS. All bearings 20-0-0. (lb) - Max Harz 1=-99(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 15, 28, 27, 26, 25, 24, 21, 20, 19, 18 Max Grav All reactions 250 Ib or less at joint(s) 1, 28, 27, 26, 25, 24, 23, 22, 21, 20, 19, 18, 17 except 15=280(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCD L=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 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 non concurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 28, 27, 26, 25, 24, 21, 20, 19, 18. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.LIJ WARNING -Verity, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/03/2015 BEFORE USE. component. no] Design valid for use only with nNTek@ connectors. This deign is based any upon parameters shown. and is for an individual building design into the overall a truss system. Before use. the building designer must verify the applicability of design parameters members s only W building design. Bracing indicated is to prevent buckling of individual truss we and/or chord damage. For A enteral guidance regarding the Hent bracing is always requited forstobilify and to prevent collapse with possible personal injury andproperly SIPe Il Quality Criteria, DSB•89 and SCSI Building Component fabrication, storage, delivery, erection and bracing of trusses and truss systems. see Safely Information ovaitabte from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. rY 0 OQROFESS/Cnl C760OP �� m C 384 rn . --- UP. 06130? 16 /* OF CAUF" February 12,2016 Nil MiTek' 250 Kiug Cirde Corona, CA 92880 Job . Truss Truss Type Qty Ply Robinson Residence 8 = 3x6 = 3x6 = 36 = K1724548 50532ROBINSON C2 Common 1 1 13-1-1 20-0.0 6-104 6.3-8 6-10-4 Joh Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MITek Industries, Inc. Thu Feb 11 12:06:13 2016 Page 1 ID:zwjmwTThr8HoYA74QvUClfypGJI-ZO5VQD7rEEwaUnBNJiNTO fOaTrwHWygf4m?XtzmCLO 5-3.6 l 10-0-0 I 14-8.10 I 20-0.0 I 22-0-0 I 5-3-6 4.8.10 4-8-10 5-3-6 2-0-0 Scale = 1:37.7 4x6 = q 0 �o 7 6 ES)3x6 8 = 3x6 = 3x6 = 36 = 6-10-0 13-1-1 20-0.0 6-104 6.3-8 6-10-4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.05 7-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.13 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.04 5 ' n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix -M) Weight: 85 Ib FT = 20% LUMBER- TOP CHORD 2x4 DF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-4 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=818/G-5-8,5=946/0-5-8 Max Horz 1=-99(LC 6) Max Uplift /=-255(LC 8), 5=-323(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1350/416,2-3=.1194/431.3-4=-1185/425.4-5=,1341/410 BOT CHORD 1-8=-27611153.7.8=-1211774,5-7=-270/1143 WEBS 3-7=-170/431,4-7=-284/110, 3-8=-178/444, 2-8=-2911114 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=255, 5=323. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. OpROFESS/pNq! U C 60384 A 16 /* OFCAUFu February 12,2016 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 1,1II-7474 rev. 10/07/2015 BEFORE USE. Design valid for use only with Iv4Tek(D connectors. This design is based only upon parameters shown. and is for an individual building component, not a trust system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall MiTek' 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 the250 KJug fabrication, storage, delivery. erection and bracing of trusses and truss systems. see AN51/TPII Quality Criteria, DSB•89 and SCSI Building Component Corona. CACircle 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suile 312. Alexandria, VA 22314. Job, Truss Truss Type Qty Ply Robinson Residence Well Ud TCLL 20.0 Plate Grip DOL 1.15 K1724549 I50532ROSINSON D1 GABLE 1 1 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.13 18-42 >999 Job Reference o tional DESIGN ASSISTANCE, PARADISE, GA 1-4v . `v ID:zwjmwTThrBHoYA74QvUC 1 fypGJI-1 afteZBT?Y2R6xmZsPuixCCAKICfOugqukVZ3JzmCLN -2 U-0-6 -0 6• - 25-0-0 2-0-0 6-0-6 5-5-10 5-5.10 6-0-6 2-0-0 8x8 3x6 Scale = 1:46.2 1110 7.10-4 1 0-0 15-1-12 23-0-0 2.3-12 7.10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) 0.05 18-42 >999 240 TCDL 11.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.13 18-42 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 HOrz(TL) 0.01 13 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) PLATES GRIP MT20 220/195 Weight: 172 Ib FT = 20% UMBER- BRACING - L LUMBER - 2x4 OF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T3,T4: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No. 1&Blf G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF No.t&Btr G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 OF No. 1&Btr G REACTIONS. All bearings 10-5-8 except (jt=length) 2=0-5-8, 16=0-3-8. (lb) - Max Horz 2=114(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 17, 9, 6, 8 except 2=-253(LC 8), 13=-235(LC 8), 16=-138(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 17, 15, 14, 12, 11, 10, 9, 8, 16 except 2=701 (LC 1), 13=868(LC 1), 6=290(LC 18), 6=256(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-737/233, 3-4=-5901251, 4-5=0/273 BOT CHORD 2-18=-109/635 WEBS 4-13=-687/151, 5-13=-333/131,4-18=-195/504, 3-18=-370/139 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to.the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplit at joint(s) 17, 9, 6, 8, 6 except Qt=1b) 2=253,13=235, 16=138. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING . Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO conneclors. 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 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, erectand ion bracing oftru and truss yst sePI Quality Criteria. DSB•B9 and SCSI Building Component Safetyavailable from Plateit Ns Street.e 3IAlexandna February 12,2016 MiTek° 250 Klug Cirde Corona, CA 92880 Job . Truss Truss Type Qty Ply Robinson Residence K17245 50 50532ROBINSON D2 COMMON 2 1 Job Reference a tional DESIGN ASSISTANCE, PARADISE. CA 7.64U s sep za zul a mi t eK inauslnes, Inc. t nu Feb 1 t t2:06: 13 zu to rage t ID:zwjmwTThrBHoYA74QvUCl typGJI-VnDFrv95mrAlk5LmQ6PXTPILEHWJIQoz6OF6bmzmCLM i 2__O 0 6-0-6 11-6-0 16.11-10 23-0-0 i 25-0-0 2A-0 6-0-6 5-5-10 5-5-10 6-0-6 2i Scale = 1:44.4 4x6 = 3x6 = j4 0 7.1041 23-0-0 I' ~ 7-10.4 F 1 7-3.8 7.10-4 Plate Offsets X Y -- [9:0-4-0.0-3-01 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.09 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.23 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight: 101 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF NOA&Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallatiQo guide REACTIONS. (Ib/size) 2=1067/0-5-8,6=1067/0-5-8 Max Horz 2=-114(LC 6) Max Uplift2=-360(LC 8), 6=-360(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1556/476.3-4=.1374/493,4-5=-1374/493.5-6=-1556/476 BOT CHORD 2-9=-322/1327,9-16=-146/891, 16-17=-146/891, 8-17=-146/891, 6-8=-322/1327 WEBS 4-8=-201/506, 5-8=-333/129, 4-9=-201/506, 3-9=-333/129 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=360, 6=360. