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Home My WebLink AboutB16-2023 000-000-000 (2)RECEIVED • OCT 19 2016 ; esign Truss Take -off Design & Sal e�RB AND ASSOCIATES si stance Monte Call - 793 Camellia Dr - Paradise, CA 95969 (530) 811.4132 Office (530) 811-4732 FAX TRUSS ENGINEERING Fox Residence BurrE a 10/10/2016 COUNTY OCT 18 2016 DEVELOPMENT SERVICES &-XP3 r'e—chec/C FOR CQLE OCT 2 0 2016 MiTek Industries (800) 772 5351 PERMIT# 01409 - 2 21a BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE /' DATE ' 0 -Z I - I (4pBYt� PIL-le �1 :A �Z J?a.=QO JO ��QOO2JUJU v F'w a.JW H�OLL� O F-Z,mwo wOc c LLZfn, w� tp LLw�OK�O000 aO��wal-��U Ic zmawKUwaO m lyOwa7 zzow rn 'c z z J 0 z W z U z 0 00of JOZ Q= ' FF j z Z �m Uw a v Lu ZZtnwwZ Q M>>xc�oMz> wUaryaaOwS2 UJPww OF -am w' ScQiW0Owxoo 0 3 a 0 x a O ix LL a N W (0 M i� O O O rn co z (0 m rn > IY OO w X 0 LL W Q C- op W Com. ('. W �. a � 3 {�1 +'` l a K M Z rn w w m r; a 00 y P. 0 w C �Z J?a.=QO JO ��QOO2JUJU v F'w a.JW H�OLL� O F-Z,mwo wOc c LLZfn, w� tp LLw�OK�O000 aO��wal-��U Ic zmawKUwaO m lyOwa7 zzow rn 'c z z J 0 z W z U z 0 00of JOZ Q= ' FF j z Z �m Uw a v Lu ZZtnwwZ Q M>>xc�oMz> wUaryaaOwS2 UJPww OF -am w' ScQiW0Owxoo 0 3 a 0 x a O ix LL a N W (0 M i� O O O rn co z (0 m rn > IY OO w X 0 LL W Q C- op W Com. ('. W �. Job Truss Truss Type City Ply Fox Residence K2447806 60632 FOX - At GABLE II 1 ' Job Reference o do al BC 0.17 Vert(TL) -0.03 14-15 >999 180 BCLL 0.0 ... in 9Ma MiTek Indust iec Inc Fri ont n7 11,49, 15 2016 Pane 1 DESIGN ASSISTANCE, PARADISE, CA "'F' " "" "" "'-'- .. I """-" - I D:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-dTlhHy9i35KKbuTzjR6poAzJS UZhpYElg6FCT1 yVpaM .. 2 - 1 }1 9-11.3 3 - - 46-6- - •8 2.2-12 5.1.0 -0- 5-8-15 6-9-0 9-2.2 6-9-0 5-1-0 2-2-12 4 m 0 41 0 Scale = 1:90.6 3x6 = 3x6 = 45 44 43 42 41 4039 38 37 36 35 34 33 32 31 302829 27 25 24 23 22 21 20 19 18 17 1615 14 4x6 = 5x8 = 26 5x8 = 5x8 = 5xB = 3x6 = 50-9-8 2-2-12 6-}12 14-0.11 20-9-11 29-11-13 36-8-13 42.4-1 4 S7 . 48812 48-9-8 2-2-12 6.1-0 5-8.15 6.9-0 9-2.2 8-9-0 S7 -f0 -1-5 5-1-0 0. 2-0-0 Plate Offsets (X,Y)-- [1:0-4-0,0-3-0], [2:0-5-4,0-1-12],[3:0-6-0,Edge], [5:0-3-0,0-2-1], [8:0-3-0.0-2-1].111:0-3-12.0-2-81, (12:0-5-4,0-1-12], [13:0-4-0,0-3-0], (15:0-4-0,0-3-0], [40:0-4-0,0-3-0], [51:0-4-0,0-5-4], (54:0-1-11,0-1-4], [55:0.2-10,0-1-1], [56:0-1-13,0-1-4], [58:0-1-13,0-1-4], [60:0-1-13,0-1-4], [61:0-4-0,0-5-4], [84:0-4-0 LOADING (psf) SPACING- 2-0-0• CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.01 14-15 >999 240' MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.03 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) -0.01 40 n/a n/a Weight: 533 Ib FT = 20% BCDL ' 10.0 Code IBC2012/TP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 DF NO.1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF No.1&Btr G' OTHERS 2x4 DF No. 1&Btr G WEBS REACTIONS. All bearings 40-0-0 except (jt=length) 14=0-5-8. (lb) - Max Horz 44=-149(LC 6) Max Uplift All uplift 100 Ib or less at joints) 15, 33, 23, 19, 16 except 40=-136(LC 5), 44=-110(LC 8), 43=-143(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 40, 31, 30, 43, 42, 41, 39, 38, 37, 36, 35, 34, 32, 29, 28, 25, 24, 22, 21, 20, 18, 17, 16 except 44=1557(LC 1), 15=414(LC 18), 14=486(LC 1), 33=482(LC 17), 27=362(LC 18), 23=324(LC 14), 19=382(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-97/795, 4-5=-265/83, 11-12=-264/78 BOT CHORD 43-44=-630/121, 4243=-630/121, 41-42=-630/121, 40-41=-630/121 WEBS 3-44=-1280/76, 3-40=0/928, 4-40=-461/98, 11-15=-303/68, 12-14=-392/0, 2-44=-607/117, 6-33=-454/43, 7-27=-336/11, 9-23=-270/56, 10-19=-333!17 Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-33, 7-27, 9-23 BUTTE COUNTY BUILDING DIVISION APPROVE® 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=51ft; eave=2ft; Cat. 11; Exp B; 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) Provide adequate drainage to prevent water ponding. 5) All plates are 2.5x5 MT20 unless otherwise indicated. 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-o wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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, 33, 23, 19, 16 except (jt=1b) 40=136, 44=110, 43=143. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 7,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. I Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify 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 bradng is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 25ona9C it le Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.92880 i JobTruss SPACING- 2-0-0 Truss Type Qty Ply Fox Residence Plate Grip DOL 1.15 TC 0.34 Vert(LL) 0.10 14-15 >999 240 MT20 220/195 TCDL 11.0 K2447807 60632 FOX A2 Piggyback Base 6 1 WB 0.64 Horz(TL) 0.08 12 n/a n/a Max Horz 19=149(LC 7) BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS Job Reference (optional) DESIGN ASSTS I ANG:, NAKAUIJt_, LA npi c c u , „ 11 , 1.1—,. - , .y. I D:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-12_pv_BbMOivSMBYOZf WQpbgghYGOppI W4Ts4MyVpaJ •3• 1 -0- 1 0- - 9• - 3 -13 3-5- 411 50- - 2-2.12 5-1-0 -0- 5.8.15 6.9.0 4-7-1 4-7-1 6-9-0 6-9-0 5-1-0 2-2-12 vt 0 Scale = 1:87.8 5x8 = 2.5x5 II 5x8 = 20 19 18 29 17 30 16 31 15 3L 14 13 12 06 — 4x6 = 5x8 = 5x8 = 300 = 3x6 = 5x8 = 4x8 = 2.5x5 II 4x6 = 2.5x5 11 50.9.8 2 2 12 B-3 12 14-0.11 20.9-N 25-4-12 29.11.13 _ 36-8-13 1274-7 4 - -.I 4&6-12 4 •8 2r 2-12 61-0 5-8-15 4.7.1 6-9-0 5-7-10 -1-5 5-1-0 0 -2.12 -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deo Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) 0.10 14-15 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.32 14-15 >999 180 WEBS BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.08 12 n/a n/a Max Horz 19=149(LC 7) BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS Weight: 311 lb' FT = 20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&BU G TOP CHORD BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF No. 1&Btr G BOT CHORD WEBS REACTIONS. (Ib/size) 19=2400/0-5-8, 12=1765/0-5-8 Max Horz 19=149(LC 7) Max Uplift 19=-321 (LC 8), 12=-204(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-921777,3-4=-1066/190.4-5=-1479/281, 5-6=-1463/296, 6-7=-1463/296, 7-8=-1796/325, 8-9=-2211/347, 9-10=-2214/325 BOT CHORD 18-19=-576/116, 17-18=-100/915, 16-17=-55/1249, 15-16=-90/1517, 14-15=-184/1909, 13-14=-231/1926 WEBS 3-19=-2158/283, 3-18=-199/1764, 4-18=-957/108, 4-17=-15/498, 5-16=-71/609, 6-16=-301/35, 7-15=-112/620, 8-15=-595/135,8-14=-43/302, 9-13=-334/33, 10-12=-1660/208,2-19=-632/123,10-13=-219/1987 Structural wood sheathing directly applied or 4-3-2 oc purlins, except 2-0-0 oc purlins (5-5-15 max.): 5-7. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-17, 6-16, 7-16, 8-15 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=51 ft; eave=6ft; Cat. Il; Exp B; 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 100 Ib uplift at joint(s) except (jt=1b) 19=321,12=204. 8) 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 M1TEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSI/TPI1 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® October 7,2016 MiTek' 250 Klug Circle Corona, CA 92880 UtSIGN ASSIS I ANGt, I-AKAUISt, UA tl.ulu s Apr zu zul o MI I eK Inausines, Inc. I -n UCI ur 11:4z:1u zul d rage 1 I D:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-VEYB6JCD7Jq m4 WmkyHAlzO8w75mglGLulkOPcoyVpa I 1-1;1-10-9-1 2. 8 36- 3-3-0 50.9.8 6-7-106-7-10 6-7-10 7-6-8 - VI 0 5x8 = 3x6 = 3x6 = 5x8 = Scale = 1:89.4 12 22 21 20 34 19 18 17 16 35 15 14 13 4x6 = 5x8 = 5x8 = 4x6 —4x6 = 4x8 5x8 = 5x8 = 2.5x5 II 4x6 = 8x8 = 3x10 = 4x6 2.5x5 II = 50-9.8 2-2-12 8-3.72 14-2-1 20-9-11 a2-2-15 28-&8 '2 11-1 38.7.7 31 433-0 1 48-8-12 a6 a 2-2-12 8.1-0 5-70.5 6-7-10 1.5.51 6-3-9 •5.5 6-7-10 2-7-14 3-11.12 5-3-12 0- - 2 LOADING (psf)SPACING- Truss Truss Type Qty Ply Fox Residence r66732FOX Ud TCLL 20.0 Plate Grip DOL 1.15 K2447808 Vert(LL) A2E ROOF TRUSS 5 1 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.62 16-17 >784 Job Reference o tional UtSIGN ASSIS I ANGt, I-AKAUISt, UA tl.ulu s Apr zu zul o MI I eK Inausines, Inc. I -n UCI ur 11:4z:1u zul d rage 1 I D:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-VEYB6JCD7Jq m4 WmkyHAlzO8w75mglGLulkOPcoyVpa I 1-1;1-10-9-1 2. 8 36- 3-3-0 50.9.8 6-7-106-7-10 6-7-10 7-6-8 - VI 0 5x8 = 3x6 = 3x6 = 5x8 = Scale = 1:89.4 12 22 21 20 34 19 18 17 16 35 15 14 13 4x6 = 5x8 = 5x8 = 4x6 —4x6 = 4x8 5x8 = 5x8 = 2.5x5 II 4x6 = 8x8 = 3x10 = 4x6 2.5x5 II = 50-9.8 2-2-12 8-3.72 14-2-1 20-9-11 a2-2-15 28-&8 '2 11-1 38.7.7 31 433-0 1 48-8-12 a6 a 2-2-12 8.1-0 5-70.5 6-7-10 1.5.51 6-3-9 •5.5 6-7-10 2-7-14 3-11.12 5-3-12 0- - 2 LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.23 16-17 >999 240 TCDL11.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.62 16-17 >784 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 13 n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD BOT CHORD 2x4 OF No.t&Btr G 'Except* 17-18: 2x6 DF No.2 G BOT CHORD WEBS 2x4 OF No. 1&Bit G WEBS JOINTS REACTIONS. (Ib/size) 21=2521/0-5-8.13=1844/0-5-8 Max Horz 21=149(LC 7) Max Uplift 21=-195(LC 8), 13=-130(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-85/765, 3-4=-1217/84, 4-5=-1659/115, 5-6=-1574/133, 6-7=-1648/144, 7-8=-1667/174,8-9=-1960/176, 9-10=-2351/205, 10-11=-2346/204 BOT CHORD 20-21=-564/112, 19-20=0/1049, 18-19=0/1424, 17-18=0/1616, 16-17=0/1632, 15-16=-54/2036,14-15=-119/2036 WEBS 3-21=-2267/155, 3-20=-71/1887, 4-20=-1006/26, 4-19=0/541, 5-19=-683/80, 5I18=-98/1537,18-23=-904/0, 6-23=-903/0,17-24=-463/125.7-24=-510/134, 7-16=-271/468, 8-16=0/643, 9-16=-570/143, 9-15=-56/288; 10-14=-342/11, 2-21=-686/146,11-13=-1756/143,11-14=-125/2138 PLATES GRIP MT20 220/195 Weight: 353 Ib FT = 20% Structural wood sheathing directly applied or 4-2-0 oc purlins, except 2,0-0 oc purlins (4-3-10 max.): 5-8. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,13-14,12-13. 1 Row at mid pt 5-19, 18-23, 17-24, 7-16, 9-16 1 Brace at Jt(s): 23, 24 BUTTE COUNTY BUILDING DIVISION APPROVE® NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3-secwnd gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=51ft; eave=6ft; Cat. II; Exp B; 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) 200.01b AC unit load placed on the top chord, 23-4-12 from left end, supported at two points, 2-6-0 apart. 4) Provide adequate drainage to prevent water ponding. QROF ESS/01V 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. RRIL 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 Q �E B `�2 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. w o S6332 M n 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) tY X 21=195,13=130. XP. 613012018 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. rFOFCAt-tFae October 7,2016 ® WARNING -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 with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall, verall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i Iak^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 Fox Residence GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.11 K2447809 60632 FOX A3 Piggyback Base 1 1 Vert(TL) -0.32 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference o bona DESIGN ASSISTANCE, PARADISE, CA tf.uiu s Apr [u zu to wu 1 ex inuusrnes, uuc. ni ucu ur i i.vc.cv cv i u rage 1 ID:5rx?mfkpFgyl2TspWkXcv3zDaow-zR6aKfDrudydigLxW i_VEhABVEkUjG1zOyy9EyVpaH -3.1 8 3 -1 36$- 3 - -1 8 - - 0 2-2-12 5.1-0 -44.7.1 6-9-0 6-9-0 5-1-0 0.7.4 Scale = 1:85.3 5x8 = 2.5x5 II 5x8 21 20 19 2r 4x6 = 5x8 = 4x6 = 2.5x5 II 18 [e 17 Zy 16 ov 15 14 13 12 5x8 = 3x10 = 3x6 = 5x8 = 5x8 = 2.5x5 II 49-2-0 F2212 83-12 14-0.17 20.9-11 25-0-12 29-11-13 36-8-13 __ 42-4-7 4bS12 48-8-12 48,9.8 2-2-72 6.1-0 5.8.15 6-9-0 4-7-1 4-7.1 0.9-0 s_7_1 7 10 1 1 5 5 1-0 0.212 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.11 15-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.32 15-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 HOrz(TL) 0.08 13 n/a n/a Weight: 306 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 Matrix -MS LUMBER- TOP CHORD 2x4 DF No. 1&Btr G BRACING - TOP CHORD • Structural wood sheathing directly applied or 4-2-13 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except WEBS 2x4 DF No.1 &Btr G 2-0-0 oc purlins (5-5-11 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-21,20-21,19-20. WEBS 1 Row at midpt 5-18, 6-17, 7-17, 8-16 REACTIONS. (Ib/size) 20=2405/0-5-8,13=1626/0-5-8 Max Horz 20=-145(LC 6) Max Uplift 20=-321 (LC 8), 13=-215(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-93/777, 3-4=-1070/190, 4-5=-1485/280, 5-6=-1471/296, 6-7=-1471/296, 7-8=-1807/325, 8-9=-2232/346, 9-10=-2255/323 BOT CHORD 19-20=-576/102, 18-19=-110/919, 17-18=-68/1255, 16-17=-104/1527, 15-16=-197/1926, 14-15=-245/1985 WEBS 3-20=-2163/283, 3-19=-199/1768, 4-19=-960/108, 4-18=-15/500, 5-17=-71/614, 6-17=-301/35,'7-16=-112/629, 8-16=-607/134, 8-15=-43/315, 9-14=-328/38, 10-13=-1573/217,2-20=-631/122,10-14=-249/2024 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=51ft; eave=6ft; Cat. II; Exp B; 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 100 Ib uplift at joint(s) except (jt=1b) 20=3211,13=2`15. 8) 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 Mil -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Cluality Criteria, CSB -69 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® October 7,2016 MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Fox Residence 7-2-13 6-11-11 5-9-3 6-0-12 Plate Offsets MY)— [3:0-4-0.0-3-01, f6:0-5-8,0-2-41, [8:0-6-0.0-2-81, [10'04-0.0-3-01, [13:0-3-9.0-2-01, [14:0-5-8,0-2-41, fl6'0-6-0 0-1-141 [19'0-10-0 0-2-81 9-14=-744/39,11-13=-214/1851. 3-20=-52/282 K2447810 60632_FOX A4 Piggyback Base 12 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Job Reference o t'o al DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr ZD 2016 Mi 1 eK moustnes, Inc. 1-n Oct Or 11:42:21 2016 rage 1 ID:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-RdgyX?ETfx4 U Kpw73iDD2RD HyvY7DDC BC2i WhgyVpaG 4£-10 8.6.8 14-891 20-9-11 22-9-0 25-4-12 29-11-13 36-11-8 42-8-11 48-9-8 4 6-10 3-11-14 6-1-9 6=1-9 1-11-5 2-7-12 4-7-1 6-11-11 5-9-3 62 it 0 5x8 = 2.5x5 // 5x8 = Scale = 1:85.8 20 19 14 . 13 12 4x6 = 3x6 = 702 MT20HS = 5x8 = 4x8 = 3x6 II 212 8-3-12 8 ' 14-8-1 20-9-11 22-9-0 29-11-13 36-11-8 42-8.11 48-9-8 121-22-1122 2 2 12 6-1-0 0 2 12 6-1-9 6_19 1 11-5 7-2-13 6-11-11 5-9-3 6-0-12 Plate Offsets MY)— [3:0-4-0.0-3-01, f6:0-5-8,0-2-41, [8:0-6-0.0-2-81, [10'04-0.0-3-01, [13:0-3-9.0-2-01, [14:0-5-8,0-2-41, fl6'0-6-0 0-1-141 [19'0-10-0 0-2-81 9-14=-744/39,11-13=-214/1851. 3-20=-52/282 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.21 15-16 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.75 15.16 >640 180 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.55 12 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MS Weight: 265 Ib FT = 20% LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, TOP CHORD 2x4 DF No. 1&Btr G except end verticals, and 2-0-0 oc purlins (3-2-8 max.): 6-8. BOT CHORD 20 DF No. 1&Btr G WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 19=2424/0-5-8, 12=1565/Mechanical Max Horz 19=160(LC 7) Max Uplift 19=-323(LC 8), 12=-209(LC 8) FORCES: (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-48/328, 2-3=-30/373, 3-4=-83/837, 4-5=-1680/240, 5-6=-3157/288, 6-7=-3783/303, 7 -9=-2542/361,9-10=-2160/344,10-11=-2282/325,11-12=-1504/202 -8= -3998/331,8 BOT CHORD 1-20=-297/46, 19-20=-447/74, 18-19=-867/187, 17-18=-163/1622, 16-17=-62/3039, BUTTE COUNTY 15-16=-76/2444,14-15=-201/2110,13-14=-229/1974 , 3-19=-287/62, 4-19=-1792/203, 4-18=-198/2215, 5-18=-1361/93, 5-17=0/1337, BUILDING DIVISION WEBS 6-17=-743/0, 6-16=-64/2070, 7-16=-372/45, 8-16=-104/2012,9-15=-26/412, APPROVED 9-14=-744/39,11-13=-214/1851. 3-20=-52/282 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Yasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp B; 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 MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 16 = 12% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y 2-0-0 wide QROF ES$/0� 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 b 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) Refer to girder(s) for truss to truss connections. f 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Q S63 19=323,12=209. