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HomeMy WebLinkAboutB16-0733 000-000-000Aes ign ssistance Truss Take -of f Design & Sales Monte Call - 793 Camellia Dr - Paradise, CA 95969 (530) 811.4132 Office (530) 811-4132 FAX TRUSS ENGINEERING BUTTE COUNIFY JUL 19 2016, DEVELOPMENT SERVICES JG�o; 33 Naillon Addition r 7/15/2016 a�� 3 MiTek Industries (800) 772 5351 PERMIT# 1 C77 -�3 • BUTTE COUNTY DEVELOPMENT SERVICES . REVIEWED FOR C ®� ,COMPL- IANCE DA � � BY BUTTE COUNTY BUILDING DIVISION APPROVED All designs are property of MEEK'S LUMBER AND HARDWARE. All designs are null and void if not fabricated by MEEK'S LUMBER AND HARDWARE. ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS ,.... John NaIIIO11 PLACEMENT ONLY. REFER TO TRUSS c ? S CALCULATIONS AND ENGINEERING 1 PROJECT TITLE: REVISION -1: STRUCTURAL DRAWING FOR ALL 1 j777j FURTHER INFORMATION. BUILDING n �i L J DESIGNER/ENGINEER OF RECORD 1 S.S1-sta j V. PLAN: RAWN BY., REVISION -2: RESPONSIBLE FOR ALL NON -TRUSS [???]TO NECKED BY. TRUSS CONNECTIONS. BUILDING r. DELIVERY LOCATION: SCALE: OB DESIGNER/ENGINEER OF RECORD TO MO Q' Ce�l� [777, 777 UILLON REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION., H%T 47�JZ 0 All designs are property of MEEK'S LUMBER AND HARDWARE. All designs are null and void if not fabricated by MEEK'S LUMBER AND HARDWARE. MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 60615 NAILLON Naillon Addition The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K2170567 thru K2170571 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OQ�nf ESS/Owg1 =C- ONIO F.y C 76428 �z W v EXR 12/31/2016 . BUTTE COUNTY BUILDING DIVISION July 14,2016 APPROVEU Hernandez, Marcos IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type City Ply Naillon Addition (loc) I/defl L/d PLATES GRIP TCLL 20.0 K2170567 60615_NAILLON Al GABLE 1 1 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.46 Vert(TL) Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jul 12 17:56:33 2016 Page 1 ID:g7SDSim7vpAF25dj 1 DWplvzSnye-dW8FALgyePl xVl zOgl KF2chbvVoxgRgliKmppgyyjTC 6-0-1 12-11-0 17-7-15 24 -n -n + 26� 2-01 6.4-1 5-7-15 5-7-15 6.4-1 2-0-0 Scale = 1:48.7 4x8 11 5x8 = 3x6 = 3x6 = 2.5x5 = Io Plate Offsets (X,Y)— [2:0-3-4,0-2-0], [4:0-5-4,0-2-0], [4:0-2-0,Edge], [4:0-2-0,0-0-12], [6:0-3-8,0-2-0], [8:0-2-8,0-0-15], [9:0-4-0,0-3-0], (9:0-3-0,0-2-0], [15:0-1-12,0-0-12], [43:0-1-12 .0-0-121 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 0.52 Vert(LL) 0.15 946 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.37 9-46 >756 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 183 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF No.1 &Btr G OTHERS 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 2=1102/0-5-8,6=1030/0-5-8 Max Horz 2=74(LC 7) Max Uplift2=-373(LC 8), 6=-354(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2023/621, 3-4=-1819/613, 4-5=-1810/609, 5-6=-2012/617 BOT CHORD 2-9=-501/1855, 8-9=-255/1165, 6-8=-497/1843 WEBS 4-8=-243/671, 5.8=-412/142, 4-9=-248/683, 3-9=-419/145 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins. Except: 4-2-0 oc bracing: 2-3 4-3-0 oc bracing: 5-6 BOT CHORD Rigid ceiling directly applied or 9-4-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u' e BUTTE C®UNI f BUILDING DIVI%.. I NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable 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 373 Ib uplift at joint 2 and 354 Ib uplift at joint 6. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. oQ,qt!3FESSIOAt P�ZONIO y Fyc p C 76428 �Z � t7 * y EXP. 12/31/20 �TFOF AL1FOc�e,\P July 14,2016 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M/67473 rev. 10/03/1015 BEFORE USE. �.. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must 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 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quattly Criteria, OSB -89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Ory Ply Naillon Addition Plate Grip DOL 1.15 TC 0.16 TCDL 11.0 K2170568 60615_NAILLON AIA COMMON SUPPORTED GAB 2 1 YES WB 0.02 BCDL 10.0 Code IBC20121TPI2007 (Matrix) Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jul 12 17:56:34 2016 Page 1 ID:g7SDSim7vpAF25dj1 DWplvzSnye-5jidOhhbPi9o7BYCOkrUbpDsCvFfpwjRw_WMM6yyjTB r _2_()_0124)-n 12-n 24-0-0 26 n -n 2-0-0 12-0.0 12-0-0 200 Scale = 1:46.0 4x6 = 10 11 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 TCDL 11.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 BCDL 10.0 Code IBC20121TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF No. 1&Btr G REACTIONS. All bearings 24-0-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.02 19 n/r 120 MT20 220/195 Vert(TL) -0.04 19 n/r 120 HOrz(TL) 0.00 18 n/a n/a BRACING - TOP CHORD BOT CHORD (lb) - Max Horz 2=-76(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 33, 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21 except 2=-103(LC 8), 18=-103(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 34, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24, 23, 22, 21, 20 except 2=277(LC 1), 18=277(LC 1) Weight: 131 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 13UTTE COUP," BUILDING ®IVIS;10' FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. APPROVED, 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=2ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ��FESSION 9) A plate rating reduction of 20% has been applied for the green lumber members. �QQ �ONID �Fy 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 33, 32, 31, 30, 29, of 28, 26, 25, 24, 23, 22, 21 except at --lb) 2=103, 18=103. 