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9?,oFESS/ON hctQ� JPO M. Bq�T�F�� F oP C 60384 rn XRA,30'l6 * , OF CAOt February 12,2016 WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with Ivulea conneclors. This design is based only upon parameters shown, and is for on individual building component, not o truss system. Before use, the building designer must verily the applicability or design parameters and property incorporate this design into the overall MiTek building design. Bracing indicated Is to prevent buckling of individual truss web and/or chordmembers only. Additional temporary regarand ding the permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly 9 9 9 250 KIu Circle tobdcation. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component JCorona.CA 92880 Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312. Atexondda. VA 22314._ Job Truss Truss Type Qty PlyRobinson Residence K1724551 50532ROBINSON D3 COMMON 3 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:06:16 2016 Page 1 ID:zwjmwTThr8HoYA74QvUC 1 TypGJI-zznd3FAjX91BLEwy_gxAOdH WkhsVUt l7 L2_f/CzmCLL -9:1 0-0 t 6-0-6 i 11.6-0 I 15-11-10 l 22-5.0 t 2-0-0 6-0-6 5.5-10 5.5-10 5.5.6 Scale = 1:42.4 4X6 = 3x6 = to LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.09 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.23 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing SLIDER Right 2x4 DF No. 1&BIT -G 2-6-0 be installed during truss erection, in accordance with Stabilizer Installation quida REACTIONS. (Ib/size) 7=906/Mechanical, 2=1057/0-5-8 Max Horz 2=11 O(LC 7) Max Uplift7=-282(LC 8), 2=-358(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1535/472, 3-4=-1353/489, 4-5=-1320/483, 5-6=-1362/466, 6-7=-7481271 BOT CHORD 2-9=-371/1308, 9-17=-195/872, 17-18=-195/872, 8-18=-1951872, 7-8=-363/1260 WEBS 4-8=-193/469, 5-8=-302/121, 4-9=-201/509, 3-9=-332/129 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live toad 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 BC DL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 7=282, 2=358. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �OQRQFES$/ON�` M. Bq�� F2c oP CID C 60384 m XPA TFOF February 12,2016 WARNING • Verily 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 ANTea connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall MiTek' 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 gvidonce regarding the 250 Mu Circlefabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job , Truss Truss Type Qty Ply Robinson Residence 1.15 TCDL 11.0 Lumber DOL 1.25 K1724552 50532ROBINSON Et GABLE 1 1 Job Reference (optional) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. in Thu Febss 12:06:16 2016 Pana DESIGN ASSISTANCE, PARADISE, CA r. n —V as - • - • • --• •- -_._ . I D:zwjmwTrhr8HoYA74QvUC 1 fypGJI-zznd3FAjX918LEwy_gxAOdHXphxvUuu7L2_t7CzmC LL {- 3-0 2-0-0 6-" 6-6-0 Scale = 1:27.9 3x6 = LOADING (psf)SPACING- DEFL. in 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012frPI2007 LUMBER- TOPCHORD 2x4DFNo.t&BtrG BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF NO.1&Btr G to CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.16 Vert(LL) -0.02 13 n/r 120 MT20 220/195 BC 0.05 Vert(TL) -0.05 13 n/r 120 WB 0.01 Horz(TL) 0.00 12 n/a n/a Weight: 66 Ib FT = 20 % (Matrix) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tekrecommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Fbe tallakn guide REACTIONS. All bearings 13-0-0. (lb) - Max Horz 2=-71 (LC 6) Max Uplift All uplift 100 Ib or less at jcint(s) 20, 19, 16, 15 except 2=-108(LC 8), 12=-111(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 18, 17, 21, 20, 19, 16, 15, 14 except 2=281(LC 1), 12=278(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1') Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=11Omph (3 -second gust) Vasd=87mph; TCD L=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2K; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 19, 16, 15 except Qt=1b) 2=108, 12=111. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. component. not Design valid for use only with tvtifek®conneclon. This design is based only upon parameters shown, and is for arnicoorpo ate this des gn into the overall a truss system. Before use, the building designer must ng the individual Cuapplicability of design parameters and properly building design. acingor indicated n ica tednd lis too preventrnt bu collapse with Ipostib possible nu ry andand/orproperly damagechord members . For genie' al guidance regarding the Heol bating fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crlterlo, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. OQFtOFESS/O�,�l 81q�T Fac F � UJ aP C 60384 m 16 / * OF CAOv February 12,2016 19! MiTek' 250 Klug Cirde Corona, CA 92060 Job : Truss Truss Type Qty Ply Robinson Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 K1724553 50532ROGINSON J7D Jack -Open Supported Gable 1 1 BC 0.27 Vert(TL) -0.16 2-8 >428 180 BCLL 0.0 ' Rep Stress Incr Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep za zu1 b mi I eK Industries. Inc. I nu reD T T 1z:ua:1 r zulb rage 1 ID:zwjmwTThr8HoYA74QvUC 1 typGJI-R9L?GbALITQ?zOV8YX SPYgghs4DjDLGGaikDgezmCLK -2-0-0 6-0-0 I 13-11.11 2-0-0 6-0-0 7-11-11 8 1.5x4 II 1N 6 Scale = 1:45.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.06 2-8 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.16 2-8 >428 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 6 nla n/a Weight: 37 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except TOP CHORD 2x4 DF No.1&BV G end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD - Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 20 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide REACTIONS. All bearings 0-3-8 except (jt=length) 8=6-0-0, 2=6-0-0. (Ib) - Max Horz 2=218(LC 5) Max Uplift All uplift 100 Ib or less at joints) 4, 5 except 8=-125(LC 25), 2=-566(LC 25), 6=-153(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 6 except 8=385(LC 1), 2=658(LC 34) FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1280/1116.3-8=-327/100 BOT CHORD 2-8=-916/912 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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 ANSIfTPI 1. 3) Gable studs spaced at 1-4-0 oc. 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. QRpFESS/0N 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except (jt=1b) � JPO M Bq���F2c 8=125.2=566.6=153. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6. OP m 9) This truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag C 60384 rn loads along bottom chord from 0-0-0 to 6-0-0 for 166.7 plf. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * P. 06130116 ,Ir OF CAO February 12,2016 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 1010312015 BEFORE USE. Design valid for use only with m''fek@ connectors. This design is based Only upon porameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the opplicobiGty 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 bracingMiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 250 Klu CiCirclefabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI(TPII Quality Criteria. DSB-89 and BCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. — Job Truss Truss Type Qty Ply Robinson Residence , 1.15 TC 0.22 TCDL 11.0 K1724554 50532ROBINSON J14 Jack -Open Supported Gable 1 1 YES WB 0.02 BCDL 10.0 Code IBC2012rrP12007 (Matrix) Job Reference (optional) rw c 11 1!:OC:s7 2016 o?,.o - DESIGN ASSISTANCE, PARADISE, CA ep �.••.•�� •••-- -•__ .. ._.__... __. o - I D:zwjmwTThr8HoYA74QvUC 1 fypGJI-R9L?GbALITQ?zO VBYXSPYgghj4GBDLzGaikDgezmCLK 221.-0 O 0 8.0-0 F 7.11-11 i 2,0.0 6,0-0 1-11.11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 TCDL 11.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 BCDL 10.0 Code IBC2012rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF No.1&Btr G OTHERS 2x4 OF No. 1&Btr G Scale = 1:27.6 DEFL. in floc) I/defl L/d PLATES GRIP Vert(LL) 0.00 7 n/r 120 MT20 220/195 Vert(TL) -0.03 7 n/r' 120 Horz(TL) -0.00 8 n/a n/a Weight: 35 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 6-0-0. (lb) - Max Horz 2=158(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 11, 10 except 8=-244(LC 26), 2=-570(LC 25), 9=-125(LC 1) Max Grav All reactions 250 Ib or less at joint(s) 11, 10, 9 except 8=370(LC 1), 2=611(LC 34) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1221/1107, 3-4=-691/610, 4-5=-434/360, 6-8=-371/243 BOT CHORD 2-11=-969/965, 10-11=-5691565,9-10=-3241321 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r\���J� M SB��`�� fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. G) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 11, 10 except (jt=1b) r� QQ F� m 8=244,2=570,9=125. has been w C 60384 m 10) This truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag Cj� loads along bottom chord from 0-0-0 to 6-0-0 for 166.7 plf. EXP. 06130/16 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * ^ February 12,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/07/2015 BEFORE USE. S Design valid for use only with rnrTekO connectors. This design is based onlyuponparameters show and propertand is for y individual uilding design No the overall nent, not a truss system. Before use. the building designer must verily The applicability 9 p M iYe k building p osdrequ red Bracing onddtis to o prePent colapserevent ll buckling poof slibTeual truss pe ono/ injury andand/ochord members progeny damage. For genre of guidance regarding the nent bracing 250 Ktu Circle truss Corona, CA 92880 fabrication, Safety Information available storage, delivery erection tion and Plateracingl of tr N SLeeS treetSSuti a 312eAlexandnoP V Quality11Criteria, DSB-89 and BCSI Budding Component - Job`s Truss Truss Type Qty Ply. Robinson Residence K1724555 I50532ROBINSON 1011 Jack -Open 4 1 Job Reference (optional) 0.0 ' Rep Stress Incr YES BCDL 7 AIC s Se 29 2015 MiTok Inddstrfes Inc. Thu Feb 11 12:06:18 2016 Page ' DESIGN ASSISTANCE, PARADISE, CA " ID:zwJmwTThrBHoYA74QvUC 1 fypGJl-vMvOUxB_3mYsbY4K5Fze52NmKUX3yo WPpMTmCSzmCLJ 2-0 p 4-7-10 9-0-0 11.5-4 2-0-0 4.7-10 4-4$ 2-54 �, Scale = 1:35.9 LOADING (psf)SPACING- DEFL. in 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC20121TP12007 LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G CSI. DEFL. in (loc) I/defl Vd PLATES GRIP TC 0.61 Vert(LL) 0.17 6-9 >627 240 MT20 220/195 BC 0.39 Vert(TL) -0.43 6-9 >251 180 WB 0.00 Horz(TL) 0.01 2 n/a n/a Weight: 33 Ib FT = 20% (Matrix -M) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins. 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. All bearings 0-5-8 except Qt=length) 6=Mechanical, 3=0-3-0, 4=0-1-8. (lb) - Max Horz 2=215(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 6, 4 except 2=-162(LC 8), 3=-107(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 6, 4 except 2=578(LC 1), 3=271 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. here a rectangle 3-6-0 tall by 2-0-0 wide will 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas w fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4 except Ut-Ib - ) 2=162,3=107. 8) Beveled plate or shim required to provide full bearing surface with truss chord th joint(s) 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED AramTEX REFERENCE PAGE or an n rev. 10/07/ illi BEFORE USE. Design valid for use only with Mlek@ 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 edesign parametersandproperty incorporate temporarytional design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord Imedamrbears e.nFor A en�erol guidae regarding the Heol bracing is always required for stabifily and to prevent collapse with possible personal injury and property Quality' Criferia, DSB•89 and SCSI Building Component fabrication. storage, delivery, erection and bracing of busses and truss systems, see Safety Information ovailable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 9RpFESS/0�, M BA� F 2 60384 m W ;7 1\_ OF CpL1F" February 12,2016 Welk' 250 Klug Circle Corona, CA 92880 Job Truss 2-0-0 Truss Type 20.0 aly Ply Robinson Residence K1724556 50532ROBINS0N M2 BCLL Monopitch Supported Gable Rep Stress Incr 1 1 Job Reference o lional Code IBC2012/TPI2007 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except 7 Rena Sen 2g 2015 MiTek Industries. Inc. Thu Feb 11 12:06:18 2016 Page DESIGN ASSISTANUL. PAKAUIJC, UM I D:zwjmwTThrBHOYA74QvUC 1 typGJI-vMvOUxB_3mYsbY4K5Fze52 NtJUdZyoSPpMTmC5zmC LJ 2-0-0 3.5-8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&Btr G OTHERS 2x4 DF No. 1&BtrG Scale: 3/4"=1' CSI. DEFL. in (lac) 1/deo Lid PLATES GRIP TC 0.16 Vert(LL) 0.00 1 n/r 120 MT20 220/195 BC 0.04 Vert(TL) -0.03 1 n/r 120 WB 0.00 HOrz(TL) -0.00 5 n/a n/a Weight: 17 Ib FT = 20% (Matrix) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-8 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 einstalled during truss erection, in accordance with Stabilizer be,St.IIIed tJnatallalion guide REACTIONS. (Ib/size) 5=12/3-5-8.2=276/3-5-8.6=107/3-5-8 Max Hoa 2=75(LC 7) Max Uplift5=-32(LC 8), 2=-108(LC 8) Max Grav 5=12(LC 1), 2=276(LC 1), 6=139(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. ; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry . Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. pable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 8) Provide mechanical connection (by others) of truss to bearing plate ca 2=108. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this,truss. 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 wilh MiTek® connectors. This design is based only upon parameters shown, and is for on individual building o into the overall a truss system. Before use, the building designer must verity the opplicabionent. not fity of design parameters and properly' Padesign building design. Bracing indicated is to prevent buckling of individual truss of 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 Safety do .sal ostorage, delivery' available ham Truss Plate institute. bracing N Slee Streeand truss t,Suite312eAlexantltdoP VAD 22314 Criteria, DSB•B9 and SCSI Building Component February 12,2016 MiTek' 250 Ktug Circle Corona. CA 92880 Job Truss Truss Type City Ply Robinson Residence K1724557 50532ROBINSON M4 Jack -Open Girder 1 1 Job Reference (optional) nFSIrN ASSISTANCE. PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:06:19 2016 Page IU:ZWfmw"i11onu l MryVvu­yy­,-v�+,,,,,, �v.