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. XP.D / OF October 7,2016 ® WARNING - Verify design parameters and READ NOTES ON WIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Well( is always required for stability and to prevent collapse valh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and 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 oly Ply Fox Residence 1.15 TCDL 11.0 Lumber DOL 1.25 K2447811 60632 FOX A5 Piggyback Base 6 1 Code IBC2012rrPI2007 Weight: 305 Ib FT = 20% BRACING - Job Reference o lional DESIGN ASSISTANCE, PARADISE, CA 8.U1U s Apr zU 20i6 MiTek ex maustnes, uw. rn Our ur i i.42.22 4U to rdye i I D:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-vpDKILE5GECLxzVJdPkSbfmWh lvBydlKRiR3D7yVpaF 2-2-12 7-3-12 8 3-1 14 0 11 20-9-11 25-4-12 29-11-13 36-8-13 43.5-12 48-9-8 2-2-12 5-1-0 -0 5-8-15 6-9-0 4-7-1 4.7-1 6-9-0 6.9-0 5-3-12 5x8 = 2.5x5 II 5x8 = Scale = 1:86.0 19 18 17 16 `0 15 `r 14 13 12 11 4x6 = 5x8 = 5x8 = 3x10 = 3x6 = 5x8 = 5x8 = 2.5x5 II 4x6 = 2.5x5 II 2+ 8 3 12 1� 4-0-11 20-9-11 25 4-12 29-11-13 36-8-13 42-4-7 •4 -5 2 48-9-8 2-2-12 6-1-0 5-8-15 6-9-0 4-7-1 4.7-1 6.9-0 5.7-10 1-5 5.3-12 Plate Offsets (X Y) 15:0-6-0.0-2-81, [7:0-6-0.0-2-81, [9�0 41 0 0 3 Ol [12-0-3-9 0-2-81, [13:G-4-0.0-3-01, [16:0-4-0.0-3-01, [1710-4-0.0-3-01 LOADING (pso 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 IBC2012rrPI2007 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) 18=2406/0-5-8, 11=1583/Mechanical Max Horz 18=-141(LC 6) Max Uplift 18=-321 (LC 8), 11=-211(LC 8) CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.34 Vert(LL) -0.11 13-14 >999 240 MT20 220/195 BC 0.37 Vert(TL) -0.32 13-14 >999 180 WB 0.65 Horz(TL) 0.08 11 n/a n/a Matrix -MS Weight: 305 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, except 2-0-0 oc purlins (5-5-11 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at mid pt 5-16, 6-15, 7-15, 8-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-93/777, 3-4=-1071/190, 4-5=-1485/280, 5-6=-1471/295, 6-7=-1471/295, 7-8=-1808/324, 8-9=-2234/345, 9-10=-2257/320 BOT CHORD 17-18=-576/94, 16-17=-116/919, 15-16=-75/1255, 14-15=-112/1528, 13-14=-204/1927, 12-13=-251/1989 WEBS 3-18=-2163/283,3-17=-198/1769, 4-17=-960/108,4-16=-14/501, 5-15=-71/614, 6-15=-301/35, 7-14=-111/629, 8-14=-608/134, 8-13=-42/316, 9-12=-328/40, 2-18=-631/122,10-12=-256/2027,10-11=-1541/207 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=49ft; eave=6ft; Cat. II; Exp B; 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 100 Ib uplift at joint(s) except Qt=1b) 18=321,11=211. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® October 7,2016 Welk' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Fox Residence Plate Offsets (X Y) [5:0-6-0-0-2-81,r7:0-6-0,13-2-81 f9 0 4 0 0 3 O1 fl2,0 3 9 0 2-81 [13:0-4-0 0-3-01 [16:0-4-0 0-3-01 !1770-4-0 0-3-01 K2447812 60632 FOX A6 Piggyback Base 1 1 CSI. DEFL. in ' (loc) I/deft Ud >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 job Reference (optional) Ut:Z1IU V HJJIJ I HnII.C, rnrtnulaa=, un -•- _ - - -1 -- -- - - ---- - --- --- - I D:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-00niyh FjBYKCZ74 WB6Fh7sJhRi FQh4?UfMBdlZyVpaE 2-2-12 7-3-12 8 3-1 14.0.11 20-9 11 25-4-12 29-11-13 36-8-13 43-5-12 48-9-8 2-2-12 5-1-0 -0 5 8-15 6-9-0 4-7-1 4-7-1 6-9-0 6-9-0 5-3-12 of 0 5x8 = 2.5x5 II 5x8 = Scale = 1:86.0 do 19 18 17 [5 16 �0 15 14 13 12 11 4x6 = 5x8 = 5x8 = 3x10 = 3x6 = 5x8 = 5x8 = 2.5x5 II 4x6 = 2.5x5 11 13? 2 2 12 8-3-12 14-0 11 20-9-11 f 25-4-12 291-13 36-8-13 42-0-7 43-5-A2 48-9-8 i 2- -1 6-1-0 5-8-15 6-9-0 4-7-1 4-7-1 6-9-0 5-7-10-1-5 5-3-12 Plate Offsets (X Y) [5:0-6-0-0-2-81,r7:0-6-0,13-2-81 f9 0 4 0 0 3 O1 fl2,0 3 9 0 2-81 [13:0-4-0 0-3-01 [16:0-4-0 0-3-01 !1770-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ' (loc) I/deft Ud >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.11 13-14 TCDL 11.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.32 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) . 0.08 11 n/a n/a Weight: 305 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, TOP CHORD 2x4 DF No. 1&Btr G BOT CHORD 2x4 DF No.1 &Btr G except 2-0-0 oc purlins (5-5-11 max.): 5-7. WEBS 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-15, 7-15, 8-14- -14REACTIONS. REACTIONS.(Ib/size) 18=2406/0-5-8, 11=1583/0-3-8 Max Horz 18=-141(LC 6) Max Uplift 18=-321 (LC 8), 11=-211(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-93/777, 3-4=-1071/190, 4-5=-1485/280, 5-6=-1471/295, 6-7=-1471/295, 7-8=-1808/324, 8-9=-2234/345, 9-10=-2257/320 BOT CHORD 17-18=-576/94, 16-17=-116/919, 15-16=-75/1255, 14-15=-112/1528, 13-14=-204/1927, 12-13=-251/1989 WEBS 3-18=-2163/283, 3-17=-198/1769, 4-17=-960/108, 4-16=-14/501, 5-15=-71/614, 6-15=-301/35, 7-14=-111/629, 8-14=-608/134, 8-13=-42/316, 9-12=-328/40, 2-18=-631/122,10-12=-256/2027,10-11=-1541/207 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=49ft; eave=6ft; Cat. II; Exp B; 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 = I O.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 100 Ib uplift at joint(s) except (jt=1b) 18=321,11=211. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® October 7,2016 MiTek° 250 Klug Circle Corona, CA 92880 ci Job Truss Truss Type Qty Ply Fox Residence GRIP TCLL ' 20.0 - TC 0.34 Vert(LL) -0.10 K2447813 60632 FOX A7 Piggyback Base 1 1 Vert(TL) -0.32 14-15 >999 180 BCLL ' 0.0 Rep Stress Incr YES Job Reference (optional) DESIGN ASSIb IANGL, NARALlISt, GA b.ulu S Apr zu zulb mi I eK inaustnes, Inc. t -n Vct ur 11:42:ZJ Bulb rage 1 ID:5rx?mfkpFgyl2TspWkXcv3zDaow-00niyhFjBYKCZ74WB6Fh7sJhOiFPh41 UfmBdlZyVpaE 7- 3-1 -0. 1 -9-1 -4- 3t? -:1.3 43- - BS 50.6.7 2-2-12 5.1-0 •0. 5-8-15 6-9-0 4-7-1 4-7-1 6.9.0 5-1-0 -11-11 Scale = 1:87.4 5x8 = 2.5x5 I I 5x8 = 20 19 18 28 17 29 16 30 15 31 4x6 4x6 = 5x8 = 5x8 = 3x10 = 3x6 = = 2.5x5 II 11 I� 6 14 13 12 5x8 = 4x8 = 2.5x5 11 4x6 = 50.6-7 i 2.2.12 6.3-72 14-0.11 20.9-11 25-4-12 29-11.13 I - 38.8-13 42-d-7 '4 5-t 48.612 4 8 2-2-12 6-1-0 5-0-15 8-9-0 4-7.1 d-7.1 8-9-0 5-7-10 •1.5 5-1-0 0.212 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.10 14-15 '>999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.32 14-15 >999 180 BCLL ' 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -MS Weight: 310 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G 2-0-0 oc purlins (5-5-14 max.): 5-7. WEBS 2x4 DF No.1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-2b,19-20,18-19. WEBS 1 Row at midpt 5-17, 6-16, 7-16, 8-15 REACTIONS.. (Ib/size) 19=2402/0-5-8.12=1742/0-5-8 Max Horz 19=-148(LC 6) Max Uplift 19=-321(LC 8), 12=-205(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-92f777,3-4=-1068/190, 4-5=-1481/281, 5-6=-1466/296, 6-7=-1466/296, 7-8=-1800/325, 8-9=-2218/347, 9-10=-2233/326 . BOT CHORD 18-19=-576/114, 17-18=-102/917, 16-17=-58/1251, 15-16=-93/1521, 14-15=r187/1916, 13-14=-234/1942 WEBS 3-19=-2160/284, 3-18=-199/1765, 4-18=-958/108, 4-17=-15/499, 5-16=-71/610, 6-16=-301/35, 7-15=-112/623, 8-15=-600/135, 8-14=-43/306, 9-13=-325/33, .10-12=-1632/207.2-19=-632/123,10-13=-215/1939 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=51 ft; eave=6ft; Cat. II; Exp B; 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 = 1 O.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 100 Ib uplift at joint(s) except (jt=1b) 119=321,112=205. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - verlry design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® 99,0FESS10/11 O f oS 6332 XP. 6130/2018 OFC tF�� October 7,2016 MiTek. 250 Klug Circle Corona, CA 92880 w Job Truss Truss Type Qty Ply' Fox Residence 50.9.8 48-6 0.212 2.0 Plate Offsets (X Y) 13:0-4-0 0-3-01, [570-6-0.0-2-81.17:0-6-0.0-2-81, [9:0-4-0.0-3 01 (13:0-3-9.0-2-81,114-0-4-0.0-3-01. (17:0-4-0.0-3-01, 118:04-0 0-3-01J19:0-3-9.0-2-81 K2447814 60632 FOX A8 Piggyback Base 5 1 Max Horz 20=149(LC 7) LOADING (psf) SPACING- 2-0-0 Job Reference o tional DESIGN ASblb IANUL, YAKAUIJt, UA ^F, ^ "• "' "^'-•'-"-"'., ' ..y,. ' ID:5rx?mfkpFgyl 2TspMXcv3zDaow-sCL4A1 GMysS2BHfilgmwg4rgA6akQcVdu?wAl?yVpaD 7• 4-0- 1 0.9- 5 6- -13 43.5-1 -9- 2.2.12 5.1.0 -4 5-&15 6.9.0 6-9-0 6-9-0 5-1-0 2-2.12 of 0 Scale = 1:88.2 2.5x5 II 20 19 18 [S 17 au .16 ar 15 14 13 12 4x6 = 5x8 = 5x8 = 3x10 = 3x6 = 5x8 = 2.5x5 II 4x6 = 2.5x5 11 2-2-12 2� -0-0 2-0-0 0-2.1 11-3-12 14-0.11 6.1-0 5$-15 20.9-11 25-d-12 2E 11-13 6-9-0 4.7-1 4-7-1 36-8-13 6.9-0 2x4 DF No. 1&Btr G 42-4-7 4}5-11 48.8-12 5-7-10 {-1-5 51-0 50.9.8 48-6 0.212 2.0 Plate Offsets (X Y) 13:0-4-0 0-3-01, [570-6-0.0-2-81.17:0-6-0.0-2-81, [9:0-4-0.0-3 01 (13:0-3-9.0-2-81,114-0-4-0.0-3-01. (17:0-4-0.0-3-01, 118:04-0 0-3-01J19:0-3-9.0-2-81 BOT CHORD WEBS REACTIONS. (Ib/size)' 20=2082/0-5-8, 12=2083/0-5-8 Max Horz 20=149(LC 7) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC.LL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.15 14-15 >999 240 ,MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.46 17-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.16 12 n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -MS Weight: 311 Ib FT = 20% 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)' 20=2082/0-5-8, 12=2083/0-5-8 Max Horz 20=149(LC 7) Max Uplift 20=-278(LC 8), 12=-247(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2795/396, 3-4=-2770/426, 4-5=-2416/410, 5-6=-2145/390, 6-7=-2145/390, 7-8=-2407/410, 8-9=-2784/426, 9-10=-2700/390 BOT CHORD 18-19=-285/2425, 17-18=-252/2420, 16-17=-165/2065, 15-16=-166/2064, 14-15=-255/2423,13-14=-289/2361 WEBS 3-19=-339/38, 4-18=-39/263, 4-17=-549/124, 5-17=-105/596, 5-16=-41/376, 6-16=-301/35, 7-16=41/377, 7-15=-107/594, 8-15=-563/129, 8-14=-35/262, 9-13=-418/47, 2-20=-1963/269, 10.12=-1980/251, 2-19=-278/2377, 10-13=-281/2453 Structural wood sheathing directly applied or 3-8-9 oc purlins, except 2-0-0 oc purlins (4-6-5 max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13,11-12. 1 Row at midpt 4-17, 6-16, 8-15 BUTTE COUNTY BUILDING DIVISION APPROVE® 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=51ft; eave=6ft; Cat. 11; Exp B; 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 5x8 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonrwncurrent 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 QRpF ESS1 •will fit between the bottom chord and any other members, with BCDL = 1O.Opsf.��_RRIQ Bq`�y 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) except Qt=1b) 01 p 9� G1� 20=278,12=247. Q S6332 m m 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. L o A *. EXP. 6/301018' *. October 7,2016 ® WARNING - Verity design parameters end READ NOTES ON TNISAND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, rection and bracing of trusses and truss systems, see ANSIITPII 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 e Job Truss Truss Type City Ply Fox Residence ' BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (4-6-3 max.): 5-7. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-18, 6-17, 8-16 K2447815 60632 FOX A9 Piggyback Base 1 1 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD - 2-3=-2801/396, 3-4=-2777/426, 4-5=-2423/410, 5-6=-2153/390, 6-7=-2153/390, 7-8=-2418/410, 8-9=-2804/426, 9-10=-2749/391 , job Reference o do al DESIGN ASSISTANCE, PARADISE, CA o.0 tu s mpr [u cu i o ivu i vK muuauiva, nu.. r.. CL Ur 11:44:404VIV raga , ID:5rx?mfkpFgy 12Tsp WkXcv3zDaow-KOvTNNHJ9avoREuIXH9CHO?t Wwy93kn7fgjgSyVpaC -2- 3 8 3- •9. 1 - 5- - -11.3 36-8- 3 4 • 48-6-1 2-2-12 5-1-0 -0. 5-8-15 6-9-0 4-7.1 4-7-1 6.9.0 6-9-0 - 5-1-0 •5.9 - Scale = 1:85.4 2.5x5 11 21 20 19 Lb 18 Zr 17 Zo 16 `a 15 14 13 '2 5x8 = 5x8 = 3x10 = 3x6 = 5x8 = 4x6 = 2.5x5 11 2.5x5 It 2-2-12 50-0-5 2-0-0 8-312 f4-0-11 za9-11 2S4 -1z zs-11-13 t 3&8-13 42.4.7 43_,.s 4e -6-1z 4aa-e , 2-0-0 6-1-0 5-8-15 6-9-0 4-7-1 4-7.1 6-9-0 5-7-10 1 5 5 1-0 0 712 LOADING (psf) 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 IBC2012/TP12007 CSI. TC 0.47 BC 0.43 WB 0.31 Matrix -MS DEFL. in (loc) Well Ud Vert(LL) -0.15 15-16 >999 240 Vert(TL) -0.46 15-16 >999 180 Horz(TL) 0.16 13 n/a n/a PLATES GRIP MT20 220/195 Weight: 309 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD _ Structural wood sheathing directly applied or 3-8-7 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (4-6-3 max.): 5-7. WEBS 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-18, 6-17, 8-16 REACTIONS. (Ib/size) 21=2085/0-5-8, 13=2017/0-5-8 Max Horz 21=-149(LC 6) Max Uplift 21=-278(LC 8), 13=-264(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD - 2-3=-2801/396, 3-4=-2777/426, 4-5=-2423/410, 5-6=-2153/390, 6-7=-2153/390, 7-8=-2418/410, 8-9=-2804/426, 9-10=-2749/391 , BOT CHORD 19-20=-285/2430, 18-19=-252/2426, 17-18=-166/2072, 16-17=-166/2073, BUTTE COUNTY 15-16=-256/2439,14-15=-291/2411. WEBS 3-20=-340/38, 4-19=-39/263, 4-18=-549/124, 5-18=-105/595, 5-17=-41/380, BUILDING DIVISION 6-17=-301/35, 7-17=-43/374, 7-16=-108/601, 8-16=-573/128, 8-15=-35/272, 9 -14= -409/45,2 -21=-1967/269,10.13=-1942/278,2-20=-278/2382,10-14=-296/2457 �// e�..(l V APPROVED. ®` ,ED 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=50ft; eave=6ft; Cat. H: Exp B; 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 5x8 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 = 1 O.Opsf. Q9,OF ESS/0,V 7) A plate rating reduction of 20% has been applied for the green lumber members. Provide connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) RRIL q� �� e9 F4- 8) mechanical ��Q O �1� 21=278, 13=264. m 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottochord. o S63 2 m LU fY � EXR 613012018 /*. / October 7,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery,rerection and bracing of trusses and truss systems, see ANSITfPl1 Quality Criteria, DSB-89 and BCS] Building Component 250 Klug Circe 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 Fox Residence ' K2447816 60632 FOX A10 Piggyback Base 1 1 Job efere e o do al Dt51GN A5blb I ANUt, VAKAUlbt, UA r,N, ..,.,,.,,,-,. ......., ,,._�.,, .-'- ' _. _ , ID:5rx?mfkpFgyl 2Tsp WKXcv3zDaow-ZsQ RieBybia2rCdMgs8Hub3eWHB5HSIbHQklYvyVpaK 7 3-12 1 14.0.11 1 20-9-11 1 25:4 1 1 29-11-13 1 36-1-14 1 42-3-14 1 48-9-8 7312 6-9-0 4-7-1 4-7-1 6-2-1 6-2.1 6-510 91 0 Scale = 1:84.7 2.5x5 II 19 18 17 16 LO 15 `r 14 .13 12 11 4x6 _ 5x8,= 3x6 = 3x10 = 5x8 = 3x6 = 3x6 II 2.5x5 II 2.2.1z ' 2-0-0 7-112 -5-1 14-0.11 20.9-11 25-4-12. 29-11-13 36-1-14 4r. - 48 9-6 20-0 5-1-0 -1-5 5-7.10 6-9-0 4-7-1 4-7-1 6.2-1 6-2-1 8-5-10 0-2.12 Plate Offsets (X Y) f10-4-0.0-3-01, WO -6-0.0-2-81, f7�0 6 0 0 2 81 [970-4-0.0-3-01, [12:0-3-9.0-2-81, (1470-4-0.0-3-01, [1770-4-0.0-3-01, [1870-3-9.0-2-81 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in floc) 1/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0;15 16-17 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.46 16-17 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.16 11 n/a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -MS Weight: 306 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-2 oc purlins, BOT CHORD 2x4 OF No. t&Btr G except end verticals, and 2-0-0 oc purlins (4-6-3 max.): 5-7. 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: 1-19,18-19. WEBS 1 Row at midpt 4-16,.6-15, 8-14 REACTIONS. (Ib/size) 11=1901/0-5-8, 19=2088/0-5-8 Max Horz 19=160(LC 7) Max Uplift 11=-254(LC 8), 19=-279([-C 8) n FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - 41 ST TOP CHORD 2-3=-2707/382, 3-4=-2789/423, 4-5=-2412/409, 5-6=-2152/390, 6-7=-2152/390, 7-8=-2415/412, 8-9=-2762/426, 9-10=-2862/403, 10-11=-1835/246 BOT CHORD 17-18=-286/2368, 16-17=-257/2428, 15-16=-169/2068, 14-15=-169/2070, 13-14=-251/2407,12-13=-296/2491 WEBS 3-18=-420/51, 4-17=-33/261, 4-16=-563/126, 5-16=-106/592, 5-15=-40/384, t 6-15=-305/36,7-15=-50/378, 7-14=-110/612, 8-14=-566/125, 8-13=-47/293, 9-12=-309/34,10-12=-278/2348,2-19=-1985/268,2-18=-300/2459 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=t t Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=49ft; eave=6ft; Cat. 11; Exp B; 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 5x8 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 oQ�QF ES'S/QN9 will fit between the bottom chord and any other members, with BC DL = 10.Opsf. � �,RRjQ 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) except Qt=1b)to 11=254,19=279. Q S 6332 �rn rr 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. W Q rr BUTTE COUNTY*, EXP. 613012018 *. BUILDING DIVISION 9 APPROVE® October 7,2016 ® 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ®` a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall M iTe k 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 ANSI1TPI1 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 Job Truss Truss Type Qty Ply Fox Residence BOT CHORD 2x4 OF No.1&Btr G except end verticals. WEBS 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 OF No. 1&Btr G 6-0-0 oc bracing: 1-33,32-33. K2447817 60632 FOX . G1 GABLE 1 1 , 28, 2 ,(LC 25.8) Max Grav All reactions 250 Ib or less at joint(s) 23, 10, 22, 30, 29, 28, 26, 25, 24, 21, .19, 18, 17, 15, 14, 13, 12, 11 except 32=403(LC 17), 33=411(LC 1), 27=365(LC 13), 20=259(LC 14), 16=494(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Referenc o tional UtbIUN Abblb I ANUt, I-AKAUlbt, UA a.0 lU 5 Apr LU Lu 1 o NII I ex Inu U51ne5, inc. rn um V r I I :9L:L/ Lula rage I ID:5rx?mfkpFgyl2TspWkXcv3zDaow-Gnl Do3IEEnrd2kNHQyKdIiTMjPubd?vv3az9quKyVpaA i 6.2.9 l 11-10-7I 17-6-4 i 25.1-9 I 33-0-8 6-2-9 5-7.13 5-7-13 7-7-6 7-10-15 3x6 = 6 Scale = 1:59.9 33 32 31 30 5929 28 27 26 25 • 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 4x8 = 4x6 = 5x8 = 2.5x5 II 14 LOADING (pso 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 IBC2012lrP12007 CSI. TC 0.39 BC. 0.08 WB 0.17 Matrix -MS DEFL. in (loc) I/deft Lid Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 274 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, BOT CHORD 2x4 OF No.1&Btr G except end verticals. WEBS 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 OF No. 1&Btr G 6-0-0 oc bracing: 1-33,32-33. REACTIONS.