2 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C� O - R1 J v C 76428 Z ;0 *�y, " 1213 EXP. )[I Of: July 14,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED Mn'EK REFERENCE PAGE M114173 rev. 10Po3R015 BEFORE USE. Design valid for use only with M1ek8 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 to MiTek" stability and prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCS] Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Naillon Addition TC 0.31 Vert(LL) 0.13 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 K2170569 60615_NAILLON A2 Common 32 1 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jul 12 17:56:35 2016 Page 1 ID:g7SDSim7vpAF25djl DWplvzSnye-avG7b 1 hDAOH6L7PySMj71 m7ZJV48MPb9eFwuZyyjTA r 2.0.0 _ 6-4-1 12-0-D 17-7-15 24-ao 7s -0-D 2A0 } 6-4-1 5-7-15 5-7-15 6-4-1 Scale = 1:46.0 4x4 = 3x6 = bxa — 3x4 3z6 = I{ 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.13 8-9 >999 240 MT20 220/195 TCDL 11.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.34 8-9 >852 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) Corona, CA 92880 Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1157/0-5-8,6=1259/0-5-8 Max Horz 2=76(LC 7) Max Uplift2=-324(LC 8), 6=-221 (LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1978/449, 3-4=-1780/451, 4-16=-1827/333, 5-16=-1936/273, 5-17=-2047/261, 6-17=-2205/216 BOT CHORD 2-9=-325/1765, 8-9=-117/1225, 6-8=-122/1968 WEBS 4-8=43/755, 5-8=-522/0, 4-9=-220/578, 3-9=355/129 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 200.01b AC unit load placed on the top chord, 18-0-0 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 noncwncurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard 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) except (jt=1b) 2=324, 6=221. Q�pFESS/OAl 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0' ONI0 y�F.yC QS' � i13UTTE C �, 1`41 � �:' � � C 76428 0 � BUILDING DIVOOK: * yEXP. 12/31/2016^V �1PPRu llLZ r . FOFCALW July 14,2016 WARNING - Verily design pemmefers and READ NOTES ON THIS AND INCLUDED M/7ElC REFERENCE PAGE U10447310/03/2015 --• rev. BEFORE USE. Design valid for use only with MTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for to M iT®k� always required stability and prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Cdteda, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Naillon Addidon Plate Grip DOL 1.15 TC 0.27 TCDL 11.0 K2170570 60615_NAILLON A3 Common 3 1 YES WB 0.36 BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Job Reference (optional) DESIGN ASSISI ANNE, PARADiSt, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jul 12 17:56:36 2016 Page 1 ID:g7SDSim7vpAF25djl DWplvzSnye-25gNpNirxKPWMVibW9uygEJAOjv7dvk019TQ7yyjT9 6.4-1 12-0.0 17-7-15 2440-0 6 D 0 2-0-0 6-4-1 5-7-15 5-7-15 6-4-1 Scale = 1:46.0 4x6 = 5x8 = 3x10 = 1.5x4 11 3x6 = 6.4-1 12-2-12 17-7-15 400 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.27 TCDL 11.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1 &BU G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF No.1 &Btr G REACTIONS. (Ib/size) 2=49310-3-8.9=1255/0-5-8,6=468/0-5-8 Max Horz 2=76(LC 7) Max Uplift2=-189(LC 8), 9=-375(LC 8), 6=-181(LC 8) Max Grav2=528(LC 17), 9=1255(LC 1), 6=508(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-434/122, 3-4=-63/420, 4-5=-69/450, 5-6=-380/102 BOT CHORD 2-10=-23/345, 9-10=-23/345, 8-9=-10/295, 6-8=-10/295 WEBS 4-9=-601/127, 5-9=-631/232, 3-9=-657/242 DEFL. in (lac) I/deft Ud PLATES GRIP Vert(LL) 0.03 8-16 >999 240 MT20 220/195 Vert(TL) -0.07 8-16 >999 180 Horz(TL) 0.01 6 n/a n/a Weight: 105 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quicle. 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. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=189, 9=375, 6=181. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE GGr ,,i BUILDING DIVU V`;` APPR.: t Q9OFESSIOA1 �6OONIO F�yc� C 76428 �Z 0 * �y EXP. 1 1/2016 ^� sT CIV( 9rFOFCAL WARNING - Vegly design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MIF7473 rev. 10/D3/2015 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 MiT®k• is always requited 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 ANSIJPII Quality Cnteda, 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 I� 0 July 14,2016 Job Truss Truss Type Qty Ply Naillon Addition Plate Grip DOL 1.15 TC 0.49 TCDL 11.0 K2170571 60615_NAILLON A4 GABLE 1 1 YES WB 0.50 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jul 12 17:56:37 2016 Page 1 ID:g7SDSim7vpAF25dj 1 DWplvzSnye-W IOIOjjTidXN_fHn3tPBCSrHK7DHcA?udykOyRyyjT8 64-1 i 12-0-017-7-1 S 24-M 26 -D -D 2-01 6-4-1 5-7-15 5-7-15 6-4-1 220-0 Scale: 114"=1' 8x8 5x8 = 16 15 14 13 12 11 10 9 8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 TCDL 11.0 Lumber DOL 1.25 BC 0.30 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF NoA&Btr G OTHERS 2x4 DF No. 1&Btr G WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.11 17-49 >999 240 MT20 220/195 Vert(TL) -0.2717-49 >531 180 M18SHS 220/195 Horz(TL) 0.01 2 n/a n/a Weight: 185 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-0-0 except Qt=length) 2=0-3-8, 16=0-3-8. (lb) - Max Horz 2=75(LC 7) Max Uplift All uplift 100 Ib or less at joints) 9, 6, 16 except 2=-242(LC 8), 12=-283(LC 8), 15=-102(LC 1) Max Grav All reactions 250 Ib or less at joint(s) 15, 14, 13, 11, 10, 9, 8, 6, 16, 6 except 2=673(LC 1), 12=1083(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-820/258, 3-4=-595/242, 4-5=-103/614, 5-6=-87/387 BOT CHORD 2-17=-170/740, 11-12=-335/134, 10-11=335/134, 9-10=-335/134, 8-9=-335/134, 6-8=-335/134 WEBS 4-12=-998/256, 5-12=-368/129, 4-17=213/589, 3-17=-417/144 BUTTE CCU t '" BUILDING DIVOT` N APPROV LP NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 MT20 plates unless otherwise indicated. 5) All plates are 1.5x4 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 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 6, 16, 6 except Qt=1b) 2=242,12=283,15=102. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 Ig Q�OfESS/ON,q� O �(ONIO hF�yG1 6 C 76428 � v �y EXP. 12/31/2016, OF July 14,2016 A WARNING • Verify design pemmefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I14479 rev. fOPo9/2015 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Type - Qty Ply Naillon Addition I_IA'4 - K2170571 60615 NAILLON GABLE 1 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI JTPII Quality Criteria, DSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Job Reference (optional) DESIGN ASSISTANCE, PARADISE, CA 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Jul 12 17:56:37 2016 Page 2 ID:g7SDSim7vpAF25dj1 DWplvzSnye-WIOIOj TidXN_fHn3tPBCSrHK7DHcA7udykOyRyyjT8 NOTES - 13) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least one fie plate between each notch. t BUTTE C®UNT� BUILDING DIVISIGINR APPR®V AWARNINO • Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE 11111-7473ray. 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 MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI JTPII Quality Criteria, DSB•89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314. Corona, CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. -1/1go. cr-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 4 wide spacing, WEBS czq may require bracing, or alternative Tor I T m ,�� 0 1 bracing should be considered. '4 I 3 v+v 3 b N O a t'° a 3. Never exceed the - esign loadingrshorrn,6nd never stack mat aV rt'inaTae��q te(V % - -c7 t?us2es. 4. Provide copies of tNii`s;:r�'s3'Fd I. ttoathe tib Idyng For 4 x 2 orientation, locate 0-'Ag' from c2 a cs2 css O BOTTOM CHORDS designer �' oarsG�pery�so2p`rop r,yy-A— dnd all other Udl Vste`d pD, rfiesy{ ' plates outside edge of truss. 8 7 6 5 5. Cut membe J� by�eor tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. P THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIAPI 1. ' Plate location details available in MTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, .ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at indicated design. output. Use T or I bracing spacing on if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing of 10 spacing, section 6.3 These truss designs rel on lumber values g y is or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. —_� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI 1: National Design Specification for Metal 19. Review all portions of this design (front, back, words pictures) before use. Reviewing pictures alone Plate Connected Wood TfUSS Construction.and is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, I M!Tek ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. I MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Naillon Residence Calculation Description: Title 24 Analysis BUTTE COUNTY Calculation Date/Time: 15:17, Wed, Jul 13, 2016 Input File Name: Naillon2.ribdx JUL 19 2016' CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION SERVICES 01 Project Name Naillon Residence 04 16-073Z, 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ftz-yr) 03 Project Location 6412 Upper Palermo Road Compliance Margin Percent Improvement 04 City .Oroville 05 Standards Version Compliance 2015 06 Zip Code 95966 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ftz) 1428 15 Number of Zones 2 16 Slab Area (ftz) 0 17 Number of Stories 1 18 Addition Cond. Floor Area 366 19 Natural Gas Available No 20 Addition Slab Area (ftz) 0 21 Glazing Percentage (%) 10.0% COMPLIANCE RESULTS 01 Building Complies with Computer Pertorma`nce ,1 11 � 1T 02 This building incorporates features that require fielihtesting and/or verification;by a�cerYifed HERS �ate'r uride� the supervision of a CEC-approved HERS provider. yi �� «�_ __ It—_ !Fa tit , .._ �)►1 A R l�1-�—'� yA�"'-h M�•'y 'lf°� yA�I`—"yrs y.��"'M� T. .Y p1�1.� IM9wM It L.. X:: IFN Registration Number: 216-Ao113317c-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance PERMIT # 151 tr–,— L9 7 7-33 - BUTTE COUNTY DEVELOPMENTSERVICES Registrati • n - `te/ Vol 11E. E )6F 23 04 Rego Ve FCGL� c DATE 2( b ljv— HERS Provider: CaICERTS inc. Report Generated at: 2016-07-13 15:17:56 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ftz-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 78.70 71.11 7.59 9.6% Space Cooling 58.72 55.87 2.85 4.9% IAQ Ventilation .00 .00 .00 0.0% Water Heating 28.84 14.07 14.77 51.2% Photovoltaic Offset ---- .00 .00 Compliance Energy Total 166.26 141.05 25.21 15.2% Registration Number: 216-Ao113317c-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance PERMIT # 151 tr–,— L9 7 7-33 - BUTTE COUNTY DEVELOPMENTSERVICES Registrati • n - `te/ Vol 11E. E )6F 23 04 Rego Ve FCGL� c DATE 2( b ljv— HERS Provider: CaICERTS inc. Report Generated at: 2016-07-13 15:17:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Naillon Residence Calculation Description: Title 24 Analysis Calculation Date/Time: 15:17, Wed, Jul 13, 2016 Input File Name: Naillon2.ribdx REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO SPECIAL FEATURES REQUIRED HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 8 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: • --None -- Cooling System Verifications: • Minimum Airflow • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: - --None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use cocomponents �included in the �performance eccompliaance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption foe lighting and components not regulated'by Title 24, Part 6r'(such as -domestic apphances,and consumer �electr,onics) and accounting for the annual TDV energy offset by an on-site renewable energy system. (( I I (4 141--1 1 �v I I I I # f 11 4P4 Reference•Energy U'I I L-1 Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* �Ifk 2337.87 208.53 29.34 12.3% • 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 