-y�••r�•�•-•r •+•••• -•-•-� r 2 0-0 1-10-15 3-0-0— 2-0-0 1.10-15 1.1-1 m rs 0 Scale = 1:22.8 6 4 1.5x4 II 4x6 = 1. 0-3 1-1 15 3-0-0 1-10-3 0 -12 1-1-1 Plate Offsets X Y -- 5-0-2-9.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Vert(LL) 0.01 (loc) Well Ud 5-6 >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 BC 0.06 Vert(TL) -0.01 5-6 >999 180 TCDL 11.0 Lumber DOL 1.25 NO WB 0.01 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' Rep Stress Incr Weight: 18 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except TOP CHORD 2x4 OF No. 1&Btr G end verticals. BOT CHORD 2x4 OF No. 1&Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No. 1&Bir G Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer rbe , a alio u' e REACTIONS. (Ib/size) 6=299/0-5-8, 3=-31/Mechanical, 4=31/Mechanical Max Horz 6=133(LC 8) Max Uplift6=-73(LC 4), 3=-31 (LC 1), 4=-117(LC 8) Max Grav 6=299(LC 1), 3=38(LC 8), 4=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-270/50 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf;'BCDL=6.opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3 except 011=11b) 4=117. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design oft is truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 Ib down and 44 Ib up at 2-0-12 on���� 9?- F SBS �2 9) In the LOAD CASE(S) sectioG1 bottom chord. The designtselection of such connection device(s) is the responsibility of others. n, loads applied to the face of the truss are noted as front (F) or back (B). Z "oP m LOAD CASE(S) Standard uJ C 60384 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 o_ Uniform Loads (plf) P. 06130f16 Vert: 1-2=-62, 2-3=-62, 4-6=-20 Concentrated Loads (lb) Vert: 7=-5(B) FOF CAli_%F� February 12,2016 ® WARNING -Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE or an n rev. ual b 2015 BEFORE USE. incorporate this design into the overall Design valid for use Dory with WTekO connectors. This design is based Dory upon parameters shown. and is for an individual building component. not MiTek' o miss system. Before use. the building designer must verify the appticobi10, fity of design parameters and property Po building sdrequved for stobGdlYcanddtis to o prevent cololal truss vv xellng of lh possiblelupersonal injury and and/orproperly damageChord members nF r genie al guidance regarding the nenl t acing 250 Klug Circle is o1wo tion. storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Csilerla, DSII -89 and SCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 2231a. Job TrussTruss Type Oty Ply Robinson Residence K1724558 50532ROBINSON MS Jack -Open 5 1 Job Reference (optional) nFSI(CN ASSISTANCE. PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Feb 11 12:06:19 2016 Page va.r ner.ne,,.,n,rv��nntco-Y�mrtt LOADING (psi)SPACING- 7 1.5x4 II 3-0- —00 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012rrP12007 WB 0.01 LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 20 DF No. 1&Btr G REACTIONS. (Ib/size) 7=294/0-5-8.6=62/Mechanical Max Horz 7=150(LC 7) Max Uplift7=-92(LC 4), 6=-134(LC 5) Max Grav 7=294(LC 1), 6=97(LC 6) 2-0-0 3-0-0 r 2-0-0 3-0.0 Scale = 1:25.6 FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-269/82 NOTES - 1) Wind: ASCE 7-10; Vu11=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 6=134. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING -Verity design para..IM and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7413 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlek(al 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss of and/or chorenmetlmamarsenF rA enlelral guitlaonal nce regardirary and ng the permanent bracing is always required for stobility and to prevent collapse with possible personal injury and property 9 9 labrfcotion, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Qualty Criteria, DSB-89 and BCSI Building Component Safely Information ovoilable Irom Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. OQROFESS/pry ! LU C 60384 rn OFCAUF� February 12,2016 MR, MiTek° 250 Klug Circle Corona, CA 92880 7 1.5x4 II 3-0- —00 3x6 =5 CSI. DEFL. in floc) Ildefl Ud PLATES GRIP TC 0.19 Vert(LL) -0.00 6-7 >999 240 MT20 220/195 BC 0.04 Vert(TL) -0.01 6-7 >999 180 WB 0.01 Horz(TL) -0.00 6 n/a n/a Weight: 25 Ib FT = 20% (Matrix -M) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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 Inslal tion guide. FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-269/82 NOTES - 1) Wind: ASCE 7-10; Vu11=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 3) ' 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 6=134. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING -Verity design para..IM and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7413 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mlek(al 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss of and/or chorenmetlmamarsenF rA enlelral guitlaonal nce regardirary and ng the permanent bracing is always required for stobility and to prevent collapse with possible personal injury and property 9 9 labrfcotion, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Qualty Criteria, DSB-89 and BCSI Building Component Safely Information ovoilable Irom Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. OQROFESS/pry ! LU C 60384 rn OFCAUF� February 12,2016 MR, MiTek° 250 Klug Circle Corona, CA 92880 Job i Truss Truss Type Qty (loc) I/deft Ud 14 n/r 120 14 n/r 120 13 n/a n/a ResidenceK1724559 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 50532ROBINSON Pt GABLE 1 [ly1Robinson rM-iTek installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 15-0-0. (Ib) - Max Horz 2=-80(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 22, 21, 18, 17, 16 except 2=-105(LC Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep z9 zuT5 MiTek ek Industries, Inc. Thu Feb 11 12:06:20 2016 rage ID:zwjmwTThr8HoYA74QvUC t fypGJI-skO8ucDEbOpagsDjDg?6ATSDplikOioiGgytHzzmCLH l 2 0 0 } 76-015-0-0 17-0-0 2-0-0 7-6-0 I 7-6-0 - I 2-0-0 I Scale = 1:31.2 3x6 = �o rlarc vnacw n LOADING (psi) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCOL 10.0 - SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012rrP12007 CSI. TC 0.16 BC 0.05 WB 0.01 (Matrix) - DEFL. in Vert(LL) -0.02 Vert(TL) -0.04 Horz(TL) 0.00 (loc) I/deft Ud 14 n/r 120 14 n/r 120 13 n/a n/a --- PLATES GRIP MT20 220/195 Weight: 76 Ib FT = 20% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No. t&Btr G recommends that Stabilizers and required cross bracing OTHERS 2x4 DF No.t&Btr G rM-iTek installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 15-0-0. (Ib) - Max Horz 2=-80(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 22, 21, 18, 17, 16 except 2=-105(LC 8), 13=-122(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 20, 19, 23, 22, 21, 18, 17, 16, 15 except 2=281 (LC 1), 13=280(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 see Standard Indust 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), ry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 4) All plates are 1.5x4 MT20 unless otherwise indicated. 