- All bearings 31-0-0. (Ib) - Max Hoa 33=126(LC 7) Max Uplift All uplift 100 Ib or less at joints) 32, 31, 27, 16 except , 28, 2 ,(LC 25.8) Max Grav All reactions 250 Ib or less at joint(s) 23, 10, 22, 30, 29, 28, 26, 25, 24, 21, .19, 18, 17, 15, 14, 13, 12, 11 except 32=403(LC 17), 33=411(LC 1), 27=365(LC 13), 20=259(LC 14), 16=494(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-261/19 WEBS 3-32=-337!73, 2-33=-313/19, 4-27=-326/87, 8-16=-467/114 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=31ft; eave=2ft; Cat. Il; Exp B; 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 1.50 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. QtzQF ESS/0N 8) A plate rating reduction of 20% has been applied for the green lumber members. 100 Ib uplift at joint(s) 32, 31, 27, 16 �� RRIL q7 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9f except 6t=1b) 11=107. 10) Non Standard bearing condition. Review required. w S63 n m BUTTE COUNTY o BUILDING DIVISION XP. 613012018 APPROVE® FOFCAI October 7,2016 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. �• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not y' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall M I lek� 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 personat uality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle injury•and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlr P11 Q Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty PlyFox Residence K2447818 60632_FOX G2 Common 3 1 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.06 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 ob Reference (optional) DESIGN Abb15I ANGE, FAKADISE, GA O.0 IU J Mpg zV zV 10 Ivll I — 111—u—, Iln.. rll Vl.l U! 1 rayc 1 I D:5rx?mfkpFgyl 2Tsp V"cv3zDaow-kzbb?OJs?4zUfuyT_grsgwOVHjzkMKEDpduORnyVpa9 6-2-9 11-10.7 17-6-4 25-1-9 33-0-8 6-2.9 5-7-13 57-13 7-7-6 7-10.15 ql 0 4x6 = 5 Scale = 1:59.9 3x6 = 13 y n 3x6 = 3x6 = 5x8 = 3x6 = 4x6' = 1.5x4 11 2-0.02- 2 8.7.12 15-0.1 21-5-12 27-10-12 33.0.8 2-0-00. 2 6 SO 6-5 0 6 -SO 6 -SO 5-1-12 Plate Offsets (X Y) [7:0-3-0.0-1-121, It 1'04-0.0-3-01 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 0.53 Vert(LL) -0.06 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 414 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.04. 9 n/a n/a Weight: 176 Ib FT = 20% BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS LUMBER-' BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-13 oc purlins, , BOT CHORD 2x4 DF No.1&Btr G except end verticals. 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: 1-13. WEBS 1 Row at midpt 5-10 REACTIONS.. (Ib/size) 9=1498/0-3-8, 13=1199/0-5-8 Max Horz 13=128(LC 7) Max Uplift 9=-121(LC 8), 13=-167(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1278/237, 4-5=-1005/232,5-6=-803/215, 6-7=-17/456 BOT CHORD 12-13=-12811073,11-12=-92/1012, 10-11=-17/682, 9-10=-44/408 WEBS 4-11=-439/98, 5-11=-104/589, 6-10=-8/373, 6-9=-1457/158, 3-13=-1386/177, 7-9=-446/41 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. ll; Exp B; 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 = t O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. to bearing capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6) Provide mechanical connection (by others) of truss plate 9=121,13=167. p�OF ESS/p;N O f - BUTTE cOUN` Y co o S 6332 � m BUILDING DIVISION EXP. 6/30/2018 :. s APPROVED s October 7,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify 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 fabrication, storage• delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 Fox Residence Plate Offsets (X Y) [11:0-3-12.0-3-01, f120 8 0 Edgel [110-3-9.0-1-81 K2447819 60632 G2E Attic 6 1 SPACING- 2-0-0 -FOX DEFL. in (loc) I/deft Ud PLATES GRIP Job Reference (optional)' DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Oct 07 11:42:28 2016 Page 1 I D:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-kzbb?OJs?4zUfuyT_grsgwOWujoAMOzDpduORnyVpa9 7-7-9 14-4-4 } 17-6-4 1 20.8.4 1 26-8-10 27-10.12 33-0.8 i 7-7-9 6.8-11 3-2-0 3.2.1 6-0-5 1-2-2 5-1-12 4x4 = 19 Scale = 1:59.9 3x6 % 1s 3x6 4 6 6.00 12 15 1.5x4 ]>4 3x6 % 63 4x6 ! 3x6 8 2 I I� s IT 14 13 12 11 10 9 to 3x4 =2.5x5 II' 8x16 = 4x8 = 4x8 - 3x10 = 6x12 = 4x4 = 2.5x5 II -0.0 2- -12 7-7-9 14-4-4 0.8.4 27- 0.12 2 -8 33-0.8 2-0-6 0.- 2 5-4-13 6.8-11 6-4-1 7-2-8 0.1-12 5-0-0 ' Plate Offsets (X Y) [11:0-3-12.0-3-01, f120 8 0 Edgel [110-3-9.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.22 12-13 >999 240 MT20 .220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.72 12-13 >429 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MS Attic -0.14 11-12 542. 360 Weight: 206 Ib FT = 20% LUMBER- TOP CHORD 2x4 OF No.1 &Btr G BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, BOT CHORD 2x6 OF No.2 G *Except* except end verticals. 11-12: 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. . WEBS 2x4 OF No.1&Btr G JOINTS 1 Brace at Jt(s): 15 REACTIONS. (Ib/size) 10=1731/0-3-8.14=1357/0-5-8 Max Horz 14=128(LC 7) Max Uplift 14=-4(LC 8) Max Grav 10=1775(LC 2), 14=1364(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1781/0, 3-4=-1462/0, 4-5=-408/0, 5-6=-456/0, 6-7=-1441/0, 7-8=-3/380 BOT CHORD 12-13=0/1544, 11-12=0/1225, 10-11=-265/19 WEBS 3-12=-522/129, 4-12=-14/296, 7-11=0/1640, 7-10=-1772/0, 4-15=-912/94, 6-15=-912/94, 8-10=-350/7, 2-14=-1294/0, 2-13=0/1574 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp B; 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) 200.01b AC unit load placed on the top chord, 17-6-4 from left end, supported at two points, 2-6-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 4,15, 6-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 11-12 QROF ESS/O 8) A plate rating reduction of 20% has been applied for the green lumber members. IR9�F 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14. � �� 9 20 10) Attic room checked for U360 deflection. `t BUTTE COUNTY LIJ o S 6332 ;)a M BUILDING DIVISION XP. 6/3012018 *. APPROVE® oFCAli_1F� October 7,2016 ® WARNING - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ry�® a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall M i lek` 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 thus systems, see ANSIRVIt 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 Fox Residence Plate Offsets (X Y) [1:0-4-11.0-2-31, f8:0 -4-0,G-5-41, [9:0-4-0.0-4-121 LOADING (pso SPACING- 2-0-0 CSI. K2447820 60632 FOX G3 Common 15 Vert(LL) -0.18 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.80 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Oct 07 11:42:29 2016 Page 1 I D:5rx?mfkpFgy l 2Tsp WkXcv3zDaow-CA9zDkKU mO5LH2XOW M5N7Yb87B45onM2HexzDyVpa8 2-2-12 9.10-8 I 17.6.4 l 25-1-9 + 33-0-8 2-2-12 1 7-7-12 7-7-12 7-7-6 7-10-15 0 0 Scale = 1:55.6 4x6 II lY 10 _ 3x6 = 3x6 = 8x8 — 8x8 — 1 5x12 MT20HS = 2-0-0 12-4-13 22-6-14 33-0.8 2Z0 0 12 10-2-1 10-2-1 10-5-10 ' Plate Offsets (X Y) [1:0-4-11.0-2-31, f8:0 -4-0,G-5-41, [9:0-4-0.0-4-121 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.18 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.44 8-9 >840 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -MS Weight: 190 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No. t&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No. 1&Btr G WEBS 1 Row at midpt 3-10,5-7 REACTIONS. (Ib/size) 10=2152/0-5-8, 7=1861/0-5-8 Max Horz 10=126(LC 7) Max Uplift 10=-287(LC 8), 7=-248(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-461/67, 2-3=-609/150, 3-4=-2451/417, 4-5=-2494/423, 5-6=-589/144, 6-7=-434/83 BOT CHORD 1-10=-55/456, 9-10=-255/2199, 8-9=-13211618,7-8=-261/2248 T BUTTE.ate/ �COUNTY WEBS 2-10=-435/98, 3-10=-2071/230, 3-9=-270/78, 4-9=-168/965, 4-8=-178/1047, 5-8=-291/62, 5-7=-2139/242 BUILDING DIVISION NOTES- APPROVE® 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=33ft; eave=4ft; Cat. 11; Exp B; 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) All plates are MT20 plates unless otherwise indicated. 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 100 Ib uplift at joint(s) except (jt=lb) 110=287.7=248. Q?,OFESS/ON LOAD CASE(S) Standard�� rGRRIQ 6q`�2c 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.15 Uniform Loads (plf) Vert: 14=-62, 4-6=-62,1-7=-60 Q S6332 nLLI rn cc EXP. 6/30/2018 OF CAUL October 7,2016 ® WARNING . verify 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 MiTek® connectors- This design is based only upon parameters shown, and is for an individual building component,. not No a truss system. Before use, the building designer must verify 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DS8419 and BCSI Building Component 250 Klug Circe 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 Fox Residence ' 3x4 = K2447821 60632 FOX G4 Common 1 1 34.9.15 2-0-0 2- -12 9.10.8 2-0-0 0 2 7-7-2 17-0-4 7-7-12 25-2-0 32-9-12 7-7-12 _ 7-7.12 Job R Terence o tional DESIGN ASSIS I ANUL.- YAKAUIJt, U/A .....,......r..�..�..._..... _.. ...___...__, ... _. ... ____. _ _.____ _ I D:5rx?mfkpFgy l 2TSPWwcv3zDaow-gMiLQ4 L6XiDCvC6s54tKvL5t5Xe4gM9 WGxNU*vpa7 212 9108 _U2 34.9Q13532-12 2- .2-2-12 7764 7-720 i 4x6 = 4 Scale = 1:61.0 1.5x4 11 4x6 = 5x8 = 4x6 = 1.5x4 II 3x4 3x4 = • 34.9.15 2-0-0 2- -12 9.10.8 2-0-0 0 2 7-7-2 17-0-4 7-7-12 25-2-0 32-9-12 7-7-12 _ 7-7.12 3 8 0. - 2 1.9.7 Plate Offsets X Y -- [10:0-4-0.0-3-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) 0.07 10-11 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.23 10-11, >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.05 8 n/a n/a Weight: 174 Ib FT = 20% BCDL 10.0. Code IBC2012rrP12007 Matrix -MS LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins. TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No. t&Btr G WEBS 1 Row at mid pt 5-10,3-10 REACTIONS. (Ib/size) 8=1419/0-5-8,12=1437/0-5-8 Max Horz 12=115(LC 7) Max Uplift 8=-160(LC 8), 12=-193(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1777/264, 3-4=-1348/248, 4-5=-1348/248, 5-6=-1777/268 BUTTE COUNTY BOT CHORD , 10-11=-159/1499, 9-10=-162/1499 WEBS 4-10=-146/685, 5-10=-522/120, 6-9=-115/1357, 6-8=-1298/165, 3-10=-522/116, BUILDING DIVISION 2-11=-135/1352,2-12=-1304/182 NOTES- APPROVED 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=35ft; eave=4ft; Cat. ll; Exp B; 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. 1 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=lb) 8=160.12=193. AQROFESS/ON S, . 0�\ 9( o S 6332 7� rn * P.6/30/2018 * / �OF CA1-h October 7,2016 �— ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MITeIC' 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/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 Job Truss Truss Type Qty Ply Fox Residence K2447822 60632 FOX G5 GABLE 1 1 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 31-32 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 Job Reference o tional UtWUN ASJIJ 1 ANUt, YAKAUIJC, t.A o.0 w a r V. cu cu i o wu i en uruuauiea, ura,. — — ur r rag. ID:5rx?mfkpFgy 12Tsp WkXcv3zDaow-9YGkeQLI I?L3WMh2foOZSYe67x2pZoffVb7215yVpa6 6-0-0 I 17.6.4I 28-6-8 _ 35-0-8 6.6-0 11-0-4 11.0-4 6-6-0 Scale =1:62.1 3x6 = 6 4x6 = axo — 32 31 30 29 28 27 26 25 24 23 22 2120 19 18 17 16 15 1413 - 12 5x8 = 1 Iq 0 2-0-0 6-6-0 28-6-8 33.0-8 35-0-8 2-01 4.8-0 22.0-8 4-6-0 2-0-0 Plate Offsets (X Y) [1:0-4-0.0-3-01, [2:0-5-4.0-1-121, f6:0-3-0 Edoel f10:0-5-4.0-1-121, [1170-4-0.0-3-01, [24:134-0,G-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 0.17 Vert(LL) -0.01 31-32 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.08 Vert(TL) . -0.02 31-32 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 13 n/a n/a ' BCDL 10.0 Code IBC2012/TPI2007 Matrix -S Weight: 291 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. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF No. 1&Btr G 6-0-0 oc bracing: 1-32,31-32,12-13,11-12. OTHERS 2x4 DF No.1&Btr G REACTIONS. All bearings 31-0-0. (lb) - Max Horz 32=-116(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 31, 29, 25, 19, 15, 14 Max Grav All reactions 250 Ib or less at joint(s) 31, 13, 23, 22, 30, 28, 27, 26, 21, 20, 18, 17, 16 except 32=482(LC 1), 12=484(LC 1), 12=484(LC 1), 29=318(LC 13), 25=375(LC 13), 19=369(LC 14), 15=310(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BUTTE TE COU NTY WEBS 2-32=400/0, 10-12=405/0, 4-29=-285/66, 5-25=-301/58, 7-19=-326/66, 8-15=-275/63 BUILDING DIVISION NOTES- APPROVE® 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=35ft; eave=2ft; Cat. left and right 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch 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)•AII plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. has been designed for a 10.0 psf bottom chord live load nonrwncurrent with any other live loads. 6) This truss 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. 15,6qc ?,()FESS/ON 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 31, 29, 25, 19, 14. O f oS 6332 M XP. 6130/2018 *. '2 OF CAY October 7,2016 ® WARNING -Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPI1 Quality Criteria, OSB -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 Qly Ply Fox Residence Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.15 13-14 >999 240 MT20 220/195 TCOL 11.0 K2447823 60632 FOX P GABLE 1 1 WB 0.44 Horz(TL) 0.14 10 n/a n/a Weight: 476 Ib FT = 20% BCDL 10.0 Code IBC2012ITP12007 Matrix -MS job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Oct 07 11:42:36 2016 Page 1 ID:5rx?mfkpFgyl2TspWkXcv3zDaow-VW4dh7Pl7YzMd7Z?SL k9cLvbyfgEOWOftgpjJyVpa1 1 7-4-2 1 14-1-7 I 2a1a12 27.8.1 1 34-50 41-9.8 1 7-4-2 6-9.5.6-9-5 a9-5 7-4.1 5x8 = 6.00 10 w oo oo — ov ., — — "" 11 10 3x6 = 5x8 = 5x8 = 3x6 = 3x10 = 3x6 3x6 i 4x6 J 2-1•12 4t -s -e 2-0-0 9-7-12 117-1-12 24-7-12 32-1-12 _ _i 39-7.12 39-a-8 20-0 7.60 7-0-0 7-0-0 7-6-0 7-0-0 0-1-V2 ^ ^ Plate Offsets (X,Y)-- [3_0-1-11,Edge], [4:0-4-0,0-3-0], (6:0-4-0,0-3-4], (7_0-1-11,Edge], (9:0-4-12, Edge], [12:0-4-0,0-3-0], [13:0-4-0,0-3-0], [17:0-2-0,0-0-7], [19:0-2-0,0-0-7], Scale = 1:83.9 Il 0 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.15 13-14 >999 240 MT20 220/195 TCOL 11.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.42 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.14 10 n/a n/a Weight: 476 Ib FT = 20% BCDL 10.0 Code IBC2012ITP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 OF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF No.1&Btr G BOT CHORD OTHERS 2x4 DF No.1&Btr G WEBS REACTIONS. (Ib/size) 10=1664/0-3-8,15=1636/0-3-8 Max Horz 15=-138(LC 6) Max Uplift 10=-204(LC 8), 15=-200(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=-24751399, 4-5=-2071/374, 5-6=-2071/374, 6-8=-2463/397, 8-9=-387/93 BOT CHORD 14-15=-273/2214, 13-14=-196/1979, 12-13=-93/1507, 11-12=-195/1978, 10-11=-269/2195, 9-10=-33/314 WEBS 5-12=-142/791, 6-12=-582/127, 6-11=-73/338,5-13c-1421792,4-13=-584/127, 4-14=-76/349,2-15=-2494/303,8-10=-2319/277 Structural wood sheathing directly applied or 4-0-6 oc purlins. Except: 6-0-0 oc bracing: 1-2 Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-15.8-10 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=6.0psf; h=25ft; B=45ft; L=42ft; eave=5ft; Cat. II; Exp B; 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 In 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 14-0 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 2-0-6 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 10=204,15=200. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED October 7,2016 MiTek" 250 Klug Cirde Corona, CA 92880 Job Truss Truss Type Qty PlyFox Residence Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.13 13-14 TCDL 11.0 K2447824 60632 FOX P1 Roof Special 3 1 WB 0.42 - Weight: 225 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 Matrix -MS job Reference (notional) A 11.., A] 11.A ].7] 7n1R Dann 1 DESIGN ASSISTANCE, PARADISE, CA o.uiv a mpl.4 wiv •.•,, ^_ - •- - . ID:5rx?mf kpFgy 12Tsp WkXcv3zDaow-zid?uTQVur5CEH8C?3Vzipu4gL?BzTyYuXaMFlyVpaO 0- 7$• 3 - -6 19-8 7_112 7.4-2 6-9-5 6-9-5 6-g.g 6-9-5 7.4.1 Scale = 1:67.5 5x8 = 15 5x8 = 5x8 = 41-9.8 2-0-02-1 2 9-7.12 17-1-12 24.7-12 32-1-12 39.7.12 J •8 2-0-00-1• -0-0 7.6-0 7-B-0 7-0-0 7-0-0 0.1- 22-0-0 Plate Offsets (X Y) 13:0-4-0.0-3-01, [7:0-4-0.0-3-01, f12:0-4-0.0-3-01, (13:0-4-0.0-3-01 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.13 13-14 TCDL 11.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.36 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.12 10 n/a n/a Weight: 225 Ib FT = 20% BCDL 10.0 Code IBC2012/TP12007 Matrix -MS LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&BU G WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 15=1713/0-3-8, 10=1713/0-3-8 Max Horz 15=144(LC 7) Max Uplift 15=-229(LC 8), 10=-197(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-15.7-10 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=-2192/359, 4-5=-1940/359, 5-6=-1940/360, 6-7=-2192/364 BOT CHORD 14 -15=-213/1852,13-14=-168/1821,12-13=-77/1417,11-12=-170/1821, 10-11=-219/1852' WEBS 5-12=-136/737, 6-12=-524/120,5-13=-1341737, 4-13=-524/118, 3-15=-2211/267, 7-10=-2211/245, 2-15=-279/58, 8-10=-279/52 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l i 11; Exp 6; enclosed; MWFRS (directional); cantilev(3-second gust) er left and right ght exxposed; end vertical0left andright exposed porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x6 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) 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) except Qt=1b) 15=229,10=197. AWARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10107/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shorn, 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 andlor 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 ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® October 7,2016 MiTek' 250 Klug Circle Corona, CA 92880 JobTruss Truss Type Qty Ply Fox Residence 0-2.1 4 Plate Offsets (X Y) ' [3:0-4-0.0-3-01, [770-4-0,0-3-01, [12Q-4-0.0-3-01, [13,0-4-0.0-3-01 K2447825 60632 FOX P3 Roof Special 1 1 SPACING- 2-0-0 CSI. TC 0.36 DEFL. in (loc) I/defl Ud Vert(LL) -0.13 11-12 >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 6,mu s Apr 40 20 i o rvu i ex uruubanes, uw. rn vu w i r.vc.3o cv iv rays i ID:5rx7mfkpFgyl 2Tsp WkXcv3zDaow-RuBN6pR8f9D3sRjOZmOCE 1 QFRILTiw9h6BKvn ByVpa7 719 9 l 13.10.14 20.8-3 1 27-5-8 36.9.5 4-2-14 41-0-3 7-1. 6-9-5 6-9-5 7-1-5 Scale = 1:67.1 5x8 = 5x8 = 5x8 = 41-4-3 1.9.12 3 9-5-13 16-11-6 24-5-0 31.10-9 ' 1-9-7 7.5-10 7-510 7-5.10 7-5-10 39-4-3 39-6,15 - • 21-9 7-5-10 0-2.421_9-4 0-2.1 4 Plate Offsets (X Y) ' [3:0-4-0.0-3-01, [770-4-0,0-3-01, [12Q-4-0.0-3-01, [13,0-4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. TC 0.36 DEFL. in (loc) I/defl Ud Vert(LL) -0.13 11-12 >999 240 PLATES GRIP MT20 220/195 TCLL 20.0 Plate Grip DOL 1.15 TCDL 11.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.36 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.13 10 n/a , n/a Weight: 224 Ib FT = 20% BCDL 10.0 Code IBC2012(rP12007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins. BOT CHORD 2x4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.1 &Btr G WEBS 1 Row at midpt 3-15.7-10 REACTIONS. (Ib/size) 15=1696/0-5-8, 10=1695/0-5-8 , Max Horz 15=142(LC 7) , Max Uplift 15=-227(LC 8), 10=-198(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2196/360, 4-5=-1940/359, 5-6=-1940/360, 6-7=-2196/364 BOT CHORD 14-i5=-217/1857,13-14=-172/1823, 12-13=-8011418,11-12=-17311823, 10-11=-223/1857 WEBS 5-12=-136/737, 6-12=-526/121, 5-13=-134/737, 4-13=-526/119,3-15=-2194/261, 7-10=-2192/242, 2-15=-274/58, 8-10=-274/53 BUTTE COUNTY NOTES - 1) Unbalanced roof live loads have been considered for this design. BUILDING DIVISION 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=41ft; eave=5ft; Cat. left ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch and right APPROVED exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 3x6 MT20 unless otherwise indicated. 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 20.00sf 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 = t O.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 100 Ib uplift at joint(s) except (jt=1b) 15=227,10=198. p�pFESS/ON w o S 6332 6/30/2018 OFC October 7,2016 ®WARNING • Veriy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, OSB89 and SCSI Building Component 250 Klug Circe 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 Fox Residence K2447826 60632 FOX P4 Roof Special Girder 1 Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fn Oct 07 11:42:39 2016 Page 1 I D:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-w511J9SmQTLwUala7TXRnEzP99azREugLr3TKeyVpa_ 1.11.6 9-7-3 14-2-15 18-10-12 23-6-9 28-2-5 32-10-2 37-9-8 4-11:, 4-7-13 4-7-13 4-7-13 4-7-13 4-7-13 4.7-13 4-11.6 5x8 = Scale = 1:69.0 8x12 II 4x6 = 4x6 = 8x16 11 8x8 = 8x8 = 8x8 = 8x8 = 8x8 ly 1-11-6 9-7-3 14-8-12 18-10-12 23-0 4 28-2-5 32-10.2 37-9-8 1 4 11.8 4-7-13 5 1-10 4-2-0 - 4.1-8 5-2-2 't -13 4-11.6 Plate Offsets (X,Y)-- [2:0-4-0,0-3-0], [3:0-3-12,0-1-12], [7:0-2-4,0-2-4], [8:0-4-0,0-3-0], [10:Edge,0-3-9], [11:0-3-9,0-4-12], [12:0-3-9,0-4-12], [14.0-4-0,0-4-8], [16.0-3-9,0-4-12], [17:0-3-9.0-4-121, [18:0-10-8,0-3-81 LOADING (psl) 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 NO Code IBC2012ITP12007 CSI. TC 0.42 BC . 0.96 WB 0.97 Matrix -MS DEFL. in (loc) I/defl Lid Vert(LL) -0.05 17-18 >999 240 Vert(TL) -0.16 17-18 >999 180 Horz(TL) 0.03 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 547 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, BOT CHORD 2x6 OF No.2 G except end verticals. 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: 14-15,13-14. REACTIONS. All bearings 0-5-8 except (jt=length) 15=0-5-15 (input: 0-5-8), 13=0-6-0 (input: 0-5-8). (lb) - Max Horz 18=150(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) except 18=-577(LC 8), 15=-1479(LC 8), 13=-1488(LC 8), 10=-545 LC 8) Max Grav All reactions 250 Ib or less atjoint(s) except 18=4452(LC 17), 15=11145(LC 1), 13=11216(LC 1), 10=4216(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5006/658, 2-3=-1875/261, 3-4=-325/2514, 4-5=-203/1395, 5-6=-189/1395, 6-7=-308/2507, 7-8=-1944/270, 8-9=-5022/660, 1-18=-3159/405, 9-10=-3180/407 BOT CHORD 17-18=-207/710, 16-17=-561/4336, 15-16=-236/1626, 14-15=-2365/424, 13-14=-2375/425, 12-13=-168/1687,11-12=-527/4351,10-11=-83/658 WEBS 2-17=443/3237, 2-16=-3406/492, 3-16=-801/5820, 3-15=-5662/800, 4-15=-2840/352, 4-14=-261/2326.5-14=-1434/138, 6-14=-265/2345, 6-13=-2854/354,7-13=-5718/807, 7-12=-807/5874, 8-12=-3350/484, 8-11=-437/3179, 1-17=-455/3784, 9-11=-464/3852 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. Bottom chords connected as.follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=38ft; eave=5ft; Cat. II; Exp B; 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) 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) WARNING: Required bearing size atjoint(s) 15, 13 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 577 Ib uplift at joint 18, 1479 Ib uplift at joint 15, 1488 Ib uplift at joint 13 and 545 Ib uplift at joint 10. ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION . APPROVED _p,�,pFESS/ON� RRIL� 6�`F2c O f Uo S 6332 ;o rn EXP. 6130/2018 TFOF CA1 tFO� October 7,2016 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Fox Residence K2447826 60632 FOX P4 Roof Special Girder 1 Job Reference (optional DtbIUN Abblb IANUtz, VAKAUIJt, UA o.v ru arpi <uc iu .-. c /cyto I D:5rx?mfkpFgyl 2TspWkXcv3zDaow-w5llJ9SmQTLwUala 7TXRnEzP99azR EugLr3TKeyVpa_ NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1545 Ib down and 215 Ib up at 1-8-4, 1545 Ib down and 215 Ib up at 3-8-4, 1545 Ib down and 215 Ib up at 5-8-4, 1545 Ib down and 215 Ib up at 7-8-4, 1545 Ib down and 215 Ib up at 9-8-4, 1545 Ib down and 215 Ib up at 11-8-4, 1545,Ib down and 215 Ib up at 13-8-4, 1545 Ib down and 229 Ib up at 15-8-4, 1545 Ib down and 229 Ib up at 17-8-4, 1545 Ib down and 229 Ib up at 19-8-4, 1545 Ib down and 229 Ib up at 21-8-4, 1545 Ib down and 217 Ib up at 23-8-4, 1563 Ib down and 217 Ib up at 25-84, 1563 Ib down and 217 Ib up at 27-8-4, 1563 Ib down and 217 Ib up at 29-8-4, 1553 Ib down and 217 Ib up at 31-8-4, and 1563 Ib down and 217 Ib,up at 33-84, and 1563 Ib down and 217 Ib up at 35-8-4 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: 1-5=-62, 5-9=-62, 10-18=-20 Concentrated Loads (lb) Vert: 16=-1545(B) 19=-1545(B)20=-1545(B)21=-1545(B)22=-1545(B)23=,1545(B)24=-1545(B)25=-1545(8)26=-1545(B)27=-1545(8)28=-1545(6)29=-1545(8) 30= -1563(B)31= -1563(B)32= -1563(B)33= -1563(8)34= -1563(B)35= -1563(B) BUTTE COUNTY BUILDING DIVISION APPROVED WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. f0/0312015.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 verity the applicability of design parameters and properly incorporate this design into the overall IVI i lek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality 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 Job > Truss Truss Type Qty (loc) I/defl Ud Fox Residence TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a �Job K2447827 60632_FOX PHI GABLE 1 n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 7 n/a n/a Reference (optional) ^�+��+^�� •+ o.0 iu s Apr zu cu io mi i eK inausmes, Inc. t•n UCI U/ 11:4Z:4U ZU16 Page 1 ID:5rx?mfkpFgyl2TspWkXcv3zDaow-OHJ7XVSOAmTn5ktnhB3gJSWgeZ8ZAw5_aVpOr4yVpZz 4-7-1 9-2-2 4-7-1 4-7-1 Scale = 1:18.3 3x6 = 5 11 10 9 2.5x5 = 1.5x4 II 1.5x4 II .1.5x4 II 2.5x5 = 'LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -S Weight: 28 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. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No. 1&Btr G REACTIONS. All bearings 9-2-2. (lb) - Max Horz 1=-25(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1, 8, 7, 11 Max Grav All reactions 250 Ib or less at joint(s) 1, 8, 2, 7, 10, 9, 11 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; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. 11; Exp B; 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) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 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) 1, 8, 7, 11. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVED QROFESS/0 RRIQ CIO 4 LU oS 6332 rn cc i%* • • EXP. 6/30/2018 * / October 7,2016 MiTek' 250 Klug Circle Corona. CA 92880 Job Truss Truss Type Qty Ply Fox Residence Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 K2447826 60632_FOX PH2 Piggyback 39 1 MT20 220/195, TCDL 11.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 Job Reference (optional) UtblUN Abblb IANIa, NAKAUIbt, UA 8.1.11U S Apr LU ZU16 MI I eK Inaustnes. Inc. Fn VCt Ut 11 AZA1 ZU1b Nage 1 . y. 10:5rx?mfkpFgy l 2TspWkXcv3zDaow-sTt WkrTOx4bejuSzEuaysf2gTzS8vNK7o9YaN WyVpZy 4-7-1 9-2-2 4-7-1 4-7-1 46 = 3 ® L.JXJ — I.JX4 car.J — 6 Scale = 1:18.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 4-6 >999 240 MT20 220/195, TCDL 11.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -S Weight: 26 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. BOT CHORD 2x4 DF No. t&Btr G , BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No. 1&BV G REACTIONS: All bearings 9-2-2 except (jt=length) 5=0-3-8, 5=0-3-8.. (lb) - Max Horz 1=-25(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 4, 5, 5 except 1=-136(LC 1) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 2=354(LC 1), 4=320(LC 1), 6=255(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; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of -truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4, 5 except Qt=lb) 1=136. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. BUTTE COUNTY BUILDING DIVISION APPROVED QROF ES S/0�, RRIQ 89(�2c O f Ld LI oS63 2 M EXP. 6/30/2018 �* October 7,2016 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 Ply Fox Residence o ' K2447629 60632 FOX VAI GABLE 1 1 3x6 27 Job Reference o lio a U1=61UN ASJI, I ANUt, YAKAUIbt, LA ^M' 1^ .1 " ' .. ""' "' ' ' • ^` """ "y" ' I D:5rx?mfkpFgyl 2TspWkXcv3zDaow-KgRuxBUeiOkVL219oc580tb?FMo?embH 1 pl7vzyVpZx 214-12 42-9-8 21-4-12 21.4-12 Scale = 1:71.5 5x8 = 8 9 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 DF No.1&Btr G WEBS 1 Row at midpt 8-21, 9-20, 7-22 REACTIONS. All bearings 42-9-8 (lb) - Max Horz 1=-144(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 18, 19, 27, 26, 25, 24 except 21=-102(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 21, 1, 15 except 16=336(LC 18), 17=374(LC 14), 18=438(LC 14), 19=448(LC 14), 20=353(LC 14), 27=336(LC 1), 26=374(LC 13), 25=439(LC 13), 24=446(LC 13), 22=345(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 10-19=-258/59, 6-24=-258/59 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=43ft; eave=5ft; Cat. II; Exp B; 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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, 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 100 Ib uplift at joint(s) 16, 17, 18, 19, 27, 26, 25, 24 except (jt=1b) 21=102. BUTTE COUNTY BUILDING DIVISION APPROVED 99,0FESS/ON ��`�� RRILZ G, O CD LU oS 6332 rn rn cc _,4___�XR 6/30/2018 /* 1 OF October 7,2016 ®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 MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall M i lTek' 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 ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circa Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 1q o 0 3x6 i 3x6 27 26 25 24 23 2221 20 19 18 17 16 3x6 = 5x8 = ' 42-9-8 42-9-8 Plate Offsets (X Y) [3:0-0-0.0-0-01, [4:0-0-0,0-0-01. [5Q-0-0.0-0-01, [610-0-0.0-0-01, [Z:0-0-0.0-0-01. [20:0-4-0,0-3-01, [23:0-2-5.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFIL in (loc) Well Ud PLATES GRIP . TCLL 20.0 Plate Grip DOL 1.15 TC . 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB, 0.21 Horz(TL) 0.00 15 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -S Weight: 212 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. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 DF No.1&Btr G WEBS 1 Row at midpt 8-21, 9-20, 7-22 REACTIONS. All bearings 42-9-8 (lb) - Max Horz 1=-144(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 18, 19, 27, 26, 25, 24 except 21=-102(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 21, 1, 15 except 16=336(LC 18), 17=374(LC 14), 18=438(LC 14), 19=448(LC 14), 20=353(LC 14), 27=336(LC 1), 26=374(LC 13), 25=439(LC 13), 24=446(LC 13), 22=345(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 10-19=-258/59, 6-24=-258/59 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=43ft; eave=5ft; Cat. II; Exp B; 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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, 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 100 Ib uplift at joint(s) 16, 17, 18, 19, 27, 26, 25, 24 except (jt=1b) 21=102. BUTTE COUNTY BUILDING DIVISION APPROVED 99,0FESS/ON ��`�� RRILZ G, O CD LU oS 6332 rn rn cc _,4___�XR 6/30/2018 /* 1 OF October 7,2016 ®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 MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall M i lTek' 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 ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circa 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 Fox Residence Plate Offsets (X.Y)-- f3:0-0-0.0-0-01.[4:0-0-0.0-0-01.(5:0-0-0.0-0-O1.f6:0-0-0.0-0-01 exposed; Lumber DOL=1.60 plate grip DOL=1.60 LOADING (psf) SPACING- 2-0-0 K2447830 60632 FOX VA2 GABLE 1 1 TC 0.10 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 Job Reference o tional �wrvr� r+ooio it,r+�=, rhrtr��rac, VH tf.uiu s Apr zu ZUIb MI I ex Inausines, Inc. M uct u/ 11:42:43 ZU1b Page 1 ID:5rx?mfkpFgyl2TspWkXcv3zDaow-os?G9XVGThsMyCcMMJcNx48A8m88ND_QGT1gSPyVpzw I 19-4-12 38-9-8 194-12 I 19-4-12 Scale = 1:64.8 5x8 = 3x6 3x6 23 22 21 20 19 18 17 16 15 14 3x6 = i NOTES- 38-9-8 1) Unbalanced roof live loads have been considered for this design. 38-9-8 BUILDING DIVISION Plate Offsets (X.Y)-- f3:0-0-0.0-0-01.[4:0-0-0.0-0-01.