Naillon Residence 1428 1 2 -2 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Existing Conditioned System -11 1062 8 DHW Sys 1 Addition Conditioned System -11 366 8 Registration NumPN1111'1331Q.Q010010N000�-0000 Registration Date/Time: 2016-07-15 12:23:04 HERS Provider: CaICERTs inc. !h+1.Clk.li�' In)'11I�li(�I�� CA Building EnergyE ieiency Sta ��ard , 201 eside tial Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-07-13 15:17:56 ,PFO® CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Naillon Residence Calculation Description: Title 24 Analysis Calculation Date/Time: 15:17, Wed, Jul 13, 2016 Input File Name: Naillon2.ribdx CF1 R -PRF -01 Page 3 of 8 OPAQUE SURFACES 01 02 01 02 ` U3 ``` 0 X041 U X00 k=14 Q Ofi''y 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Status Verified Existing Condition Front/E Existing R-13 Wall 90 Front 192 62 90 Altered N/A Left/S Existing R-13 Wall 180 Left 312 17 90 Altered N/A RighUN Existing R-13 Wall 0 Right 312 40 90 Altered N/A Roof 3 Existing R-38 Roof Attic RB 1.7 1.6 1062 0.42 22.62 Altered N/A Raised Floor Existing Default Floor Crawlspace Roof 2 Addition 1062 Left 0.9 Existing No Left/S 2 Addition R-19 Wall 180 Left 192 15 90 New N/A Back/W Addition R-19 Wall 270 Back 192 29 90 New N/A RighUN 2 Addition R-19 Wall 0 Right 192 18 90 New N/A Roof 4 Addition R-38 Roof Attic RB 181.4 New N/A Roof 5 Addition R-38 Roof Attic RB 182.2 New N/A Raised Floor 2 Addition R-19 Floor Crawlspace 366 New N/A fi t t .r/--- I€— I r -INS' -1 r ---Ir - I t OPAQUE SURFACES - Cathedral Ceilings 01 02 01 02 ` U3 ``` 0 X041 U X00 k=14 Q Ofi''y / 07) '• 1 L08`%; ^ V 09 10 11 12 13 Radiant Barrier Cool Roof Status I t I-� � P�" U V I U e K Roof Yes Framin Existing Verified Attic Addition Attic RoofAddition Ventilated Orientatio Area Skylight Roof Rise Roof Roof Reflectan Roof g Existing Name Zone Type n (ft) Area (ft2) (x in 12) Pitch Tilt(deg) ce Emittance Factor Status Condifion Roof Addition R-38 RR000f Attic Right 1.7 1.6 5 0.42 22.62 0.1 0.85 0.07 New N/A Roof 2 Addition R-38 Attic Left 0.9 0.8 5 0.42 22.62 0.1 0.85 0.07 New N/A RR000f ATTIC 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic Existing Attic RoofExisting Ventilated 5 0.1 0.85 Yes No Existing No Attic Addition Attic RoofAddition Ventilated 5 0.1 0.85 Yes No New No BUTTE C®U NG S Y Registcal"tio �umPger: 6n1 V%7Cee0600000-0000 CA BuildiclgErgy'Effj`ieync�S,ta�tlaa�'�2(i�13 Residential Compliance Registration Date/Time: 2016-07-15 12:23:04 Report Version - CF1R-03022016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-07-13 15:17:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Naillon Residence Calculation DaterTime: 15:17, Wed, Jul 13, 2016 Calculation Description: Title 24 Analysis Input File Name: Naillon2.ribdx CF1 R -PRF -01 Page 4 of 8 WINDOWS 01 02 03 04 01 02 03 04 05 06 07 08 09 10 11 Name Surface (Orientation -Azimuth), Width(ft) Height (ft) Multiplier Area (ftz) U -factor SHGC Exterior Shading Status . Verified Existing Condition 6030 Front/E (Front -90) ---- 1 18.0 0.32 0.25 Insect Screen (default) Altered N/A 6040 Front/E (Front -90) ---- ---- 1 24.0 1 0.32 0.25 Insect Screen (default) Altered N/A 3016 Left/S (Left -180) ---- ---- 1 4.5 0.32 0.25 Insect Screen (default) Altered N/A 30162 Left/S (Left -180) ---- ---- 1 4.5 0.32 0.25 Insect Screen (default) Altered N/A 4020 Left/S (Left -180) ---- ---- 1 8.0 0.32 0.25 Insect Screen (default) Altered N/A 60402 Right/N (Right -0) 1 24.0 0.32 0.25 Insect Screen (default) Altered N/A 2020 Right/N (Right -0) ---- ---- 1 4.0 0.32 0.25 Insect Screen (default) Altered N/A 4030 Right/N (Right -0) ---- ---- 1 12.0 0.32 0.25 Insect Screen (default) Altered N/A 5030 Left/S 2 (Left -180) ---- ---- 1 15.0 0.32 0.25 Insect Screen (default) New N/A 3030 Back/W (Back -270) ---- ---- 1 9.0 0.32 0.25 Insect Screen (default) New N/A 3020 Right/N 2 (Right -0) 1 6.0 0.32 0.25 Insect Screen (default) New N/A 40302 Right/N 2 (Right -0) � ti-- 1 f "'417 1 F: 1 F'( 2'.0 10.32 0.225 Insect Screen (default) New N/A Skylight Roof (Righ�i0) 4`F_ f-1�`10.73 None New N/A Skylight 2 Roof (Righ't-0)-�- '-18 1% w `1.30 0`.73' None New N/A Skylight 3 Roof 2 (Left -186) � r ---M ---- ' f1, � 1 V6 I x.1430 C 6J3 None New N/A DOORS 01 02 03 04 05 06 Name Side of Building Area (ft) U -factor Status Verified Existing Condition Door Front/E 20.0 0.50 Existing No Door 2 Bac" 20.0 0.50 New No BUTTE COUNTY BUILDING DIVISION APPROVE® Registration Number: 216-A0113317C-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-07-15 12:23:04 Report Version - CF111-03022016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-07-13 15:17:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Naillon Residence Calculation DatelTime: 15:17, Wed, Jul 13, 2016 Calculation Description: Title 24 Analysis Input File Name: Naillon2.ribdx CF1 R -PRF -01 Page 5 of 8 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Name System Type Distribution Type Total Cavity Winter Design Solar Fraction N Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Annual New No • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss Co) 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofExisting Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity / Frame: R-13 / 2x4 R-13 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.101 Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board Ceilings (below Cavity/ Frame: R-9.1 /2x4 R-38 Roof Attic RB attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Over Ceiling Joists: R-28.9 insul. Floor Surface: Carpeted Floors Over Floor Deck: Wood Siding/sheathing/decking Default Floor Crawlspace Crawlspace Wood Framed Floor 2x12 @ 16 in. O.C. none 0.216 Cavity/Frame: no insul. /2x12 • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofAddition Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) F, •"� Inside Finish: Gypsum Board I (C��xl' fil Cavity / Frame: R-19 / 2x6 R-19 Wall Exterior Walls < Wood Framed Wall_ in�C.i � R 19COO �2 Exterior Finish: 3 Coat Stucco . ERS PRO V1 DEiR Gypsum Board Cavity Cavit /Frame: R-38 / 2x4 • Roof Deck: Wood Siding/sheathing/decking R-38 Roof Attic RB1 Cathedral Ceilings Wood Framed Ceiling 2x4 @ 24 in.'O.C. R 38 0.036 Roofing: Light Roof (Asphalt Shingle) Floor Surface: Carpeted Floors Over Floor Deck: Wood Siding/sheathing/decking R-19 Floor Crawlspace Crawlspace Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.049 Cavity/Frame: R -19/2x6 WATER HEATING SYSTEMS 01 02 03 04 65 06 07 08 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction N Status Verified Existing Condition DHW Sys 1 DHW Standard DHW Heater.1 1 Annual New No BUTTE COUNTY BUILDING DIVISION Registrationr�rto30i7G-o0e000900-0000 Registration Date/Time: 2016-07-15 12:23:04 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-03022016-433 Report Generated at: 2016-07-13 15:17:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Naillon Residence Calculation Description: Title 24 Analysis Calculation Date/Time: 15:17, Wed, Jul 13, 2016 Input File Name: Naillon2.ribdx CF1 R -PRF -01 Page 6of8 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) DHW Heater 1. Propane Small Instantaneous 0 0.78 EF 198000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation with Manual Control Recirculation with Sensor Control DHW Sys 1 n/a n/a n/a n/a n/a n/a SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Multi -speed Heating System Cooling System System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 PkgAirCond - Central packaged A/C 11 14 Distribution Fan Floor Area Verified Existing Name System Type Name Ducted Name Ducted x _System _ System Served Status Condition System -1 1 Other Heating and Heating Yes �� Cooling + �+ ILYe'sN Air Distribution ti,�. HVAC Fant t 1428 New No Cooling System Component 1 C{ponerit 1' System 1 �1` HERS PROVIDER HVAC - HEATING SYSTEMS 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE HVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 Efficiency Multi -speed Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 PkgAirCond - Central packaged A/C 11 14 No No Cooling Component system (< 65 kBtuh) 1 -hers -cool SHMTE COUNT BUILDING DIVISION Registratio Nu�bIMU 131�7�Q-Oree�1QO 0o-0000 Registration Date/Time: 2016-07-15 12:23:04 CA Buildings Energy Efficiency Standank, 2013 Residential Compliance Report Version - CF1R-03022016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-07-13 15:17:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Naillon Residence Calculation DatefTime: 15:17, Wed, Jul 13, 2016 Calculation Description: Title 24 Analysis Input File Name: Naillon2.ribdx CF1 R -PRF -01 Page 7 of 8 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Not Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 Name Verification ...-. Targe (�o)� IF Insulation Supply Duct Return Duct Requ red'Opq .t(6.0 le';� Verified Existing HERS Name Type Duct Leakage R -value Location Location Bypass Duct Status Condition Verification Air Distribution Ducts located in attic Air Distribution System 1 (Ventilated and Sealed and tested 8.0 Attic Attic None New No System Unventilated) 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 7 02 03 04 05 06 HVAC Fan 1 Single Speed PSC Furnace Fan i Duct Leakage Duct Leakage Verified Duct Design Name Verification ...-. Targe (�o)� IF VIS^^ Verified Du�ctLocati�ony Return Supply Air Distribution System 1 -hers -dist Requ red'Opq .t(6.0 le';� � � of 13 K HVAC - FAN SYSTEMS & HERS VERIFICATION H iC R P Rte. . Q + � _ � F R 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan i 0.58 Required IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 0 Default 0 Not Required Registration Number: 216-AO113317C-000000000-0000 Registration Date/Time: 2016-07-15 12:23:04 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03022016-433 Report Generated at: 2016-07-13 15:17:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Naillon Residence Calculation Description: Title 24 Analysis Calculation DatefTime: 15:17, Wed, Jul 13, 2016 Input File Name: Naillon2.ribdx 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: ��//- Gonna Wallace Donna Wallace Company: Signature Date: Donna K. Wallace 2016-07-15 11:22:28 Address: CEA/HERS Certification Identification (If applicable): 399 E. 9th Ave. City/State/Zip: Phone: Chico, CA 95926 530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I 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. 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.ageny y,for approval,withAhis -building permit application. Responsible Designer Name:I L 2�1 1 L I t Responsible Designer Signatuf((e: Chad Ratzlaff �k n Company: Date Signed: Sequoia Engineering 2016-07-15ERS 12:28:044 Address: License: 467 East 2nd Ave City/State/Zip: Phone: Chico, CA 95926 530-591-7258 BUTTE COUNTY BUILDING DIVISION ®MsigWture Digitally signed by Cah. RTS. This provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-A0113317C-000000000-0000 Registration Date/Time: 2016-07-15 12:23:04 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-07-13 15:17:56 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the ComDliance aDDroach used. ExceDtions may annly. Review the resnective Inde section for more infnrmatinn_ Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF 1 R. §110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFI R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § I50.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §I50.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § I50.