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) ' 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 OeR�FESSlo fit between the bottom chord and any other members. members. q` 9) A plate rating reduction of 20% has been applied for the green lumber F2 apable of withstanding 100 Ib uplift at joint(s) 22, 21, 18, 17, 16 O 10) Provide mechanical connection (by others) of truss to bearing plate cQ �� Bq �� except Qt=1b) 2=105, 13=122.m m 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C 60384 w tY XP. 06/30/115 OFCAUF" February 12,2016 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE.®R� Designvalid for use only with Iv4TekO conneclors. This design is based only upon parameters shown, and is for an individual building component, not ■.7Y®®■ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Mi lek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord embers only. Additional temporary and permanent bracing m Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 250 Wu Circle fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply Robinson Residence K1724560 50532ROBINSON P2 Common 4 1 Job Reference (optional) 1.25 BC 0.28 BCLL 0.0 ' 0 S 101015 MiTek Industries Inc Thu Feb 11 12:06:202016 Page ' DESIGN ASSISTANCE, PARADISE, CA 7.64 s ep ID:zwlmwTThr8HoYA74QvUC 1typGJI-skOBucOEbOpagsDiOg?6ATSACI ECQiOiGgytHzzmCLH t 2-0 0 7.6-0 7-6-0 Scale = 1:31.2 4x6 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 TCDL 11.0 Lumber DOL 1.25 BC 0.28 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 10.0 Code IBC2012rrP12007 MiTek recommends that Stabilizers and required cross bracing (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No. 1&Bir G REACTIONS. (Ib/size) 2=739/0-5-8.4=739/0-5-8 Max Horz 2=-80(LC 6) Max Uplift 2=-257(LC 8), 4=-257(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-743/221, 3-4=-743/221 BOT CHORD 2-6=-75/573, 4-6=-751573 WEBS 3-6=-70/303 to DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.05 6-12 >999 240 MT20 220/195 Vert(TL) -0.12 6-12 >999 180 Horz(TL) 0.01 4 n/a nla Weight: 55 Ib F7 = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load no nconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide, will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=257, 4=257. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design oft Is truss. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ® tors. This design is based only upon parameters shown, and is for on individual building component, not Design valid for use only with MtTek(nt connec o truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overotl gluu and/or chord members Additional nee permanent bracing building design. Bracing indicated topell always sined or l and lo prevent collapse possiblepersonol nryondp properly damageor general gv guidance the Institute •89 and SCSI Building Component 1and truss SteonPID2aCrltera. DSB riction,ton,delerection bracing ANSI/71`11 Safety soavailable / Truss Plate .218 NSlee Street. 312Alextl^o OQROFESS/p�,q! F LU aP C 60384 m W X , � XR. W30/16 /* OFCAUF" February 12,2016 19! MiTek' 250 Klug Circle Carona, CA 92880 Job Truss Truss Type Qty Ply Robinson Residence CSI. DEFL.. in (loc) Well Ud PLATES GRIP MT20 220/195 K7724561 • 50532ROBINSON T1 Roof Special 2 1 Job Reference (optional) 16:52:34 2016. ante 1 DESIGN ASSISTANCE, PARADISE, CA 6.00 12 4x6 = 15-4-10 I.vvv5"01,vc�,v .....un...v........, r ....... ...... ..-.. ._._-.____•- _�-. ID:zwjmwTThr8HoYA740vUC1 fypGJI-LOnavXR44gM?oiaWCOpWDkOXugnzXalcTLyixKzm7Gg 4x6 = Scale = 1:27.2 3x6 = 13 72 11 10 3x6 = 1.5x4 I I 3x10 11 3x10 11 1.5x4 11 6 l0 1c9 P 0 Plate Offsets X Y— (3:0-2-6,0-1-12 :0-2-6 0-1-13 —_- 11:0-3-3 0-1-8 15.4.10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL.. in (loc) Well Ud PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 9 n/r 120 TCDL 11.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.01 8 n/a n/a Weight: 43 Ib FT = 20% BCDL 10.0 Cade IBC2012/TP12007 (Matrix) BRACING - LUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G recommends that Stabilizers and required cross bracing stalled during truss erection, in accordance with Stabilizer [MiTek llation uide. REACTIONS. All bearings 13-5-12 (lb) - Max Horz 2=19(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 12, 11 Max Grav All reactions 250 Ib or less at joint(s) 2, B. 13, 10 except 12=324(LC 17), 11=323(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-277/96, 7-8=-275/99 WEBS 5-12=-252/108, 6-11=-251/105 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6: end BCDL=6.Opsf; right a 8osed; porch l e and ri ; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ;end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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)' 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 12, 11. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. Design valid for use any with MrTedin connectors. This deign is bused aab only ofdesigndesii parameters nme parameters and property incorporate this des gn into the overall a truss system. Before use. thcomponent, not e building designer must verily the applicability 9 Po building dresign. for snobl di atedand iis o to preven nt bu sefwith possibleng of supersona injuryal truss and and/orproperty damage. chord members only. r gene al guidanceoregarding the permanent bracing fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. OQ9,pFESS/0�,q! F2c � 2 LU C 60384 m Or A &�P._ W30/16 /* , OF CALIF". February 12,2016 MiTek 250 Klug Cirde Corona. CA 92880 Job Truss Truss Type Oly Ply Robinson Residence K1724562 50532ROBINSON T2 Roof Special 2 1 Job Reference (optional) nFSION ASSISTANCE. PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. ThuFeb11 12:06:21 2016 Page cy 74 0 IJ:zwdmwi nuon�rr,rYs.v�..,,ry.� ,...�....��................ 154-10 Scale = 1:27.2 4x8 = 4x8 = 1.5x4 11 3x6 = 12 11 10 3x6 = 1.5x4 I I 1.5x4 I I 1.5x4 11 4 4 0 1'7 0 Plate Offsets X Y — 0-91, f670-4-0 0-0-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Vert(LL) 0.00 floc) I/defl L/d 8 n/r 120 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 BC 0.07 Vert(TL) 0.00 9 n/r 120 TCDL 11.0 BCLL 0.0 ' Lumber DOL 1.25 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 8 n/a n/a Weight: 47 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 OF No.1&Btr G 2-0-0 purlins max.): 4-6. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directlyctly applied or 10-0-0 oc bracing. ceiling OTHERS 2x4 OF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation o e REACTIONS. All bearings 13-5-12. (lb) - Max Horz 2=-33(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 8, 11, 12, 10 Max Grav All reactions 250 Ib or less at joint(s) 2, 8 except 11=342(LC 18), 12=262(LC 1), 10=262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-260/111 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) ' 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 11, 12, 10. 9ROFESS/0 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building �tt,Q\� qrJ 2G1 designer.OP �� m C 60384 m 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.w rn r * EXP. 06130/16 * / February 12,2016 IAWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with NuTekO 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 stabilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 250 Klu CirUa fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. DS8•89 and BCSI Building Component Corona. CA 92880 Safety Information available from Thus Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply Robinson Residence w TCDL 11.0 Lumber DOL 1.25 K1724563 50532ROSINSON T3 Roof Special 2 1 Job Reference (optional) r.... Th Feb!! 12:OC:22 2016 DESIGN ASSISTANCE, PARADISE, CA .yep cv cv,�,.,,, �.. ........... ..... ... ..... .. .�.__.____._ Pane' . ID:zwjmwTThr8HoYA74QvUC1fypGJI-o78uJIEU7?314AN6K52aFuXaf5zuucC?jzR_LszmCLF 15-4-10 46 = 4x8 = 1.5x4 It Scale = 1:27.2 12 11 10 3x6 = 3x6 = 1.5x4 It 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF No. 1&Btr G CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.08 Vert(LL) 0.00 8 n/r 120 MT20 220/195 BC 0.07 Vert(TL) 0.00 9 n/r 120 WB 0.02 Horz(TL) 0.00 8 n/a nla Weight: 49 Ib FT = 20% (Matrix) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing rTe' stalled during truss erection, in accordance with Stabilizer o gide REACTIONS. All bearings 13-5-12. (Ib) - Max Horz 2=-50(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, S. 11, 12, 10 Max Grav All reactions 250 Ib or less at joint(s) 2, 8 except 11=255(LC 1), 12=292(LC 17),10=292(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCD L=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) ' 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 8, 11, 12, 10. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. the size or the orientation of the purlin along the top and/or bottom chord. 11) Graphical purlin representation does not depict ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE or an n rev. f al building BEFORE USE. Design valid for use only with MITe& connectors. This design is based only upon parameters shown. and is for anncdofvid Qi bh sddesign into the overall a truss system. Belore use, the building designer must verity the applicability of design'porometers and property Pa and building atwoysdreg9'ued to stability canddlis to o prepent collapsrevent e'ng at with possible upersonal njjjury and/or property damage.only. or gen1eral guidance regarding the nest bracing is always re storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. DS8.89 and SCSI Building Component Safety Information available from truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. OQROFESS/0^,q! F4. F uJ C 60384 rn D 16 /* OF CAt�Fv February 12,2016 MiTek' 250 Ktug Circle Corona, CA 92880 Jor4 Truss Truss Type Qty Ply Robinson Residence K1724564 50532ROBINSON T4 Roof Special 11 1 Job Reference o liana! P DESIGN ASSISTANCE, PARADISE. CA 7.640 s Sep 29 2015 MiTek Induslnes, Inc. Thu Feb 11 12.06.22 2016 age ID:zwjmwTThr8HoYA74QvUClfypGJI-o78uJIEU7?3I4AN6K52aFuXaH5zxuc ?jzR LszmCLF 8-5 `15-4-10 7-8-5 7.8-5 4x6 = 3x6 = 10 9 6 3x6 — 1.5x4 II 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012rrP12007 LUMBER - TOP CHORD 2x4 DF NO.1&Btr G BOT CHORD 2x4 DF NO.1&Btr G OTHERS 2x4 OF No.t&Btr G Scale = 1:27.8 CSI. DEF L. in (loc) I/clef! L/d PLATES GRIP TC 0.10 Vert(LL) 0.00 6 n/r 120 MT20 220/195 BC 0.07 Vert(TL) 0.00 6 n/r 120 WB 0.03 Horz(TL) 0.00 6 n/a n/a (Matrix) Weight: 50 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. kends that Stabilizers and required cross bracing stalled during truss erection, in accordance with Stabilizer r lation guide. REACTIONS. All bearings 13-5-12. (lb) - Max Hoa 2=-61 (LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 Ib or less at joint(s) 2, 6 except 9=291(LC 1), 10=324(LC 17), 8=324(LC 18) FORGES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. oQROF ESS/ uJ aP C 60384 rn 06/30/16 / * F CAl tr February 12,2016 ®WARNING • Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �- Design valid for use only with tv4Tek& 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 property incorporate this design into the overall MiTek• 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 250 Wu Cirde fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Corona, CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Job Truss Truss Type Qty Ply - Robinson Residence ' K1724565 • 50532ROBINSON T5 Roof Special 1 1 Job Reference (optional) 6 DESIGN ASSISTANCE, PARADISE, CA 4 0 7-8-5 a nn 3x6 = I D:zwjmwTThr8HoYA74QvUC 1 fypGJI-jKDbol WXuKiEbXTpUI Qdtj7vu6UgdHwsALIT56zm7FG 26-2-13 1 a-6.8 Scale = 1:46.4 18 3116 - 17 16 15 14 13 12 11 5x8 = n o C9 0 Plate Offsets X Y — 3:0-3-0 Ede 16:0-4-0 0-3-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP T.CLL . 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 6 n/r 120 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 5 n/a n/a Weight: 81 Ib FT = 20% BCDL 10.0 Code IBC2012lrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&BUG end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-10. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No. 1&Btr G rbe iTek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer stallationuide. REACTIONS. All bearings 25-11-5. (lb) - Max Horz 1=70(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 5, 11, 16, 17, 14, 13, 12 Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 11, 15 except 16=317(LC 1), 17=372(LC 17), 14=262(LC 1), 13=263(LC 1), 12=290(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-17=-272/91 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 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) ' 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) A plate rating reduction of 20% has been applied for the green lumber members. gpFESS/G b) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 11, 16, 17, 14, 13, BT(�2� 12. 10) Following joints to be'plated by qualified designer: Joint(s) 5, not plated. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C� C 60384 m 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building 111 m of designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. XP. r VIS OF OA1.1 February 12,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10103/2015 BEFORE USE. �� Design valid for use only with PNTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not o truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall !Corona. ek• building design. Bracing indicated is to prevent buckling of individual truss we and/or chord members only. Additional temporary and permanent bracing Is always required for slobiGty and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Circle fabricolion, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component CA 92880 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314._ Job DESIGN ASSISTANCE, PARADISE, CA novo s aop 20 ZvI ,., ae Truss Truss Type Qty Ply Robinson Residence 0, BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 OF No.1 &Btr G K1724566 50532ROBINSON T6 Roof Special 1 1 Job Reference o tional [b�emstallecf:duuring truss erection, in accordance with Stabilizer rTs.,, Feb 11 so-na-)e 9MR Pan ... -- •- • -o- ID:zwjmwTThr8HoYA740vUC 1 fypGJI-k WGfk_GkeCJOJTXUSV42LJduFvf9MVYIBHw5DkzmCLD 13 3 7-8-5 36.8 15-0-0 Scale = 1:46.4 3x6 = 6 00 F 3x6 i 17 16 15 14 13 12 11 5x8 = LOADING (psi) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012rrPI2007 CSI. TC 0.13 BC 0.09 WB 0.03 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a HOrz(TL) ' 0.00 (loc) I/deft L/d n/a 999 n/a 999 11 n/a n/a -- PLATES GRIP MT20 220/195 Weight: 88 Ib FT = 20% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 OF No.1 &Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-10. BOT CHORD 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.1&Btr G OTHERS 2x4 OF No.1&Btr G 'Te'recomends that Stabilizers and required cross bracing [b�emstallecf:duuring truss erection, in accordance with Stabilizer I fo 'd REACTIONS. All bearings 25-11-5. (lb) - Max Horz 1=89(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 11, 15, 16, 17, 14, 13, 12 Max Grav All reactions 250 Ib or less at joint(s) 1, 11 except 15=334(LC 18), 16=315(LC 1), 17=384(LC 1), 14=322(LC 1), 13=338(LC 1), 12=304(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-15=-253/81, 2-17=-283/92, 8-13=-256/104 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 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) ' 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. pROFES$/ON 8) A plate rating reduction of 20% has been applied for the green Lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 15, 16, 17, 14, 13, M• 8.4���F�� 12. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 2 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building LU O C 60384 rrn designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.XP O 130116 * / OFCA1_tl u_ - February 12,2016 ®WARNING -verity 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 NUTea 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 MiTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chordmembers en orAdditional ditto lal temporary and regarding the nenl bracing is always required for stability and to prevent collapse with possible personal injury and properly 9 9 9 Crlterla, DSB•89 and BC51 Building Component 250 Klu Circlefabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIJTPII Quality Corona, CA 92880 Safety Information available Irom Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Job Truss Truss Type Qty Ply Robinson Residence BRACING - LUMBER- TOP CHORD K1724567 50532ROBINSON T7 Roof Special 1 1 Job Reference a tional Tr.., ces, s s 11•na-7e')nI6 as e 1 DESIGN ASSISTANCE, PARADISE, CA .ovv s oep zo w • _� . � _- .. •-.---. __._ . I D:zwjmwTThr8HoYA74QvUC l fypGJI-k WGfk_GkeCJOJTXUSV42LJduDvfAMVXIBHw5QkzmCLD g- 6 1 7-8.5 t b•8 17-0-0 Scale = 1:46.4 W+ 1 ( (9 o � 3x6 = a nn f12 3x6 i 16 15 14 13 12 11 10 5x8 = N 1� 0 date Unsers IA. , -- LOADING (psf) TCLL 20.0 TCDL 11.0 BCLL 0.0 ' BCDL 10.0 o.v-o-v w o �.•-•� - - .- - SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 - - - - CSI. TC 0.15 BC 0.09 WB 0.03 (Matrix) -- DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) -0.00 floc) I/deft Ud n/a 999 n/a 999 10 n/a n/a ---- PLATES GRIP MT20 220/195 Weight: 94 Ib FT = 20% BRACING - LUMBER- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-9. BOT CHORD 2x4 OF No.1&Btr G OF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 No.1&Btr G 6-0-0 oc bracing: 1-16,15-16. OTHERS 2x4 OF No. 1&Btr G that Stabilizers and required cross bracing brarecommends be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. All bearings 25-11-5. (lb) - Max Harz 1=107(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 10, 14, 15, 16, 13, 12, 11 Max Grav All reactions 250 Ib or less at joint(s) 1, 10 except 14=339(LC 18), 15=296(LC 1), 16=399(LC 1), 13=323(LC 1), 12=340(LC 1), 11=257(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-14=-258/84,2-16=-299/95, 7-12=-257/105 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=26ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1.5x4 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) ' 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 OpRCFESS/,0 l fit between the bottom chord and any other members. q 8) A plate rating reduction of 20% has been applied for the green lumber members. F 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 10, 14, 15, 16, 13, 12, M gq rJ 2C 11. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. w C 60384 m 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building A designer.P. 06130/16 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OF CAUF February 12,2016 ®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 Mlek@ connectors. This design is based only upon parameters shown, and is for an individual building component, nal a truss system. Before use, the building designer must verify the applicability of design parameters antl properly incorporate This design into the overall MiTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and ng the permanent bating Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidon ce regarding the 250 Mug Cirde fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria. DS8•89 and BCS] Building Component Corona. CA 92880 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. — Job Truss Truss Type Qly PlyRobinson Residence 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 1-10-8 K7724568 50532ROSINSON xi Blocking Supported 5 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Job Reference (optional) _ DESIGN ASSISTANCE. PARADISE, CA 7.640 s Nov 10 2015 MiTek Industries, Inc. Thu Feb 11 16:55:38 2016 Page 1 ID:zwjmwTThr8HoYA74QvUC 1 fypGJI-VDLIJ6et_VQ2Fg4gQKbR8KToPbESvKnYYJntsDzm7Dp 1-10-8 I- 8 I 3x6 = 1 Scale = 1:25.5 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-406/408 WEBS 1-3=-416/416 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 4=399, 3=399. 