(5:0-0-0.0-0-O1.f6:0-0-0.0-0-01 exposed; Lumber DOL=1.60 plate grip DOL=1.60 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) 'I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -S Weight: 173 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. BOT CHORD 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 WEBS 1 Row at midpt 7-18 REACTIONS. All bearings 38-9-8. (lb) - Max Horz 1=-127(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 14, 15, 16, 17, 23, 22, 21, 20 Max Grav All reactions 250 Ib or less at joint(s) 1, 13 except 18=318(LC 13), 14=336(LC 1), 15=370(LC 14), 16=446(LC 14), 17=413(LC 14), 23=336(LC 1), 22=370(LC 13), 21=446(LC 13), 20=414(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- BU'T'TE COUNTY 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=39ft; eave=5ft; Cat. BUILDING DIVISION II; Exp B; 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 APPROVED 3) All plates are 1.5x4 MT20 unless otherwise indicated. 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, 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 100 Ib uplift at joint(s) 14, 15, 16, 17, 23, 22, 21, 20. ^QROFESS/ c�� rGKnIC( 69�F2\ O Lo o S 6332 P. 613012018 * / r �F CAI.)1 October 7,2016 WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Job Truss Truss Type Qty Ply Fox Residence Well Ud TCLL 20.0 Plate Grip DOL 1.15 K2447831 60632 FOX VA3 GABLE 1 1 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a Job Reference (optional) ucJIbIV AOJIJ 1mlmur, rMMMUIJt, UA C.UIU S Apr zU zuio mi IeK Inaustnes, Inc. hn uct ut 11:42:44 2Ulb rage 1 ID:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-G2ZeMtVuE?_DaMBYwl 7cUlgLmAU L6hoZV7n E_ryVpZv I 17.4-12 I 34-9-8 17.4-12 17.4-12 4 0 Scale = 1:58.2 4x6 = 6 i 3x6 21 20 19 18 17 16 '15 14 13 12 3x6 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 TCDL 11.0 Lumber DOL 1.25 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -S PLATES GRIP MT20 220/195 Weight: 160 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.l &Btr G TOP CHORD Structural wood sheathing directly applied or.6-0-0 oc purlins. BOT CHORD 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 WEBS 1 Row at midpt 6-16 REACTIONS. All bearings 34-9-8. (lb) - Max Horz 1=-111(LC 6) Max Uplift All uplift 100 Ib or less at joints) 16, 12, 13, 14, 21, 20,19 Max Grav All reactions 250 Ib or less at joint(s) 1, 11, 16 except 12=337(LC 18), 13=366(LC 14), 14=455(LC 14), 15=345(LC 14), 21=337(LC 17), 20=366(LC 13), 19=455(LC 13), 17=347(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 10-12=-250/54, 8-14=-257/58,.2-21=-250/54, 4-19=-257/58 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=35ft; eave=4ft; Cat. ll; Exp B; 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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, 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 100 Ib uplift at joint(s) 16, 12, 13, 14, 21, 20.19. WARNING - verify 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSIITPH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i BUTTE COUNTY BUILDING DIVISION APPROVE® _PROF ESS/ON\ RRI�( 9q`�20 O oS 6332 M *. P. 6130/2018 *. FOFCAU October 7,2016 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Fox Residence Plate Grip DOL 1.15 TC 0.10 Vert(LL) • n/a n/a 999 MT20 220/195 TCDL 11.0 K2447832 60632_FOX VA4 GABLE 1 1 WB 0.12 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -S Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Oct 07 11:42:44 2016 Page 1 ID:5rx7mfkpFgyl2TspWkXcv3iDaow-G2ZeMtVuE7 DaMBYwl7cUlgLyAUb6iRZV7nE_ryVpZv 15.4-12 30.9-8 154-12 154-12 4 0 Scale = 1:51.5 4x6 = i 3x6 � 17 16 15 14 13 - 12 11 10 3x6 3x6 = f! LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) • n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -S Weight: 126 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. BOT CHORD 2x4 OF No. 1&BV G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF No. 1&Btr G REACTIONS. All bearings 30-9-8. (lb) - Max Horz 1=94(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) 10, 11, 12, 17, 16, 14 Max Grav All reactions 250 Ib or less at joint(s) 1, 9 except 13=306(LC 13), 10=336(LC 18), 11=373(LC 14), 12=423(LC 14), 17=336(LC 17), 16=373(LC 13), 14=423(LC 13) 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; TCDL=6.Opsf;'BCDL=6.Opsf; h=25ft; B=45ft; L=31ft; eave=oft; Cat. II; Exp B; 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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, 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 100 Ib uplift at joint(s) 10, 11, 12, 17, 16, 14. BUTTE COUNTY BUILDING DIVISION APPROVE® P OFESS/0\ a�Rfl �o T;U M1 L S 6332 t I - P. 6 /2018 �* / OF October 7,2016 ® 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 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 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 Circle Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, fabrication, storage, delivery, erection and bmeing of trusses and truss systems, see ANSIITPli Quality Criteria, DSB-89 and BCSI Building Component 9 Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply Fox Residence TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 20 DF No. t&Btr G K2447833 60632 FOX VA5 GABLE 1 1 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13 except 10=333(LC 1), 11=379(LC 14), 12=365(LC 14), 17=333(LC 1), 15=379(LC 13), 14=367(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) uwnnv nouro rvvi,c, rr,nn�rac, a.r, a.0 iu s mpr cv zv i o ivu i ex mvustnes, mc. rn vct ur I 1 :4C:4o zulo rage? ID:5rx?mfkpFgyl 2Tsp WkXcv3zDaow-kF6OaC WX?J64CVIkTkerOVD W Vagxr9Ajjn Wn WHyVpZu 13-4-12 26-9-8 ' 13-4-12 13-4-12 Scale = 1:45.2 4x6 = 5 3x6 17 16 15 14 13 12 11 10 3x6 3x6 = 4 -g LOADING (psf) 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 IBC2012frPI2007 CSI. TC 0.11 BC 0.09 WB 0.09 Matrix -S DEFL. in (loc) I/defl Ud Vert(LL) n/a n/a 999 Vert(TL) . n/a n/a 999 Horz(TL) 0.00 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 113 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. BOT CHORD 20 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 20 DF No. t&Btr G REACTIONS. All bearings 26-9-8. (lb) - Max Horz 1=78(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 10, 11, 17, 15 except 13=-123(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13 except 10=333(LC 1), 11=379(LC 14), 12=365(LC 14), 17=333(LC 1), 15=379(LC 13), 14=367(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 7-11=-257/58, 3-15=-257/58 BUTTE COUNTY NOTES- for design. BUILDING DIVISION 1) Unbalanced roof live loads have been considered this 2) Wind: ASCE 7-10;'Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right APPROVED exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise indicated. 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, with BCDL = t O.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 100 Ib uplift at joint(s) 10, 11, 17, 15 except Qt=lb) 13=123. QROFESS/O,N oLS 6332 T� P. 6130/2018 *. OF October 7,2016 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nit -7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job y Truss Truss Type Qty Ply Fox Residence Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) K2447834 60632_FOX VA6 GABLE • 1 1 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) UtbMN ASSTS IANUL, PAKAUl5t, GA 6.010 S Apr ZU ZU16 MI feK Inauslnes, Inc. Fn Oct 07 11:42:46 2016 Page 1 ID:5i10mfkpFgy12TspWkXcv3zDaow-CRgPnYX9mcExpfKw1S94ZjmhR AladpsyRGL2kyVpZl 11-4-12 22-9-8 l I A-12 11-4-12 R 0 Scale = 1:38.4 4x6 = 3x6 i 13 12 11 10 9 ' 8 - 3x6 3x6 = LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 TCDL 11.0 Lumber DOL 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -S PLATES GRIP MT20 220/195 Weight: 85 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. BOT CHORD 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 REACTIONS. All bearings 22-9-8. (lb) - Max Horz 1=-64(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 8, 9, 12, 11 Max Grav All reactions 250 Ib or less at joint(s) 1, 7 except 10=328(LC 13), 8=339(LC 1), 9=344(LC 14), . 12=339(LC 1), 11=344(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 6-8=-251/55, 2-12=-251/55 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. II; Exp B; 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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, with BCDL = 1 O.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 100 Ib uplift at joint(s) 8, 9, 12, 11. i BUTTE COUNTY BUILDING DIVISION APPROVE® QROF ESS/0� A��0 O f o . S 6332 m t . EXP. 6130/2018 * / OF October 7,2016 ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 I bT pi 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 ANSI1fPl1 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 PLATES . GRIP Fox Residence Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 �Ply� K2447835 60632 FOX VA7. GABLE 1 1 WB 0.04 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -S Job Reference (optional) DESIGN ASSISTANCE,. PARADISE, CA ts.U1u S Apr ZU ZUIb mi I eK Inausines, Inc. t -n VCI U/ 11:42:4/ ZUIb rage 1 ID:5rx?mfkpFgyl2TspWkXcv3zDaow-hdEn?uYnXwMoRpv7b9hJ5wls?NVjJ4ROB4?ubAyVpZs 9-4-12 18-9-8 -- ----- -- 94-12 9.4-12 V 4 0 Scale = 1:30.1 47B 4 3x6 G 12 11 10 9 8 3x6 C LOADING (pso 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) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -S Weight: 72 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., BOT CHORD 2x4 OF No.1&BV G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 OF No.1&Btr G REACTIONS. All bearings 18-9-8. (lb) - Max Horz 1=52(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 10, 8, 9, 12, 11 Max Grav All reactions 250 Ib or less at joint(s) 1, 7, 10 except 8=347(LC 18), 9=277(LC 1), 12=347(LC 17), 11=277(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-8=-258/56, 2-12=-258/56 BUTTE COUNTY NOTES- BUILDING DIVISION 1) Unbalanced roof live loads have been considered for this design. APPROVED p.� �` ,� 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; V BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11� AK! II; Exp B; 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 10, 8, 9, 12, 11. FESS/0\ C'3 o\ S 6332 *, P. 6/30/2018 *. OF CA1.11 October 7,2016 ® 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 MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance.regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qly . PlyFox Residence Plate Grip DOL 1.15 TC 0.11 Vert(LL) ' n/a n/a 999 MT20 220/195 TCDL 11.0 K2447836 60632_FOX VAB GABLE 1 1 WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0, Code IBC2012/TPI2007 Matrix -S Job Reference (optional) UtWUN A.SJIJ I ANGt, MAKAUIJt, UA B.UIU S Apr Zu Zul t) Mt I eK Inclusines, inc. Fn Uct U/ 11:4[:41 ZUl b rage 1 ID:5rx?mfkpFgyl2TspWkXcv3zDaow-hdEn?uYnXwMoRpv7b9hJ5wlsONVoJ4VOB4?ubAyVpZs 7-10-8 15-9-0 710.8 1 7108 4 0 Scale = 1:26.8 4x6 = 3 3x6 i 8 1.5x4 II 7 1.5x4 II 6 1.5x4 II 3x6 i LOADING (psf) SPACING- 2-0-0 CSL DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) ' n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 10.0, Code IBC2012/TPI2007 Matrix -S Weight: 52 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. BOT CHORD 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 REACTIONS. All bearings 15-9-0. (lb) - Max Horz 1=43(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 6, 8 Max Grav All reactions 250 Ib or less atjoint(s) 1, 5 except 7=268(LC 1), 6=351(LC 18), 8=351(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 4-6=-266/56, 2-8=-266/56 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. II; Exp B; 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 upl ift at joints) 6, 8. BUTTE COUNTY BUILDING DIVISION APPROVE® QRpFESS' �Z�� O o S6332 LIJ XP. 6/3012018 *. OF CAUL October 7,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, 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 Job Truss Truss Type Qty Ply Fox Residence Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 K2447837 60632_FOX VP1 GABLE 1 1 . Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -S Job Reference o tional uCJIVry nJJIJ I nIxVC, rnRnVlJc, t,n o'u'u b Zt zu Lu io ivii l ex Inuuumeb, Inc. rn vct V/ 11:4L:40 zwo rage i ID:5rx?mfkpFgyl 2TspVVkXcv3zDaow-9po9C EZP I EUf3zUJ9sCYeMjnrJ2Vr9PkIR7cyVpZr t 16-9.4 33-6-8 16-94 16-9.4 Scale = 1:56.1 4x6 = 5 6 7 3x6 !. 21 20 19 18 17 16 15 14 13 12 3x6 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.11 Vert(TL) . n/a n/a 999 3) All plates are 1.5x4 MT20 unless otherwise indicated. BCLL• 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -S Weight: 156 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. BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No. t&Btr G. REACTIONS. All bearings 33-6-8. (lb) - Max Horz 1=-106(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 12, 13, 14, 21, 20,19 except 16=-251(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 1, 11, 16 except 12=337(LC 1), 13=366(LC 14), 14=453(LC 14), 15=382(LC 14), 21=337(LC 1), 20=366(LC 13), 19=453(LC 13), 17=388(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 10-12=-250/54, 8-14=-258/59, 2-21=-250/54, 4-19=-258/59 NOTES- BUTTE COUNTY 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=45ft; L=33ft; eave=4ft; Cat. BUILDING DIVISION II; Exp B; 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 A APPROVED C 3) All plates are 1.5x4 MT20 unless otherwise indicated. G 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 3-64tall 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 100 Ib uplift at joint(s) 12, 13, 14, 21, 20,' 19 except (jt=1b) 16=251. QRpF ESS/pN oS 6332 rn rn UJ A XP. 6130/2018 OFC October 7,2016 ® WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 7 0/0 317 01 5 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 Job ' Truss Truss Type Qty Ply Fox Residence 60632FOX VP2 GABLE 1 1 K2447838_ nFRICN AQSISTa NrG oeoenlc. rn. - Job Reference o do al N, i. uu JUICJ, Irn:. rll uut of I i:9L:,iv zuld rage 1 I D:5rx?mfkpFgy l 2Tsp WkXcv3zDaow-dOMXPaZ 13XcVh73Viajn BLNBeBBtnzOJeOU?f3yVpZq 14-9-4 29-6-8 14-9-4 14-9-4 4x6 = 5 Scale = 1:49.4 3x6 17 16 15 14 13 12 ,.11 •10 3x6 3x6 = LOADING (psf) 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 IBC2012lrP12007 CSI. TC 0.10 BC 0.09 WB 0.10 Matrix -S DEFL. in (loc) I/defl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 122 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. BOT CHORD 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 REACTIONS. All bearings 29-6-8. (lb) - Max Horz 1=-89(LC 6) Max Uplift All uplift 100 Ib or less at joints) 10, 11, 12, 17, 16, 14 Max Grav All reactions 250 Ib or less atjoint(s) 1, 9, 13 except 10=334(LC 18), 11=378(LC 14), 12=396(LC 14), 17=334(LC 17),16=378(LC 13),14=396(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-11=-254/57, 3-16=-254/57 BUTTE COUNTY NOTES - 1) Unbalanced roof live loads have been considered for this design. p BUILDING DIVISION 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right APPROVED exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise indicated. 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, 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 100 Ib uplift at joint(s) 10; 11, 12, 17, 16, 14. OQRpF ESSI0Ny c 0 a o S 6332 M XP, 613012018 *. l✓_ 1\, October 7,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 101031201S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■ Welk' 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 ANSIITPIl 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 Job Truss Truss Type Qty Ply Fox Residence TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.1&BtrG K2447839 60632_FOX VP3 GABLE 1 i Max Grav All reactions 250 Ib or less atjoint(s) 1, 9, 13 except 10=333(LC 18), 11=377(LC 14), 12=423(LC 14), 17=333(LC 17), 15=376(LC 13), 14=426(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference o tional 12-9-4 o.0 w s rrpr to zui o MI I eK Inauslnes, Inc. Fn UCI U/- 11:4Z:bU ZU16 Pagel ID:5r0mfkpFgy 12Tsp WkXcv3zDaow-5CwvdwafgrkMlHeiGHEOjZwMDbXzWQPSt2EYBVyVpZp 25-6-8 12-9-4 4x6 = 5 6 Scale = 1:43.1 3x6 i 17 16 15 14 13 12 11 10 3x6 3x6 = LOADING (psf) 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 IBC2012/TPI2007 CSI. TC 0.11 BC 0.10 WB 0.09 Matrix -S DEFL. in (loc) I/deft Lid Vert(LL) n/a n/a 999 Vert(TL) n/a - We 999 Horz(TL) 0.00 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 109 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. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.1&BtrG REACTIONS. All bearings 25-6-8. (lb) - Max Horz 1=72(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 10, 11, 17,15 except 13=-318(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 1, 9, 13 except 10=333(LC 18), 11=377(LC 14), 12=423(LC 14), 17=333(LC 17), 15=376(LC 13), 14=426(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 7-„=-256/59, 3-15=-256/59 BUTTE COUNTY Noyes. 