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § 150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. §150.0(g)l: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of § I50.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). §150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. §I50.0(e)IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. §150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: § 110.0-§ 110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in § 150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet fromle outlet of any dryer vent. §I50.0(i): Heating systems are equipped with thermostats that meet the setback requirements of §I 10,�2(c), §150.00)IA: Storage gas water heaters with an energy factor equal to or less than the federal mini Vu"m st nd r�ds�s al ib extergat1}�awrapped with insulation havingan installed thermal resistance of R-12 or eater. VJ Unfired hot water tanks, such as storage tanks and backup storage tanks for sola t he ting syste ` h R'-'12 external insulation or R-16 internal insulation where the internal insulation R -value is indi ted o =t'. ;qx erw f-ze tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet ofx+ �► cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a ,omestic hot water recirculation system §150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements.of TABLE 120.3- A. §150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve :1 that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary §150.00)2C: Pipe for cooling system lines shall be insulated as specified in §I50.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.06)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.00)3B: or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n)1: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of §110.3(c)5. § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)l: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ''A inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § 150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. § I50.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § I50.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned -air to an occupiable space, the ducts shall be §150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § I50.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow>_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. 04 �.�N � ,� s. Zonally controlled central forced air cooling systems shall be capable of simultaneously deliyenin"g,(imevery'i n.al`b" tol'mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwellings o ,�350�CFly� pwr pnNof om rlal cooling capacity, and operating at an air -handling unit fan efficacy of:5 0.58 W/CFM as contfiim d �y�it�ld�� eri icat'on d. iag4nostic' testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither md6Nope� jq"n nor ntinuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems ajr pyrm�ksibi'e methods of providing the Whole Building Ventilation. §I50.0(o)lA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. §I 10.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - rammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § I50.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §I50.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)IC: §I30.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy I ighting per electrical box. § 150.0(k)1D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §150.0(k)IE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)I F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if. it functions as a dimmer §150.0(k)2G: according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of §130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § I50.0(k) if: it §I50.0(k)2H: functions as a vacancy sensor according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of § 130:5; and all other requirements in § 150.0(k)2. §150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only- nly§150.0(k)3B: §150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § I50.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all.other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § I50:0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § I50.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § I50.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § 150.0( ), theballasts shall be certified to the Ener Commission to comply with theapplicable requirements in 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building o�=ot &\b ildi %irk same lot shall be high efficacy, or may be low efficacy if it meets all of the following require ►��,e tsa� VV ��,��w` i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actyo`hs o to s i grlili below; �d fn or § I50.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables thea►rlotio i s co trglpiJ3 motion sensor having a temporary override switch which temporarily bypasses the moti� ing func o a d a `t"dmatically reactivates the motion sensor within 6 hours; and VN iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary BUT -TB cGu ` BUILDING ®I IBI OKI pPF( QED A a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with § I50.0(k)9A; or ii. Shall comply with the applicable requirements in 110.9, 130.0, §130.2, 130.4, §140.7 and §141.0. § I50.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § I50.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §I50.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to § 13 0.0 c . §I50.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in § 110.9, 130.0, § 130. 1, § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §I50.0(k)l2B: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 110.10 b through § 110.10 e . §I 10.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §I 10.10(b) through §I 10.