11) This truss has been designed for a total drag load of 100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 53.3 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9?,OFESS/pN aP C 60384 ,t F CAUL/ February 12,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. lolOY2015 BEFORE USE. 4 6x8 =3 a truss system. Before use. the building designer must verily the applicability of design parameters and property incorporate this design Into the overall 3x6 II 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 1-10-8 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312• Alexandria, VA 22314. Corona, CA 92880 1-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix) Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF No.1 &Btf G BOT CHORD 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. REACTIONS. (Ib/size) 4=65/1-10-8 (min. 0-1-8), 3=65/1-10-8 (min. 0-1-8) Max Harz 4=134(LC 19) Max Uplift4=-399(LC 17), 3=-399(LC 20) Max Grav 4=421(LC 24), 3=421 (LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-406/408 WEBS 1-3=-416/416 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 4=399, 3=399. 11) This truss has been designed for a total drag load of 100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 53.3 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9?,OFESS/pN aP C 60384 ,t F CAUL/ February 12,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. lolOY2015 BEFORE USE. ' Design volid for use only with M100 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria. OSB -89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312• Alexandria, VA 22314. Corona, CA 92880 Jo - TrusS ypeQty Ply Robinson Residence LOADING (psQ TBIrocSkSinTg 2-0-0 CSI. DEFL. in K1724569 50532ROSINSON X2 Supponed 8 1 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Nov 10 2015 MiTek Industries, Inc. Thu Feb 11 16:55:38 2016 Page 1 I D:zwjmwTThr8HoYA74QvUC 1typGJI-VDLIJ6el_vQ2Fg4gQKbR8KTgpbEKvB3YYJnlsDzm7 Dp r 1-9-7 197 I 3x6 I I 5x8 = t-9-7 1-9-7 � Scale = 1:41.4 Plate Offsets (X Y)-- [3:0-3-8.0-3-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 33 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-9-7 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G end verticals. WEBS 2x4 DF No. t&Btr G BOT CHORD 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. REACTIONS. (Ib/size) 4=61/1-9-7 (min. 0-1-8),3=61/1-9-7 (min. 0-1-8) Max Horz 4=-233(LC 6) Max Uplift4=-956(LC 17), 3=-956(LC 20) Max Grav 4=977(LC 24), 3=977(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 14=-962/965 BOT CHORD 34=-282/255 WEBS 1-3=-966/966 NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 4=956, 3=956. 11) This truss has been designed for a total drag load of 100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-7 for 56.0 plf. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �OQEtOF E SS/0`vq ui aP C 60384 CWK ;o 06/30/16 /* February 12,2016 ® WARNING. Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR -7473 rev. 1010312015 BEFORE USE. Design valid for use only with NllTea 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 Irvss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona, CA 92880 X3 DESIGN ASSISTANCE, PARADISE, CA russ Special Supported Gable K1724570 7.640 s Nov 10 2015 MiTek Industries, Inc. Thu Feb 11 16:55:39 2016 Page 1 ID:zwjmw,TThr8HoYA74QvUCltypGJI-zPu7XRfVIDYvs ft_26ggYOsd?aUefLhnzWROfzm7Do 1[—--i 6.00 F12 Scale = 1:41.4 3x6 3x10 II 5x8 = Plate Offsets (X Y) [3:0-3-8.0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G end verticals. WEBS 2x4 DF No. 1&Btr G BOT CHORD 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. REACTIONS. (Ib/size) 4=65/1-10-8 (min. 0-1-8),3=65/1-10-8 (min. 0-1-8) Max Horz 4=232(LC 23) Max Uplift4=-1102(LC 21), 3=-1129(LC 20) Max Grav 4=1236(LC 24), 3=1100(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-1220/1118.1-2=-269/237 BOT CHORD 3-4=-351/301 WEBS 1-3=-1081/1137 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will oQROFESS/p^, fit between the bottom chord and any other members. q� 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=1102, 3=1129. O m 10) This truss has been designed for a total drag load of 100 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag C 60384 rn A loads along bottom chord from 0-0-0 to 1-10-8 for 100.0 plf. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. *. EXP. 06130116 t February 12,2016 ® 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 ANTek& 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 incorporote 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 requited for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterlo, DS8-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Corona. CA 92880 .......... Compression web bracing shown on-CompuTrus designs is to resist buckling of those webs. An Cl3.iTtpuTi'l�S,. iC1C,. alternate method to brace the 2x4 bracing shown on a single member truss is to attach T bracing. Custom Software Engineering Manufacturing Tbracing is a 2x member placed flat on the web as shown inthe figures. FILE N0: I Lateral Brace Detail DATE: 0723108 SEQ: 12787671 PC 2006 /CBC 2007 1-2x4 Brace Required See, appropriate.CompuTrus Engineering 2x4 T Brace I� t-- Web 2 or 3-2x4 Braces Shown See appropriate CompuTrus Engineeri ng 2x6 T Brace F Web . - 2x4 T Brace I� t-=— Web The Tbrace must be at least 80% of the web length and is attached with 10d nails at 6"o.c. throughout Typical at trusses 24'o.c: o nly. If a 2x4 or 2x6 web requires a single brace, a 2x4 Tbrace maybe substituted. ff a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 Tbrace ora 2x4 Tbrace attached to the top and bottom of the web maybe substituted. The T braces) must be of equal or better material than the web. Restraint required at each 'end of brace and at 20' intervals. Lateral Brace Trusses at 24'6.c, typical 2x4 lateral brace with 2-10d nails per truss. Refer to Comp uTrus E ng. Brace must be 80% of the le ngth of the web. Alt. Lateral Brace 2x4 T. Brace with 1✓Dd nails at 6'o.c. �- STANDARD G,gSLE END DETAIL � 12 . VAR12s MATCH COM. TRUSS �i LEDGER. MINIMUM GRADE CORD5. AND STUDS uPER TRU55 DESIGN. = A' A IU d X Q CONTINOA B2ARINS AST REOUIREO SPAN TO MATCH COMMON TRUSS —�► 4-I0d NAILS MIN. 8d 6" O.G. 2-I0d TYP. PLYWOOD SHEATHING TO 2X4 STD.. DF -L BLOCK 2' MAX EAVE W/ NO.2 OR 3TR 4x2 OUTLOOKER5 @ 52" O.G.; DO NOT OVER GUT TOP CORD ® OUTLOOKER NOTCHES. — 511-IP50N A54 OR EGUI VALENT 5TRONGBAGK LEDGER GABLE END --� 51MP5ON A54 OR _ EQUIVALENT 2x CONTINOUS BACKING W/ 16d'5 @ 24" O.G. MIN. GABLE TRU55 TO BACKING $ BACKING TO TOP PLATE. NOTES: 2X4 BLOCK 2X4 STUD OR BTR SPACED ® 5'-0" O.G. SHALL BE PROVIDED AT EACH END OF BRA(fE. CONNECT AT END W/ 4-IOd NAILS. MAX LENGTH 5TANDARD TRUSSES 5PACED_ 6 24" .O.G. 2FT�A (L—A KIM EXP. 06/30/14 s�,9 1). 2X4 NO.2 OR BTR FOR LEDOER R�3- Od NAI.LSNAILED TOGETHER W/ IOd NAILS �. 6" O.G. 2). 2X4 LEDGER NAILED TO EACH 5 D. WIT 3). 2X4 S d NAIL AGEGOIEB� FORNECTED. TO EACH VERT. LEDGER AND 2-10d TOE NAIL5. BOX NAIL'S 4). THE IDd NAILS 5P . (0.131 "D 14X3.0"LG) (0.APPLICABLE TO 5TRUG6LE . TURAL 6AEND IF THE FOLLOWING CONDITIONS ARE TH15 DETAIL " MET: 1). THE HORIZONTAL TIE MEMBER AT THE VERT OPENING SHALL BE BRACED 4'-O" MAX FOR 85 MPH EXP. G WIND LOADING. 2). MAX MEAN ROOF HEIGHT 15 45'. 3). MAX ROOF LIVE LOAD TO BE 40 POUND5 PER 501JARE FOOT. 4). PLEASE GONTAGT TRU55 ENVOI EERIAN ER- AISOLATED HILL, UE5TIIOOR ESCARPMENT. WtIT VALID IF LOCATED ON 7/. L lL_. ­ - •-