1) Unbalanced roof live loads have been considered for this design. BUILDING DIVISION 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=25ft; eave=4f; Cat. Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right APPROVED exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise indicated. 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, 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 100 Ib uplift at joint(s) 10, 11, 17, 15 except Qt=lb) 13=318. ESSION9 OQ�OF �eRRIL41 9(�2� O f6 U o S 6332 , XP. 6/3012018 *. J OF CAUL October 7,2016 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verity the applicability of design parameters and properly 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 bracing M i l is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Ouality 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 Job ---• — Truss Truss Type Qty Ply Fox Residence 60632FOX VP4 GABLE 1 1 K2447840_ r1CC1l`_AI nccrcrnnvr- 999 TCDL 11.0 Lumber DOL 1.25 BC 0.07 Job Reference (optional) V 9 0 ---p, c non muuauieb, mc. rn not u/ I l:gz:ou zulb Page 1 I D:5rx?mfkpFgy 12Tsp WkXcv3zDaow-5CwvdwafgrkM IHeIGHEOjZwMJbXQ WR7St2 EYBVyVpZp 10.94 21-6-8 10-9-4 10-9-4 4x6 = 4 Scale = 1:36.3 3x6 ! 13. 12 11 10 9 8 . 3x6 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 TCDL 11.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -S 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) 8, 9, 12, 11. LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.t&Btr G BOT CHORD ` OTHERS 2x4 OF No. 1&Btr G PLATES GRIP MT20 220/195 Weight: 81 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 4 0 REACTIONS. All bearings 21-6-8. (lb) - Max Horz 1=60(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 8, 9, 12, 11 Max Grav All reactions 250 Ib or less at joint(s) 1, 7 except 10=253(LC 13), 8=344(LC 1), 9=312(LC 14), 12=344(LC 1), 11=313(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-8=-255/56, 2-12=-255/56 BUTTE COUNTY NOTES- 1) Unbalanced roof live loads have been considered for this design. BUILDING DIVISION 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. ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right APPROVED exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1.5x4 MT20 unless otherwise indicated. 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, 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 100 Ib uplift at joint(s) 8, 9, 12, 11. ' QRpFESS/ON\ �rGRRIC� QS 6332 A EXP. 6130/2018 * / October 7,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ago 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 ANSIITP11 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 ,Bb Truss Truss Type Qty Ply • Fox Residence PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 K2447841 60632_FOX VP5 GABLE 1 1 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference (optional) Ut81GN ASSTS I ANGt, VAKAUIbt, LA o.0 iv b mpr cv zv i v wu i .n uiuumn.a, um. rn v yr < w ray. i ID:5rx?mfkpFgyl2TspWkXcv3zDaow-ZOUIgGbHb9sDwODuq?IFGmTX ?tgFuOb6iz5kxyVpZo 8-94 17-6-8 8-94 8-94 0 4 4 0 Scale = 1:28.1 05 = 4 3x6 % 12 . 11 10 9 8 - 3x6 17-6-8 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -S Weight: 68 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. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No. 1&Btr G REACTIONS. All bearings 17-6-8 (lb) - Max Horz 1=48(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 8, 12 except 10=-168(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 1, 7, 10 except 8=347(LC 1), 9=302(LC 18), 12=347(LC 1), 11=302(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-8=-258/57, 2-12=-258/57 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. II; Exp B; 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 8, 12 except (jt=lb) 10=168. BUTTE COUNTY BUILDING DIVISION APPROVED p QF eq�F2\ O oS 6332 M P. 6/30/2018 * / OF October 7,2016 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 wilh M1Tek® connectors. This design is based only upon parameters shown, and is for an individual building component. not ' e truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall YYY 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 ANSVTP11 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 1 160632_FOX Type Fox Residence VP6 GABLE 1 1 �Job Reference (optional) K2447842 .NCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Oct 07 11:42:52 2016 Page 1 ID;5rx?mfkpFgyl2TspWkXcv3zDaow-lblg2ccwMS 4Yao4OiGUo ?iBOEB LyIKMjfGNyVpZn 6-94 13.6-8 6-94 6-94 46 = 3 Scale = 1:22.9 3x6 B 7 6 1.5x4 II 1.5x4 II 1.5x4 II 3x6 C 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 TCDL 11.0 Lumber DOL 1.25 BC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -S LUMBER- BRACING - PLATES GRIP. MT20 220/195 Weight: 45 Ib FT = 20% TOP CHORD 2x4 DF No.1 &BUG TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No. 1&BV G REACTIONS. All bearings 13-6-8. (lb) - Max Horz 1=36(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 6,8 Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 6=308(LC 18), 8=308(LC 17) 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; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; 8CDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp B; 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) 6, 8. BUTTE COUNTY BUILDING DIVISION APPROVED V Q 0 9?,OFESS/0� uJ Q S 6332 � M xPJ�30/2018 *. `OFCAU October 7,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. * Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not{, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TP11 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 Job Truss Truss Type Qty Ply Fox Residence 60632_FOX VP7 GABLE 1 1 K2447843 DESIGN ASSISTANCE PA RA Hist= re BCLL 0.0 _ Job Reference (optional) _ _ 4 4 0 — --• — o.0 iu s Hpr zu zulo mi i eK Inausines, Inc. Fn Oct 07 11:42:52 2016 Page 1 ID:5rx?mfkpFgyl2TspWkXcv3zDaow-lblg2ccwMS — 4Yao4OiGUo— ?iBOE4 LyIKMjfGNyVpZn 4-9.4 9-6-8 4-94 4.9A 4x6 = 8 7 6 2.5x5 1.5x4 11 1.5x4 II 1.5x4 II 2.5x5 Scale = 1:17.5 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 0.08 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -S Weight: 32 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No. t&Btr G BOT CHORD OTHERS 2x4 DF No.1&Btr G REACTIONS. All bearings 9-6-8. (lb) - Max Hoa 1=-25(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) except 7=-209(LC 1) Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 6=339(LC 1), 8=339(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 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 B; 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. BUTTE COUNTY 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 VI BUILDING DT�7 will fit between the bottom chord and any other members. PION 6) A plate rating reduction of 20% has been applied for the green lumber members. APPROVED �� ^ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 7. R O ED QROF ESS/0 RRIQ 6q1 F2 UO o S 6332 � M *,\ EXP. 6/30/2018' J*, October 7,2016 ®WARMING -Verify 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M i lr 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 thus systems. see ANSIfTP11 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 1• Job Truss Truss Type. Qty Ply Fox Residence, K2447844 60632_FOX VPB Valley 1 1 Job Reference o tional DESIGN ASSISTANCE, PARADISE, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fd Oct 07 11:42:53 2016 Page1 2-9� ID:5rx?mfkpFgyl2TspWkXcv3zDaow-Vnb2FycY7m6x9kNHxQnjLBYuUoamjoNuZOSCogyVpZm • 1 5.6-8 2-94 ,a 2.9-0 v 0 0 4x6 = 2 2.5x5 1.5x4 II 4 2.5x5 Scale = 1:11.4 4 Q 0 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 B; 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. BUTTE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.COUNTY 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 BUILDING DIVISION 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. APPROVED 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 1 and 3 Ib uplift at joint 3. OQ?,OFESS/0N9 RRIL� 6 p 9f G1 LUcl) o S 6332 ;o rn `. *. P. 613012018 * / OF CAUL October 7,2016 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 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 �p 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/TPl1 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 5-6-0 0 8 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 0.05 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 0.01 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -S Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.1&BtrG REACTIONS. (Ib/size) 1=88/5-5-8, 3=88/5-5-8,4=173/5-5-8 Max Horz 1=13(LC 7) Max Uplift 1=-3(LC 8), 3=-3(LC 8) 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; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; 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. BUTTE 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.COUNTY 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 BUILDING DIVISION 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. APPROVED 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 1 and 3 Ib uplift at joint 3. OQ?,OFESS/0N9 RRIL� 6 p 9f G1 LUcl) o S 6332 ;o rn `. *. P. 613012018 * / OF CAUL October 7,2016 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 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 �p 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/TPl1 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 Co.mpuTrus <na. Compression web,bracing'shown onompuTrus designs is to resist buckGn o aYernate method,to bracae the 2x4 bracing shown on a single member truss is to at, T bracing, Custom Software Engineering g, f those webs. An 9 Manufacturing Tbraong is a 2x memberplaced flat on the web as shdwn inthe figures. 1-2x4 Brace77Re aired See aPPropnate CompuTrus Engineering 2 Or 3-2X4 Braces Shown See apProPriate CompuTrus Enginee,i ng 2x4 T Brace 2x6 T Brace 2x4TBrace �— Web z 3��'fi1 <-- Web—Web r The Tbrace must be at least ti0°lo of the web' len� and is attar Tyrsica► at teases 24-o.c:.o my with t Dd nails a4 6'o.c throughout, BUTTE COUNTY If 2X4 or 2x6vmb n= 2 ora bra nes a single brace, a 2x4 Tbrace rhaybe nes, a single 2x5 Tbrace ora 2x4 Tbrace attaC►ed t the toed �t 2x4 or 2x6 web re BUILDING DIVISION. Substituted• The Tbrace(s) muatbe ofequal orbetter mat rias bottom oft web maybes APPROVE® tlrar, the web. FILE NO: Lateral Brace Delail DATE: 07!13/05 SEQ: 2757671' PC 2006 /C6C 2007 Trusse Rest aint required at each end of brace and at 20' intenals. s at 24.0.E typical Lateral Brace ath >s. Eng. Brace must be:BD% of fe ngth of the tveb. 2x4 T Brace with IDDd nails at 6-o.r- IM 1) 2 5, 4, (C Tf M 1). M 2, 3, 4, 5; BUTTE COUNTY STr ND RD C BLE .END .DET, I L . 12 vARies .. MATGNT�S I I ii LEDGER MINIMUM -ORADE u ORDS. AND STUDS iPER . TRUSS DESIGN. `I .X Q . ' LONTINOVS BEARING AS RlGuino ,. SPAN TO. -MATCH COMMON TRU55 4-IOd NAILS. MIN. 8d 6" O.G. 2-IOd TYP PLl'YJ OOD SHEATHING TO 2X4 STD: DF -L BLOCK 2' MAX EAVE W/ N0.2 OR BTR 4x2' OUTLOOKER5 @ 52" . O.C., DO' NOT OVER GUT TOP CORD ® OUTLOOKER NOTCHES. — 51MP5ON A54 OR EOUI VALENT 5TRONOBACK LEDGER GABLE END 51 MP50N A54 OR. EOUI VALENT 2x CONTINOU5 BACKING W/ Ibd'5 @ 24" O.G. MIN. GABLE TRU55 TO - BACKING $ BACKING TO TOP PLATE. V5TAN2X4 BLOCK 2X4 STUD OR F3TR 5PAGED a 5'-O" O.G. SHALL BE PROVIDED AT EACH END OF BRACE. DARD CONNECT 'AT END W/ 4-IOd NAILS, MAX LENGTHI5 TRUSSES 24" O.G. EXP. 16/30/14 c1m. �Q OTE5: .121=TAIL A 2X4 NO.2 OR BTR FOR LEDGER AND 5TRONOBACK NAILED T06ETHER W/ IOd NAILS o 6" O.G. ). 2X4 LEDGER NAILED TO EACH STUD WITH 5-IOcl NAILS. i. '2X4 5TRONGBAGK TO BE CONNECTED TO EACH VERT. STUD W/ 2-IOd TOE NAILS. �. THE IOd NAILS 5PECIFIED FOR LEDGER AND 5TRONGBACK ARE IOd BOX- NAILS x.131 "D I AX5.0 "LG) 115 DETAIL 15 APPLIGABLE TO 5TRUCTURAL GABLE .END. IF THE :T: FOLLOWING .CONDITIONS ARE THE HORIZONTAL TIE MEMBER AT THE VERT OPENING SHALL BE BRACED m 4'-0" MAX FOR 85 'H EXP. G WIND LOADING. MAX MEAN ROOF HEIGHT 15 45'. MAX ROOF LIVE LOAD TO DE 40 POUND5 PER 5OUARE FOOT, PLEA5E CONTACT TRU55 ENGINEER IF THERE ARE ANY 025TION5, DE516N NOT VALID IF LOCATED ON AN'ISOLATED'HILL, RIDGE OR.ESGAp_pmr=m-, CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMA>EIV�P;L'fA'NCE METHOD Project Name: Tony Fox Residence OCT 19 2016 Calculation Date/Time: 07:53, Tue, Apr 26, 2016 Calculation Description: Title 24 Analysis Input File Name: 0-Crane-residence.ribd 7092 ANI% AQQnt'1Ariec BUTTE COUNTY OCT 18 2016 CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION SP y1rPR 01 Project Name Tony Fox Residence 03 This building incorporates one orymore Specwal Features -show -n -below P-011 A y Y 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 0 Crane Avenue Compliance Margin Percent Improvement 04 City Oroville 05 Standards Version Compliance 2015 06 Zip Code 95966 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4 (744) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 3815 15 Number of Zones 2 16 Slab Area (ft2) 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Areai(ft2, N/A 21 Glazing Percentage (%) 11.5% COMPLIANCE RESULTS 01 Building Complies wiWComputer Performance 02 This building incorporates'features,that require field-testing and/or ,verificationaby a certified,HERS rater -under the supervision of a CEC-approved HERS provider. r y. .' t i,. 4 '� �+._...., X E .i # 'E I w ti..... ^. � ( ._ F i 4 R h F ,.<.. _A 1 � :} & A'✓ i r,' i i......., 03 This building incorporates one orymore Specwal Features -show -n -below P-011 A y Y r ' t" CA ice" `%i` 0 'L..01 ter W Registration Number: 216-N0152799A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance 1&. 0sst'. 1110 . 2 PERMIT #__ r/+(!/' L )0;3 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE Registration D to i 2016-10-14 13:57:25 � 6. uo f bh Vefsten--CF1R 0407201 oda BY TRB AND ASSOCIATES HERS Provider: CaICERTS inc. Report Generated at: 2016-04-26 07:54:05 -F- t L'g� CONY ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 19.42 17.04 2.38 12.3% Space Cooling 37.25 41.66 4.41 -11.8% IAQ Ventilation 0.83 0.83 0.00 WHO Kt'J1EWEQO% Water Heating 7.70 5.33 2.37 ` � �°t l.%t (;®M3 1-8KNi: Photovoltaic Offset - 0.00 0.00 1r+r ^ -- Compliance Energy Total 65.20 64.86 0.34 ,' 1 4 U Registration Number: 216-N0152799A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance 1&. 0sst'. 1110 . 2 PERMIT #__ r/+(!/' L )0;3 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE Registration D to i 2016-10-14 13:57:25 � 6. uo f bh Vefsten--CF1R 0407201 oda BY TRB AND ASSOCIATES HERS Provider: CaICERTS inc. Report Generated at: 2016-04-26 07:54:05 -F- t L'g� CONY CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD - Project Name: Tony Fox Residence Calculation Daterrime: 07:53, Tue, Apr 26, 2016 Calculation Description: Title 24 Analysis Input File Name: 0_Crane_residence.ribd - REQUIRED SPECIAL FEATURES - The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Floor has high level of insulation - - CF1 R_ -PRF -01 ` Page 2 of 8 HERS FEATURE SUMMARY - The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: 01 • IAQ mechanical ventilation 03 Cooling System Verifications: 05 • Minimum Airflow BUTTE COUNTY • Fan Efficacy Watts/CFM BUILDING DIVISION HVAC Distribution System Verifications: Number of Bedrooms • Duct Sealing _ - APPROVE® ' Domestic Hot Water System Verifications: all - _ � _ - — - • -- None 1 3 2 ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use�'components,include,d i a performancempliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and comp/onents not"regulated'by Title 24 Part 6 (such as domestic;appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. "S Mi - Refe�ence-Energy U'se• Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* '�� J,105.86 : # 105.52 0.34 0.3% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Tony Fox Residence 3815 1 3 2 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Z1 Conditioned HVAC System 1 1907 9 DHW z2 Conditioned HVAC System 2 1908 9 DHW Registration Number: 216-N0152799A-000000000-0000 Registration Date/Time: 201610-14 13:57:25 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-04-26 07:54:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Tony Fox Residence Calculation Date/Time: 07:53, Tue, Apr 26, 2016 Calculation Description: Title 24 Analysis Input File Name: 0—Crane—residence.ribd BUTTE COUNTYCFIR-PRF-01 BUILDING DIVISION Page 3 of 8 APPROVE® OPAQUE SURFACES b '.ehluv l 01 02 03 04 05 06 07 08 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Add Wall F z1 Wall new 180 Front 698 160.2 90 Add Wall L z1 Wail new 270 Left 456 32.1 90 Interior WaIIToGar-n z1—Garage Wall Int new -- -- 1 12.0 587 20 Insect Screen (default) Ceiling n z1 Ceiling attic new -- -- 1 20.1 1907 0.32 Insect Screen (default) Floor Over Crawlspace n z1 Floor crawl new --- -- 1 165.0 1907 0.32 Insect Screen (default) Add Wall B z2 Wall new 0 Back 977 245.4 90 Add Wall R z2 Wall new 90 Right 148 0 90 Ceiling n-2 A z2 Ceiling attic new 1908 Floor Over Crawispace n-2 z2 Floor crawl new 1908 Exterior GWall F Garage Wall Gar 180 Front 279 0 90 Exterior GWall L ' --- Garage----` .. - Wall Gar 270 Left 1 36 0 90 Exterior GWall R Garages.