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §110.10(b)l: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit §I 10.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e)l: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric'. BUT -TB cGu ` BUILDING ®I IBI OKI pPF( QED A HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Naillon Residence Date 7/15/2016 System Name System -1 Floor Area 1,428 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 677 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 64,000 13,465 464 501 18,470 Total Output Btuh 64,000 0 Output Btuh/s ft 44.8 667 929 Cooling System 0 0 -Output per System 42,000 0 0 0 0 Total Output Btuh 42,000 1,535 464 -1,535 Total Output Tons 3.5 667 929 Total Output Btuhls ft 29.4 Total Output s ft/Ton 408.0 1 16,335 18,793 Air System CFM per System 1,400 HVAC EQUIPMENT SELECTION Airflow cfm 1,400 Package Unit 32,699 5,730 64,000 Airflow cfm/s ft 0.98 Airflow cfmrron 400.0 Outside Air % 0.0% Total Adjusted System Output 32,699 5,730 64,000 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK Aug 3 PM Jan 1 AM Outside Air cfmis ft 0.00 Note: values above given at ARI conditions I HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22 OF Outside Air 0 cfm 69 OF 70 OF 105 OF 105 OF Heating Coil Supply Fan 1,400 cfm 104 ° F ROOM 70 OF COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 102/71 OF Outside Air 0 cfm 78 / 63 OF 79/64°F 59/56°F 59/56°F Cooling Coil Supply Fan �` �" 59 / 57 OF 1,400 cfm �tOOM ��+ 78 / 63 OF EnergyPro 6. by EnergySoR User Number: 4997 /D: Page 13 of 13' Client: . John Naillon -TS E ■ 11A ,.�,�.9�-'-' CIVIL & STRUCTURAL Structural Calculations Job#: 16-044 Project: Naillon Addition Address: 6412 Upper Palermo Road, Oroville, CA 95966 APN: 078-070-016 BUM COUNW JUL 1.9 2016- SMVRM 216-v733 Calculation Index • Gravity Analysis • Lateral Analysis • Beam Analysis • Column Analysis • Footing Analysis Page # 1 2-9 10-13 14 15 :016 PERMIT # f%* - 013 3 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO COMPLIANCE CE BY_ This calculation package is only valid for the project location as listed above and may not be used for another site without the authorization of Sequoia Engineering. Sequoia Engineering claims no responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by the governing building department. , 467 East 2"d Ave, Chico, -CA 95926 (530) 591-7258 chad@sequoiacivil.com Pg. 1 BUTTE COUNTY BUILDING DIVISION APPROVED Gravity Load Development Project: Naillon Addition Date: 7/13/2016 Comments: Units: lbs & feet (UNO) Gravity Loads: Slope-- 5 to 12 Roof Dead Load Ply 2.5 psf Porch Roofing 5.0 psf Framing 2.2 psf Ceiling, 2.0 psf Misc 2.6 psf Total (sloped) 14.3 psf Total (horiz) 15.0 psf Roof Live Load Construction 20.0 psf Wall Dead Load Siding 5.0 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing 1.7 psf Gyp. 2.2 psf Insul; 23 psf Total 13.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf Floor Dead Load Framing @ 16" o.c. 1.50 psf 3/4" ply 2.25 psf Gyp. 2.2 psf Flooring 1.5 psf Misc. 7.5 psf Total 15.0 psf Floor Live Load Residential 40.0 psf Res. Sleeping Area 30.0 psf Deck Dead Load Framing @ 16" o.c. 2.2 psf Decking 2.25 psf Misc. 2.5 psf Total 7.0 psf Floor Live Load Residential 40.0 psf BUTTE COUNTY BUILDING DIVISION APPROVED ZRINSW Design Maps Summary Report ✓ User -Specified Input Report Title Naillon Residence Wed July 13, 2016 21:16:41 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.454550N, 121.53353°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III �. ,q� XifJ{LrtT�td�P • •w n TF1 HR�1.Yi1 t� �» ¢1tkt:iry Hvy `AigpatL M1. 41iO4ni �` sir t USGS-Provided Output Ss = 0.586 g SMs = 0.780 g SDS = 0.520 g Sl = 0.259 g Sm, = 0.487 g Sol = 0.325 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. MCE,t Response Spectrum 0.88 0.80 0.72 0.64 0.56 v 0.48 IA 0.40 0.32- 0.24-- 0.16-- 09 .320.240.1608 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) Design Response Spectrum 0.54-- 0.49- 0.42-- 0.3G-- .54 0.48 0.42FBUIL ^ (�� f 0.36B TE COUNTN" D.30Dr'�G DIVISIO,0.24AP P R 0.18 0.12-- 0.06-- 0.00 .120:060.00 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) For PGA,„ TL, CRS, and Ca, values, please view the detailed report. Pg. 2 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. Pg. 3 Equivalent Lateral Force Procedure ASCE 7-10 Seismic Loads Project: Naillon Addition Date: 7/13/2016 Comments: Units: kips & feet (UNO) Description Symbol Value Units Source Zip Code 95966 Line Shear Line Shear Longitude 39.45455 Deg Google Earth Latitude Roof Floor Deck 121.5335 Deg Google Earth Occupancy 5.05 2 0.70 Table I -I Site Class 0.00 D 0.00 Chapter 20 Seismic Deisgn Category 0.00 D 0.00 Table 11.6-1 Mapped 0.2 sec spectral response Ss 0.586 %g USGS website Mapped 1 sec spectral response S, 0.259 %g USGS website Response Modification R 1.5 0.00 Cantilever Columns - Table 12.2-1 Importance Factor I t 0.00 Table 11.5-1 Strutural Height h„ 8 ft Peroid Parameter Ct 0.02 English Table 12.8-2 Peroid Parameter x 0.75 English Table 12.8-2 Long Period Ti, 16 sec Figure 22-16 Aprx. Fundamental Period Ta 0.0951 sec Section 12.8.2.1 Site Coefficient Fa 1.3310 Table 11.4-1 Site Coefficient Fv 1.8820 Table 11.4-2 . MICE Spectral Response Sms 0.7800 Eq. 11.4-1 MICE Spectral Response Sml 0.4874 Eq. 11.4-2 Design Spectral Response (0.2 Sec) SIDS 0.520 %g Eq. 11.4-3 Design Spectral Response (1.0 See) So, 0.325 %g Eq. 11.4-4 Coefficient for Upper Limit Cu 1.400 Table 12.8-1 Deflection Amplification Factor Cd 1.5 Table 12.2-1 1�'@'� c®� NI Overstrength Factor Wo 1.5 �1 Table 12.2-1 11J AI�� ry��,���� D Max Seismic Response Coeff Cs max 2.277 Eq. 12.8-3 13lJ tL® MinSeismic Response Coeff Cs min 0.023 LJ Eq. 12.8-5 �� ®��� Seismic Response Coefficient Cs 0.347 Section 