–i ,,o:,..- WaII�Gar j 490 ;n Right 1 345 240 90 Ceiling gar! Garage c I' Ceiling ROa I t '0 1145 ATTIC b '.ehluv l 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Asphalt Shingle RB Ventilated 6 0.1 0.85 Yes No WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Multipli Width (ft) Height (ft) or Area (ft2) U -factor SHGC Exterior Shading Wind -n Window Add Wall F (Front -180) --- -- 1 120.0 0.32 0.32 Insect Screen (default) Door-gl-n Window Add Wall F (Front -180) --- -- 1 40.2 0.32 1 0.32 Insect Screen (default) Wind -n-2 Window Add Wall L (Left -270) -- -- 1 12.0 0.32 0.32 Insect Screen (default) Door-gl-n-2 Window Add Wall L (Left -270) -- -- 1 20.1 0.32 0.32 Insect Screen (default) Wind -n-3 Window Add Wall B (Back -0) --- -- 1 165.0 0.32 0.32 Insect Screen (default) Door-gl-n-3 Window Add Wall B (Back -0) -- -- 1 80.4 0.32 0.32 1 Insect Screen (default) Registration Number: 216-N0152799A-000000000-0000 Registration Date/Time: 2016-10-14 13:57:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 07:54:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Tony Fox Residence Calculation Date/Time: 07:53, Tue, Apr 26, 2016 Calculation Description: Title 24 Analysis Input File Name: 0_Crane_residence.ribd BUTTE COUNIVlR-PRF-01 BUILDING DIVISI()Rge 4 of 8 APPROVED DOORS 01 02 03 01 02 03 04 Name Side of Building Area (ft2) U -factor Entry Interior WaIIToGar-n 20.0 0.50 Garpoor Exterior GWall R 240.0 1.00 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity /Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking_ Asphalt Shingle RB Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board �-Wood-F • Cavity / Frame: R-19 / 2x6 Wall new Exterior amed_Wall— • 2x6 @ 16 in. O.C. R 19 0.072 Exterior Finish: 3 Coat Stucco �.' Wall Inside Finish: Gypsum Board Wall Gar Exterior Walls / Wood Framed 2x4`@ in .CT none U 387 Cavity/Frame: no insul../2x4 r . LL • Inside Finish: Gypsum Board ' Cavity/Frame: R -19/2x6 Wall Int new InteriorWalls Wood Framed Wall f2x6 @ 16 in. O Ct n V/ R12—) 10:067 Other Side Finish: Gypsum Board • Floor Surface: Carpeted Floors Over Floor Deck: Wood Siding/sheathing/decking Floor crawl new Crawlspace Wood Framed Floor 2x10 @ 16 in. O.C. R 30 0.034 Cavity/Frame: R -30/2x10 Ceilings (below Inside Finish: Gypsum Board Ceiling RO attic) Wood Framed Ceiling 2x4 @ 16 in. O.C. none 0.472 Cavity/Frame: no insul. /2x4 • Inside Finish: Gypsum Board Ceilings (below 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd Ceiling attic new attic) Wood Framed Ceiling in. O.C. R38 0.025 Over Floor Joists: R-28.9 insul. BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required -- Registration Number: 216-N0152799A-000000000-0000 Registration Date/Time: 2016-10-14 13:57:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-04-26 07:54:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Tony Fox Residence Calculation Date/Time: 07:53, Tue, Apr 26, 2016 Page 5 of 8 Calculation Description: Title 24 Analysis Input File Name: 0—Crane—residence.ribd WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW - 1/1 DHW Pipe Insulation, All Lines Tankless 0.82 1 none - WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) Tankless 0.82 Natural Gas Small Instantaneous 0 0.82 200000-Btu/hr 0 0 A WATER HEATING - HERS VERIFICATION I 01 r 02 03 04 05 06 07 Name "" jam• Insulation Parallel Pipiinngg-* Compact Point -of Use Recirculation Control Central DHW Distribution DHW 1!1 yPipe r .« '. ..w'w 1 ! s �.Diirstribution k 4C: - +t -- -- !X /I' rE 51t ..q --i!{3@ 1r—'!e—A 4I _1.\ i1 a1 I4 it SPACE CONDITIONING SYSTEMS if L 'C$ 01 ! 02 03.4 R ) V 1 0 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Cooling System 1:Heating System 1:Distribution System 1:HVAC Fan 1:1 Other Heating and Cooling System Heating System 1 Cooling System 1 HVAC Fan 1 Distribution System 1 Cooling System 2:Heating System 2:Distribution System 2:HVAC Fan 2:1 Other Heating and Cooling System Heating System 2 Cooling System 2 HVAC Fan 2 Distribution System 2 HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating System 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE Heating System 2 CntrlFurnace - Fuel -fired central furnace 80 AFUE BUTTE COUNTY BUILDING DIVISION Registration Number: 216-N0152799A-000000000-0000 Registration Date/Time: 2016-10-14 13:57:25 e PPR IE vier: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-04072016-744 0�1 I Report Generated at: 2016-04-26 07:54:05 CLRTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Tony Fox Residence Calculation Date/Time: 07:53, Tue, Apr 26, 2016 Calculation Description: Title 24 Analysis Input File Name: 0—Crane_residence.ribd BUTTE COUNTY BUILDING DIVISIOP APPROVE® CF1 R -PRF -01 Page 6 of 8 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling System 1 PkgAirCond 11 14 Not Zonal Single Speed Cooling System 1 -hers -cool Cooling System 2 PkgAirCond 11 14 Not Zonal Single Speed Cooling System 2 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling System 1 -hers -cool \Required 350 Not Required Not Required Not Required Cooling System 2 -hers -cool l.e \ Required 350 Not Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS � � � �d 01 �r 02I� '` ff g� g :! 03 �' i - Y3 €� : ! J 04 or 4 '° -�05 06 07 Name �' IzType,* � __((.Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification " Distribution System 1 y f�DuctsAttic #' Sealed and tested il.. is `ti 6 {{ V 1 Attic None Distribution System 1 -hers -dist Distribution System 2 DuctsAttic Sealed and tested 6 Attic None Distribution System 2 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required -- Distribution System 2 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required -- HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC Fan 2 Single Speed PSC Furnace Fan 0.58 HVAC Fan 2 -hers -fan Registration Number: 216-N0152799A-000000000-0000 Registration Date/Time: 2016-10-14 13:57:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 07:54:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Tony Fox Residence Calculation Description: Title 24 Analysis Calculation Date/Time: 07:53, Tue, Apr 26, 2016 Input File Name: 0_Crane_residence.ribd CF1 R -PRF -01 Page 7 of 8 HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 HVAC Fan 2 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 68.15 0.25 Default 0 Required i BUTTE COUNTY BUILDING DIVISION APPROVE® Registration Number: 216-N0152799A-000000000-0000 Registration Date/Time: 2016-10-14 13:57:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 07:54:05 CIERTIFICATE OF COMPLIANCE -RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Tony Fox Residence Calculation Description: Title 24 Analysis Calculation Date/Time: 07:53, Tue, Apr 26, 2016 Input File Name: 0_Crane_residence.ribd CF1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Igor Pichko Company: Signature Date: ,. r 'r PLAR 2016-04-26 07:56:29 CABEC Address: CEA/HERS Certification Identification (If applicable): 1252 w 22nd st #2 CEA #R13-14-10031 Eca�utrams City/State/Zip: Phone: San Pedro, CA 90731 424-247-7658 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business`and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. .�. ��.__vl . moi, 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcementt,agency,for approval:with,this.building permit application. Responsible Designer Name:A'Responsible LBRthl Designer Signature:. David Anderson ,�` .� Company: Date Signed: 1'0 David G. Anderson Architect 20 6 1413:5 :25 Address: License: 41 Butte Woods Drive NA City/State/Zip: Phone: Oroville, CA 95966 530-520-0211 BUTTE COUNTY BUILDING DIVISION APPROVED Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0152799A-000000000-0000 Registration Date/Time: 2016-10-14 13:57:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-26 07:54:05 RECEIVED SEP 2 f 2016 TRB AND ASSOCIATES Da vld G Andeison ' . ArchAect/Project Manager a Pa l eyb- BUTTE COUNfY Revised'June 25, 2016 • SEP 13 2016 DEVELOPMENT SERVICES Engineering Report ' Residence for Tony Fox 47 Ward Blvd. Oroville, CA 959666 A, Z��i�T C 9 Project Location: new �a ��- 0 Crane Avenue ��oF cAu�°�� Oroville, CA 95966 . APN 079-080-078 REVIEWED - - FOR CODE COMPLIANCE PERMIT# ! ' OCT 2 0. 2016 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR Com' 'TRB AND ASSOCIATES CODE QCOMPLIANCE' DATE BY 41 Butte Woods Drive, Oroville, CA 95966. Telephone: (530) 693-4946 y , vA, Soso Cs�- f54-Z � � LOA h, Rot La -A 5D >C Q0+4-v) � � g FL4 1500 SA(A- -13U° TE COUNTY BUILDING DIVISION APPROVE® { - -- v=II l! f W CPO ow n!I rm y f\tW r MUMS Design Maps Summary Report BUTTE COUNTY User -Specified Input BUILDING DIVISION Report Title Fox Residence APPROVED Fri April 8, 2016 23:22:19 UTC Building Code Reference Document 2012 International Building Code (ttihich utilizes USGS hazard data available in 2008) t Site Coordinates 39.495380N, 121.50684°W 4Q _ 4 Site Soil Classification Site Class D - `Stiff Soil" "`� Risk Category I/II/III '��tt'��' r. � ,. �• �L�j�,�A tr `f; 5:6. �"�� ' #3 f��r�X � Y;+' .,�� TZ yR _ k.F ff -r =• ✓ . ti ThermalJJY XL. J 1L1 Y�-q S^„� 2. 1 s } }'`xs . t u .i't! rG )� r• 'F,'• RaBermat �3'r USGS-Provided Output Ss = 0.596 g SMs = 0.788 g SOS = 0.526 g S1 = 0.258 g SMI = 0.486 g SUI = 0.324 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 0.88. 0.20 0.7-2-- 0.64-- 0.59-- 0.48-. .-z0.640.560.48 0.40 0.32 0.24 0.16 0.08 0.00 . 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) 0.54 0.48 0.42 0.36 QI 10 0.30 0.24 0.18 0.12 Design Response Spectrum 0.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period. T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the ~ accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. httpJ/ehpl-earthquake.cr.usgs.gov/designmaps/us/sum maTy.php?template=minimal&latitude=39.495378&Jongitude=-121.506836&siteclass=3&iskcategory=O&.. 1/1 PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: Beam at Front Deck Roof BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch BUTTE COUNTY Grade: No. 2- DIVISION�)GO/"7�� Width: 5.5 Depth: 5.5' APPROVED _ �' ��,; �o?Z Number of members laminated: 1 �� d Span: 60" i� v Left overhang: 1' 0". .y �. + , 33, LOADING Beam self-weight: 7.4 PLF UNIFORM LOAD [ Deck Roof Load=20.83x(DL+LL)=20.83x(15+20)=20.83x35=729 ] • TL: 729 PLF ' • �ta � " v �''i��Ni �t�i�'� DEFLECTION CRITERIA Roof/ceiling beam per UBC" nj 1 �-� ; ��r, r.M, Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS • (? 8 Duration factor: 1.15. REACTIONS J 5 Ole Left reaction: 2651 Right reaction: 1767 FcPerp: 625 ' Min. bearing at left' 0.8" Min. bearing at right: 0.5" SHEAR OK Area eZ ; 1saL Required: 23 in. ^ 2 �o� Available: 30 in. ^ 2Fv _ Required: 76 psi Base available: 85 psi Adjusted available: 98 psi Max. shear Actual: 1528 psi - Allowable: 1971 psi BENDING OK�8rS j�L �jBE Section Modulus Required: 25 in. A3 _ R Fb Available: 28 in. ^ 3 1 _ e t� Required: 918 psi Base available: 875 psi Adjusted available: 1006 psi CT-ff Max. moment•' J Actual: 2121 ft. lbs. Allowable: 2325 ft. lbs. ' ,, nn DEFLECTION . i � i t 5Q J APAP Max. TL deflection for span: 0.09 span/635 Max. TL deflection for left overhang: -0.05" = length/236. PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: Rear Girder Truss Load BEAM 1S ADEQUATE BEAM Type: Glulam 'Grade: 24F -V4 Width: 5.125. Depth: 12 - Number of members laminated: 1 Span: 18'0" LOADING Beam self -weight: 14.9 PLF UNIFORM LOAD [ 16X(DL+LL) = 16X(15+20) = 16X35 = 560 j TL: 560 PLF DEFLECTION CRITERIA Roof/ceiling beam per UBC Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS Duration factor: 1.15 REACTIONS Left reaction: 5175 Right reaction: 5175 FcPerp: 650 Min. bearing at left: 1.6" Min. bearing at right: 1.6" SHEAR OK Area Required: 36 in. A 2 ' Available: 62 in. A 2 Fv Required: 112 psi Base available: 165 psi Adjusted available: 190 psi Max. shear <' Actual: 4600 psi Allowable: 7780 psi ' BENDING OK Section Modulus Required: 101 in. A 3 Available: 123 in. A 3 Fb Required: 2272 psi Base available: 2400 psi Adjusted available: 2760 psi Max. moment Actual: 23285 ft. lbs. Allowable: 28290 ft. lbs. DEFLECTION Max. TL deflection: 1.02" = span/211 BUTTE COUNTY BUILDING DIVISION APPROVED,- 60�%SJ 1 %? 620 d td �/q2>i PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: Floor Joists BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 2 Width: 1.5 Depth: 5.5 Number of members laminated: 1 Span: 9'8" LOADING Beam self -weight: 2.0 PLF UNIFORM LOAD [ 1.33 X (DL+LL) = 1.33 X(10+40) = 14+54 =681 LL: 54 PLF DL: 14 PLF TL: 68 PLF DEFLECTION CRITERIA Floor member per UBC Max. LL deflection: 360 Max. TL deflection: 240 ADJUSTMENT FACTORS Duration factor: 1.00 Repetitive member factor. 1.15 Size factor: 1.30 REACTIONS Left LL reaction: 261 Left DL reaction: 77 Left TL reaction: 338 Right LL reaction. 261 Right DL reaction. 77 Right TL reaction: 338 FcPerp: 625 Min. bearing at left: 0.4" Min. bearing at right: 0.4" SHEAR OK Area Required: 5 in. ^ 2 Available: 8 in. ^ 2 Fv Required: 56 psi Available: 95 psi Max. shear Actual: 306 psi Allowable: 523 psi BENDING OK Section Modulus Required: 8 in. ^ 3 Available: 8 in. ^ 3 Fb Required: 1298 psi. Base available. 875 psi Adjusted available: 1308 psi Max. moment Actual: 818 ft. lbs. Allowable: 824 ft. lbs. DEFLECTION OK Moment of inertia Required. 21 in. ^ 4 Available: 21 in. " 4 Modulus of elasticity Required: 1583178 psi Available: 1600000 psi Max. LL deflection Actual: 0.32"= span/364 Allowable: 0.32" = span/360 Max. TL deflection Actual: 0.41" = span/281 Allowable: 0.48" = span/240 BUTTE COUNTY BUILDING DIVISION APPROVED PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: Deck Joists BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Hem -Fir Grade: No. 2 Width: 1.5 Depth: 5.5 Number of members laminated: 1 Span: V 0" LOADING Beam self -weight: 1.8 PLF UNIFORM LOAD [ 1.33 X (DL+LL) = 1.33 X (10+40) = 14+54 = 68 LL: 54 PLF DL: 14 PLF TL: 68 PLF DEFLECTION CRITERIA Floor member per UBC Max. LL deflection: 360 Max. TL deflection: 240 ADJUSTMENT FACTORS Duration factor. 1.00 Repetitive member factor. 1.15 Size factor: 1.30 REACTIONS Left LL reaction: 162 Left DL reaction: 48 Left TL reaction: 210 Right LL reaction: 162 Right DL reaction: 48 Right TL reaction: 210 FcPerp: 405 Min. bearing at left: 0.3" Min. bearing at right: 0.3" SHEAR OK Area Required: 4 in. ^ 2. Available: 8 in. " 2 Fv Required: 32 psi Available: 75 psi Max. shear Actual: 177 psi Allowable: 413.psi BENDING OK Section Modulus Required: 3 in. ^ 3 Available: 8 in. ^ 3 Fb Required: 499 psi Base available: 850 psi Adjusted available: 1271 psi Max. moment Actual: 314 ft. lbs. Allowable: 801 ft. lbs. DEFLECTION OK Moment of inertia Required: 6 in. ^ 4 Available: 21 in. " 4 Modulus of elasticity Required: 378576 psi Available: 1300000 psi Max. LL deflection Actual: 0.06" = span/1236 Allowable: 0.20" = span/360 Max. TL deflection Actual: 0.08"= span/956 Allowable: 0.30" = span/240 BUTTE COUNW BUILDING DIVISION APPROVED PROJECT DESCRIPTION: Tony Fox- BEAM oxBEAM LOCATION: Floor Girder 6'3" Trib Load BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 1 Width: 5.5 Depth: 5.5 Number of members laminated: 1 Span: 8'9" ' LOADING Beam self -weight: 7.4 PLF UNIFORM LOAD [ 6.25 X (DL+LL) = 6.25 X(10+40) = 63 + 2501 LL: 63 PLF DL: 250 PLF TL: 313 PLF DEFLECTION CRITERIA ' Floor member per UBC Max. LL deflection: 360 Max. TL deflection: 240 ADJUSTMENT FACTORS Duration factor: 1.00 REACTIONS Left LL reaction: 276 Left DL reaction: 1126 Left TL reaction: 1402 Right LL reaction: 276 Right DL reaction: 1126 Right TL reaction:. 1402 FcPerp: 625 . 4 Min. bearing at left: 0.4" BUTTE COUNTY Min. bearing at right: 0.4" BUILDING DIVISION . SHEAR OK Area APPROVE® . . Required: 22 in. ^ 2 Available: 30.in. "2 Fv ` Required: 62 psi Available: 85 psi Max.shear Actual: 1255 psi Allowable: 1714 psi BENDING OK Section Modulus Required: 27 in. A 3 F Available: 28 in. " 3 Fb Required: 1327 psi Available: 1350 psi Max. moment Actual: 3066 ft. lbs. Allowable: 3120 ft. lbs: DEFLECTION OK Moment of inertia Required: 60 in. "4 Available: 76 in. ^ 4 Modulus of elasticity - Required: 1266471 psi Available: 1600000 psi Max. LL deflection Actual: 0.07" = span/1542 Allowable: 0.29" = span/360 Max. TL deflection Actual: 0.35" = span/303 Allowable: 0.44" = span/240 VM r b17 IC' f,.- 5 - PROJECT DESCRIPTION. Tony Fox BEAM LOCATION: Floor Girder 8'6" Trib Load BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 1 Width: 5.5 Depth: 5.5 Number of members laminated: 1 Span: 7'6" LOADING Beam self -weight: 7.4 PLF UNIFORM LOAD [ 8.5 X (DL+LL) = 8.5 X(10+40) = 85 + 340 = LL: 85 PLF DL: 340 PLF TL: 425 PLF DEFLECTION CRITERIA Floor member per UBC Max. LL deflection: 360 Max. TL deflection: 240 ADJUSTMENT FACTORS Duration factor: 1.00 REACTIONS Left LL reaction: 319 Left DL reaction: 1303 Left TL reaction: 1621 Right LL reaction: 319 Right DL reaction. 1303 Right TL reaction: 1621 FcPerp: 625 Min. bearing at left: 0.5" Min. bearing at right: 0.5" SHEAR OK Area Required: 25 in. " 2 Available: 30 in. ^ 2 Fv Required: 71 psi Available: 85 psi Max. shear Actual: 1423 psi Allowable: 1714 psi BENDING OK Section Modulus Required: 27 in. 113 Available: 28 in. " 3 Fb Required: 1316 psi Available: 1350 psi Max. moment Actual: 3040 ft. lbs. Allowable: 3120 ft. lbs. DEFLECTION OK Moment of inertia Required: 51 in. ^ 4 Available: 76 in. "4 Modulus of elasticity BUTTE COUNTY BUILDING DIVISION APPROVE® Required: 1076378 psi Available: 1600000 psi Max. LL deflection Actual: 0.05" = span/1815 Allowable: 0.25" = span/360 Max TL deflection Actual: 0.25" = span/357 Allowable: 0.38" = span/240 IVB f'V' 1 30, A -IiTl PROJECT DESCRIPTION: Tony Fox C'' i t�v �t �� / (�� "� �J L') �) BEAM LOCATION: Floor Girder 77" Trib Load BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 1 Width: 5.5 Depth: 5.5 Number of members laminated: 1 Span: 8' 0" LOADING Beam self -weight: 7.4 PLF UNIFORM LOAD [ 7.6 X (DL+LL) = 7.6 X(10+40) = 76 + 304 = 380 LL: 76 PLF DL: 304 PLF TL: 380 PLF DEFLECTION CRITERIA Floor member per UBC Max. LL deflection: 360 Max. TL deflection: 240 ADJUSTMENT FACTORS Duration factor: 1.00 REACTIONS Left LL reaction: 304 Left DL reaction: 1245 Left TL reaction: 1549 Right LL reaction: 304 Right DL reaction: 1245 Right TL reaction: 1549 FcPerp: 625 Min. bearing at left: 0.5" Min. bearing at right: 0.5" SHEAR OK Area Required: 24 in. ^ 2 Available: 30 in. " 2 Fv Required: 68 psi Available: 85 psi Max. shear Actual: 1372 psi Allowable: 1714 psi BENDING OK Section Modulus Required: 28 in: ^ 3 Available: 28 in. " 3 Fb Required: 1341 psi Available: 1350 psi Max. moment Actual: 3099 ft. lbs. Allowable: 3120 ft. lbs. DEFLECTION OK Moment of inertia Required: 56 in. "4 Available: 76 in. ^ 4 Modulus of elasticity BUTTE ( BUILDING APPR Required. 1170359 psi Available: 1600000 psi Max. LL deflection Actual: 0.06" = span/1672 Allowable: 0.27" = span/360 Max. TL deflection Actual: 0.29" = span/328 Allowable: 0.40" = span/240 UNW IVISION VED PROJECT DESCRIPTION: Tony Fox 17 BEAM LOCATION: Floor Girder 9'10" Trib Load ,BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 1 Width: 5.5 Depth: 5.5 Number of members laminated: 1 Span: 7'0" LOADING Beam self -weight: 7.4 PLF UNIFORM LOAD [ 9.83 X (DL+LL) = 9.83 X(10+40) = 99 + 394=' 4 LL: 99 PLF DL 394 PLF TL- 493 PLF DEFLECTION CRITERIA Floor member per UBC Max. LL deflection: 360 Max. TL deflection: 240 ADJUSTMENT FACTORS Duration factor. 1.00 REACTIONS Left LL reaction: 347 Left DL reaction: 1405 Left TL reaction: 1751 Right LL reaction: 347 Right DL reaction: 1405 Right TL reaction: 1751 FcPerp: 625 Min. bearing at left: 0.5" Min. bearing at right: 0.5" SHEAR OK Area Required: 27 in. ^ 2 Available: 30 in. " 2 Fv Required: 75 psi Available: 85 psi Max. shear Actual: 1522 psi Allowable: 1714 psi BENDING OK Section Modulus Required: 27 in. ^ 3 Available: 28 in. " 3 Fb Required: 1326 psi Available: 1350 psi Max. moment Actual: 3065 ft. lbs. Allowable: 3120 ft. lbs. DEFLECTION OK Moment of inertia Required: 48 in. ^ 4 Available: 76 in. ^ 4 Modulus of elasticity BUTTE BUILDIN APIV` F Required: 1012775 psi Available: 1600000 psi Max. LL deflection Actual: 0.04" = span/1916 Allowable: 0.23" = span/360 Max. TL deflection Actual: 0.22" = span/379 Allowable: 0.35" = span/240 13) COUNTY DIVISION110®ED ?-c'tiveri 0 ass .7-6 Ell S Q 0,A)g PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: Floor Girder 9'6" Trib Load h 'BEAM IS ADEQUATE 'BEAM . Type: Solid sawn Species: Douglas fir larch Grade. No. 1 Width: 5.5 Depth: 5.5 Number of members laminated: 1 ' Span: 7'2" LOADING Beam self -weight: 7.4 PLF UNIFORM LOAD [ 9.5 X (DL+LL) = 9.5 X(10+40) = 95 + 380 = 475 LL: 95 PLF DL 380 PLF TL: 475 PLF DEFLECTION CRITERIA Floor member per UBC Max. LL deflection: 360 Max. TI -deflection: 240 ' ADJUSTMENT FACTORS Duration factor: 1.00 REACTIONS Left LL reaction: 340 Left DL reaction: 1388 Left TL reaction: 1728 Right LL reaction: 340 Right DL reaction: 1388 Right TL reaction: 1728 FcPerp. 625 Min. bearing at left: 0.51' Min. bearing at right: 0.5" SHEAR OK + Area Required. 1047753 psi Available: 1600000 psi Max. LL deflection Actual: 0.05" = span/1861 Allowable: 0.24" = span/360 Max. TL deflection Actual: 0.23"= span/366 Allowable: 0.36" = span/240 ' 120 A�dl 0 30 jk Required: 27 in. ^ 2 Available: 30 in. ^ 2 BUTTE OUNTY Fv Required: 75 psi BUILDING DIVISION Available: 85 psi ' ' AP r E D ' Max. shear V Actual: 1507 psi Allowable: 1714 psi BENDING OK ` Section Modulus Required: 28 in. ^ 3 - Available: 28 in. A 3. Fb Required: 1340 psi Available: 1350 psi Max. moment Actual: 3097 ft. lbs. Allowable: 3120 ft. lbs. ` DEFLECTION OK Moment of inertia - Required: 50 in. ^ 4 Available: 76 in. ^ 4 Modulus of elasticity ' PROJECT DESCRIPTION: Tony Fox n BEAM LOCATION: 12' Rear Wall Header I (� BEAM IS ADEQUATE ' BEAM Type:. Glulam Grade: 24F-V4 Width: 5.125 ' Depth: 10.5 Number of members laminated: 1 Span: 12'0" LOADING Beam self-weight: 13.1 PLF UNIFORM LOAD [ 28.5X(DL+LL)=28.5X(15+2028.5X35=998 TL: 998 PLF DEFLECTION CRITERIA Roof/ceiling beam per UBC { Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS Duration factor: 1.15. REACTIONS Left reaction: 6066 Right reaction: 6066 FcPerp: 650 , Min. bearing at left: 1.8" . Min. bearing at right. 1.8" SHEAR OK , Area ' Required: 41 in. ^ 2 Available: 54 in. " 2 r Fv BUTTE COUNTY Required: 144 psi BUILDING DIVISION Base available: 165 psi `, ' Adjusted available: 190 psi Max. shear AP�R®�/ E® • Actual: 5182 psi Allowable: 6807 psi BENDING OK Section Modulus Required: 79 in. ^ 3 Available: 94 in. ^ 3` Fb Required: 2319 psi Base available: 2400 psi Adjusted available: 2760 psi Max. moment Actual: 18199 ft. lbs. ` Allowable: 21660 ft. lbs. DEFLECTION Max. TL deflection: 0.53" = span/272 PROJECT DESCRIPTION. Tony Fox BEAM LOCATION: 9' Rear Wall Header BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 1 Width: 5.5 Depth. 11.5 Number of members laminated: 1 Span: 9'0" LOADING Beam self -weight: 15.4 PLF UNIFORM LOAD [ 28.5X(DL+LL)=28.5X(15+20)=28.5X35=998 j TL: 998 PLF DEFLECTION CRITERIA Roof/ceiling beam per UBC Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS Duration factor: 1.15 REACTIONS Left reaction: 4560 Right reaction: 4560 FcPerp. 625 Min. bearing at left: 1.3" Min. bearing at right: 1:3" SHEAR OK Area Required: 55 in. ^ 2 Available: 63 in. ^ 2 Fv Required: 85 psi Base available: 85 psi Adjusted available: 98 psi Max. shear Actual: 3589 psi Allowable: 4122 psi BENDING OK Section Modulus Required: 79 in. ^ 3 Available: 121 in. ^ 3 Fb Required: 1016 psi Base available: 1350 psi Adjusted available: 1553 psi Max. moment Actual: 10260 ft. lbs. Allowable: 15684 ft. lbs. DEFLECTION Max. TL deflection: 0.13" = span/805 BUTTE COUNTY BUILDING DIVISION APPROVE® Fb Required: 1056 psi Base available: 1350 psi Adjusted available: 1553 psi , Max. moment , Actual: 4536 ft. lbs. Allowable: 6671 ft. lbs. DEFLECTION Max. TL deflection: 0.10" = span/758 0 PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: 6' Rear Wall Header BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 1 Width: 5.5 Depth: 7.5 Number of members laminated: 1 Span: 6'0" LOADING Beam self -weight: 10.0 PLF UNIFORM LOAD [ 28.5X(DL+LL)=28.5X(15+20)=28.5X35=9981 TL: 998 PLF . DEFLECTION CRITERIA Roof/ceiling beam per UBC. Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS Duration factor: 1.15 REACTIONS Leff reaction: 3024 Right reaction: 3024 FcPerp: 625 Min. bearing at left. 0.9" Min, bearing at right: 0.9" SHEAR OK ' Area Required: 37 in. ^ 2 Available: 41 in. ^ 2 Fv Required: 87 psi Base available: 85 psi Adjusted available: 98 psi Max. shear Actual: 2394 psi BUTTE COUNTY Allowable: 2688 psi BUILDING DIVISION BENDING ModulusAPPROVED Section M Required: 35 in. ^ 3 Available: 52 in ^ 3 Fb Required: 1056 psi Base available: 1350 psi Adjusted available: 1553 psi , Max. moment , Actual: 4536 ft. lbs. Allowable: 6671 ft. lbs. DEFLECTION Max. TL deflection: 0.10" = span/758 0 PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: 3' Rear Wall Header BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 1 Width: 5.5 Depth: 5.5 Number of members laminated: 1 Span: 3'0" LOADING Beam self -weight: 7.4 PLF UNIFORM LOAD [ 28.5X(DL+LL)=28.5X(15+20)=28.5X35=998 ) TL: 998 PLF DEFLECTION CRITERIA Roof/ceiling beam per UBC Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS Duration factor: 1.15 REACTIONS Left reaction: 1508 Right reaction: 1508 FcPerp: 625 Min. bearing at left: 0.4" Min. bearing at right: 0.4" SHEAR OK Area Required: 16 in. ^ 2 Available: 30 in. ^ 2 Fv Required: 52 psi Base available: 85 psi Adjusted available: 98 si Max. shear P BUTTE COUNTY Actual: 1047 psi BUILDING DIVISION Allowable: 1971 psi, AP P� ®�� BENDING OK Section Modulus Required: 9 in. ^ 3 Available: 28 in. ^ 3 Fb Required: 489 psi Base available: 1350 psi ` Adjusted available: 1553 psi Max. moment Actual. 1131 ft. lbs. Allowable: 3587 ft. lbs. DEFLECTION Max. TL deflection: 0.02" = span/2397 PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: 3' Back Rear Wall Header I 1 BEAM IS ADEQUATE BEAM Type: Solid sawn' Species: Douglas fir larch Grade: No. 1 Width: 5.5 Depth: 5.5 Number of members laminated: 1 Span: SO" LOADING , Beam self -weight: 7.4 PLF UNIFORM LOAD [ 3X(DL+LL)=3X(15+20)=3X35=105) ' TL: 105 PLF DEFLECTION CRITERIA Roof/ceiling beam per UBC - Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS Duration factor: 1.15 REACTIONS Left reaction: 169 Right reaction: 169 y FcPerp: 625 Min. bearing at left: 0.0" Min. bearing at right. 0.0" f• SHEAR OK Area Required: 2 in. ^ 2 Available: 30 in. ^ 2 Fv Required. 6 psi Base available: 85 psi Adjusted available: 98 psi Max. shear Actual: 117 psi Allowable: 1971 psi BUTTE COUNTY BENDING OK Section Modulus BUILDING DIVISION Required: 1 in. ^ 3 A ®P R OO�1 E D APPROVED Available: 28 in. ^ 3' d�l�" Fb Required: 55 psi Base available: 1350 psi Adjusted available: 1553 psi Max. moment Actual: 126 ft, lbs. Allowable: 3587 ft. lbs. DEFLECTION Max. TL deflection: 0.00" = span/21451 01(0 PkOJECT DESCRIPTION: Tony Fox BEAM LOCATION: Garage Door Header BEAM IS ADEQUATE BEAM Type: Solid sawn ' Species. Douglas fir larch Grade: No. 2 Width: 5.5 Depth: 11.5 Number of members laminated: 1 Span: 10'011 LOADING Beam self -weight: 15.4 PLF UNIFORM LOAD [ 17.33X(DL+LL) = 17.33X(15+20) = 17.33X35 = 6071 TL: 607 PLF "DEFLECTION CRITERIA Roof/ceiling beam per UBC Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS ' Duration factor. 1.15 REACTIONS Left reaction: 3112 ' Right reaction: 3112 FcPerp: 625 Min. bearing at left: 0.9" Min. bearing at right: 0.9" SHEAR OK Area ; Required: 39 in. ^ 2 Available: 63 in. ^ 2 Fv _ Required: 60 psi . Base available: 85 psi ' Adjusted available: 98 psi , Max. shear Actual: 2515 psi Allowable. 4122 psi BUTTE COUNTY BENDING OK Section Modulus BUILDING DIVISION Required: 93 in. ^ 3'PROVE® Available: 121 in. ^ 3 Fb Required: 770 psi Base available: 875 psi Adjusted available. 1006 psi Max. moment Actual. 7780 ft. lbs. Allowable: 10166 ft. lbs. DEFLECTION Max. TL deflection: 0.15" = span/777 PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: 6' Front ` 0� Garage Window Header''•' q BEAM IS ADEQUATE BEAM s Type: Solid sawn • . Species: Douglas fir larch ' Grade. No. 2 Width: 5.5 Depth: 5.5 Number of members laminated: 1 Span: 6'0" LOADING Beam self -weight: 7.4 PLF UNIFORM LOAD [ 3X(DL+LL)=3X(15+20)=33X35=105 ] TL: 105 PLF DEFLECTION CRITERIA Roof/ceiling beam per UBC Max. LL deflection: N/A Max. TL deflection: N/A ' i ADJUSTMENT FACTORS Duration factor: 1.15 REACTIONS Left reaction: 337 Right reaction: 337 FcPerp: 625 Min. bearing at left: 0.1" • Min. bearing at right: 0.1" SHEAR OK Area Required: 4 in. ^ 2 . Available: 30 in. ^ 2 - Fv - Required: 14 psi Base available: 85 psi Adjusted available: 98 psi Max. shear Actual: 286 psi Allowable: 1971 psi BENDING OK BUTTE COUNTY Section Modulus BUILDING DIVISION Required: 6 in. ^ 3 Available: 28 in. ^ 3 ` ��®��® Fb • Required: 219 psi Base available: 875 psi Adjusted available: 1006 psi Max. moment % Actual: 506 ft. lbs. Allowable: 2325 ft. lbs. „ DEFLECTION Max. TL deflection: 0.03" = span/2179 PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: 6' Front Wall Header BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 2 Width: 5.5 Depth: 7.5 Number of members laminated: 1 Span: 6'0" LOADING Beam self -weight: 10.0 PLF UNIFORM LOAD [ 25.33X(DL+LL)=25.33X(15+20)=25.33X35=887 ] TL: 887 PLF DEFLECTION CRITERIA Roof/ceiling beam per UBC Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS Duration factor: 1.15 REACTIONS Left reaction: 2691 Right reaction: 2691 FcPerp: 625 Min. bearing at left: 0.8" Min. bearing at right: 0:8" SHEAR OK Area Required: 33 in. ^ 2 Available. 41 in. ^ 2 Fv Required: 77 psi Base available: 85 psi Adjusted available: 98 psi Max. shear Actual: 2130 psi Allowable: 2688 psi BUTTE COUNTY BENDING Section ModulusM BUILDING DIVISION Required: 48 in. ^ 3 Available: 52 in. ^ 3 APPROVED Fb Required: 939 psi Base available: 875 psi Adjusted available: 1006 psi Max. moment Actual: 4037 ft. lbs. Allowable: 4324 ft. lbs. DEFLECTION Max. TL deflection: 0.10" = span/692 PROJECT DESCRIPTION: Tony Fox f BEAM LOCATION: 6' Front Deck Wall Header BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 2 Width: 5.5 . Depth: 5.5 Number of members laminated: 1 Span: 6'0" LOADING Beam self -weight: 7.4 PLF UNIFORM LOAD [ 2X(DL+LL)=2X(15+20)=2X35=70 ) TL: 70 PLF DEFLECTION CRITERIA Roof/ceiling beam per UBC Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS - Duration factor: 1.15 REACTIONS Left reaction: 232' Right reaction: 232 FcPerp: 625 Min. bearing at left: 0.1" Min. bearing at right: 0.1" SHEAR OK ' Area Required: 3 in. A2 Available: 30 in. " 2 Fv Required: 10 psi Base available: 85 psi Adjusted available: 98 psi Max. shear Actual: 197 psi BUTTE COUNTY Allowable: 1971 psi BUILDING DIVISION BENDING AP®FO4 ED Section ModulusM �" !/ Required: 4 in. 113 Available: 28 in. ^ 3 Fb Required: 151 psi Base available: 875 psi Adjusted available: 1006 psi Max. moment Actual: 348 ft. lbs. Allowable: 2325 ft. lbs. - DEFLECTION Max. TL deflection: 0.02" = span/3164 PROJECT DESCRIPTION: Tony Fox BEAM LOCATION: 3' Left End Wall Header BEAM IS ADEQUATE BEAM Type: Solid sawn Species: Douglas fir larch Grade: No. 2 Width: 5.5 Depth: 5.5' ' Number of members laminated: 1 " Span: 3'0" LOADING Beam self -weight: 7.4 PLF UNIFORM LOAD [ 3X(DL+LL)=3X(15+20)=3X35=105 ] „ TL: 105 PLF UNIFORM LOAD [ Wall Load = 12 X 15 = 180 ] ` TL: 180 PLF DEFLECTION CRITERIA Roof/ceiling beam per UBC ' Max. LL deflection: N/A Max. TL deflection: N/A ADJUSTMENT FACTORS Duration factor: 1.15 REACTIONS Left reaction: 439. Right reaction: 439_ " FcPerp: 625 Min. bearing at left: 0.1" , Min. bearing at right: 0.1" SHEAR OK ` Area Required: 5 in. ^ 2 Available: 30 in. ^ 2 Fv - Required: 15 psi BUTTB COUNTY Base available: 85 psi BUILDING DIVISION- Adjusted available: 98 psi®� c Max. shear tl—®!9 E D . Actual: 305 psi Allowable:.1971 psi BENDING OK Section Modulus Required: 4 in. ^ 3 Available: 28 in. ^ 3 Fb Required: 142 psi . Base available: 875 psi Adjusted available: 1006 psi Max. moment Actual: 329 ft. lbs: „ Allowable: 2325 ft. lbs. i DEFLECTION Max. TL deflection: 0.01".= span/6698