12.8.1.1 �"" dd�� Vertical Dist Exp k l Section 12.8.3 Vertical Distribution of Seismic Forces LEVEL STORY HT hi wi wi*hi^k Cvx VEQ E VEQ Diaphrag Diaph Max Diaph Min Porch Roof 8 8 5.05 40 1.00 1.75 1.75 1.05 1.05 0.52 0 0 0.00 0 0.00 0.00 1.75 0.00 0.00 0.00 0 0 0.00 0 0.00 0.00 1.75 0 0.00 0.00 0 1 0 0 0 0.00 1 0.00 1.75 0 0.00 1 0.00 Sum! 5.05 1 40 EQ at Porch Roof Story Shear (kips) 1.7 - Area Weight Mass Trib Area (ft^2) Line Shear Line Shear ft^2 psf kis Wall Line Roof Floor Deck ULT kis W/S (kips) Roof 336 15 5.05 1 192 1.00 0.70 Roof Snow 0 0.00 0.00 0.00 Floor 15 0.00 0.00 0.00 Deck 7 0.00 0.00 0.00 Exterior Wall 13 0.00 0.00 0.00 Interior Wall 6 0.00 0.00 0.00 Sum (kips) 5.05 0.00 0.00 "ASCE710W.AsPRrAram Version 2.2 = � .. ' •art . r - , WIND LOADING ANALYSIS - Main Wind-Force Resisting System Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings Using Method 2: Analytical Procedure Section 27 & 28 for Low-Rise Buildings Job Name: I Nailon Addition I Subject: Job Number: 16-045 Ori inator: Checker: Input Data: - �. Wind Speed, V = 110 mph (Wind Map, Figure 26:5=1A-C) Bldg. Classification = II (Table 1.5-1. Risk Category) Wind ' _ Exposure Category = C (Sect. 26.7) a -, B Ridge Height, hr = 15.00 ft. (hr >= he) + `' Eave Height, he = 8.00 ft. (he - hr) Building Width= 24.00 ft. (Normal to Building Ridge) Building Length = 75.00 ft. (Parallel to Building Ridge) - L Roof Type = Gable (Gable or Monoslope) plan + Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1) Direct. Factor, Kd = 0.85 (Table 26.6) Enclosed? (Y/N) Y (Sect. 26.2 & Table 26.11-1) . -- Hurricane Region? N 00 •h<=60' ' Resulting Parameters and Coefficients: ' ` hr Th. - p y- Roof Angle, 0= 22.62deg. r L r Mean Roof Ht., h = 11.50 Ift. (h = (hr+he)/2, for angle >10 deg;) Elevation T Check Criteria for a Low-Rise Building: • 1. Is h <= 60' ? F Yes, O.K. 2. Is h <= Lesser of L or B? Yes, O.K. External Pressure Coeffs., GCpf (Fig. 28.4-1): (For values, see following wind load tabulations.) .. Positive & Negative Internal Pressure Coefficients, GCpf (Table 26.11-1): s - - +GCpi Coef. = 0.18 1 (positive internal pressure) -GCpf Coef. = . 0.18 (negative internal pressure) If h < 15-t hen: Kh = 2.01 * 15/z ^ ( g) (2/a) (Table 28.3-1) vy If h >= 15 then: Kh = 2.01 *(z/zg)^(2/a) (Table 28.3-1) a a =9.50 (Table 26.9-1)' zg = 900_ (Table 26.9-1) ' Kh = 0.85 (Kh = Kz evaluated at z = h) ' Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd*V^2 (Sect. 28.3.2, Eq. 28.3-1) t - qh = 22.35 psf. qh = 0.00256*Kh*Kzt*Kd *VA 2• (qz evaluated at z = h) Design Net External Wind Pressures (Sect. 28.4.1): ' ` x •- r p = qh*[(GCpf) - (+/-GCpi)) (psf, Eq. 28.4-1) Wall and Roof End Zone Widths 'a' and '2*a' (Fig. 28.4-1): r a 2*a vrV Divislo ING 1 of 3_ 7/13/2016 12:03 PM ' " ASCE710W.xlsPPro%ram Version 2.2 MWFRS Wind Load for Load Case A MWFRS Wind Load for Load Case B Surface GCpf p = Net Pressures (pso Surface *GCpf p =Net Pressures s w/ +GC i w/ -GCpi) w/ +GC i w/ -GCpi) Zone 1 0.54 8.00 16.04 Zone 1 -0.45 -14.08 -6.03 Zone 2 -0.45 -14.18 -6.13 Zone 2 -0.69 -19.45 -11.40 Zone 3 -0.47 -14.46 -6.41 Zone 3 -0.37 -12.29 -4.25 Zone 4 -0.41 -13.28 -5.24 Zone 4 _ -0.45 -14.08 -6.03 Zone 5 --- --- --- Zone 5 0.40 4.92 12.96 Zone 6 --- --- --- Zone 6 1 -0.29 -10.50 -2.46 Zone 1 E 0.77 13.21 21.26 Zone 1 E -0.48 -14.75 -6.71 Zone 2E -0.72 -20.09 -12.05 Zone 2E -1.07' -27.94 -19.89 Zone 3E -0.65 -18.51 -10.46 Zone 3E -0.53 -15.87 -7.82 Zone 4E -0.60 -17.39. -9.34 Zone 4E -0.48 -14.75 -6.71 . Zone 5E --- --- --- Zone 5E 0.61 9.61 17.66 Zone 6E --- --- I Zone 6E 1 -0.43 -13.63 -5.59 *Note: Use roof angle 0 = 0 degrees for Longitudinal Direction. For Case A when GCpf is neg. in Zones ME: For Case B when GCpf is neg. in Zones 2/2E: Zones ME dist. = 12.00 ft. Zones 2/2E dist. =F 20.00 Ift. Remainder of roof Zones ME extending to ridge line shall use roof Zones ME pressure coefficients. MWFRS Wind Load for Load Case A, Torsional Case MWFRS Wind Load for Case B, Torsional Case Surface GCpf p = Net Pressure (pso Surface GCpf p = Net Pressure s w/ +GC i w/ -GC i w/ +GC i w/ -GCpi) Zone 1T --- 2.00 4.01 Zone 1T --- -3.52 -1.51 Zone 2T --- -3.54 -1.53 Zone 2T --- -4.86 -2.85 Zone 3T --- -3.61 -1.60 Zone 3T --- _ -3.07 -1.06 Zone 4T --- -3.32 -1.31 - Zone 4T --- -3.52 -1.51 Zone 5T --- -=- --- Zone 5T ---. 1.233.24 Zone 6T --- --- --- Zone 6T --- -2.63" -0.61 Notes: 1: For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases: Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. Zone 3 is leeward roof for interior zone. - Zone 3E is leeward roof for end zone. Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. Zone 5E & 6E is sidewalls for end zone. Zone 1 T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. Zones 5T and 6T are sidewalls for torsional case. 2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. ' 3. Building must be designed for all wind directions using the 8 load cases shown below. The load cases are applied to each building corner in turn as the reference corner. 4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values. Torsional loading shall apply to all 8 basic load cases applied at each reference corner. Exception: One-story buildings with "h" <= 30', buildings <= 2 stories framed with light frame construction, and buildings -2 stories designed with flexible diaphragms need not be designed for torsional load cases. ' 5. Per Code Section 28.4.4, the minimum wind load for MWFRS shall not be less than 16 psf. 1 i UTTE COUN`u� ,g • • BUILDING D APPROVE ` 2 of 3 7/13/2016 12:03 PM Pg.6 set. ASCE 7-10 Wind Loads - All Heights Methode (Section 27) Project: Naillon Addition _ _ Date: 7/13/2016 Comments: Units: lbs & feet (UNO) Wall Line 7D A Roof Direction Transverse Trib Area p= Net Design Press. s = Net Desi Press. Ibs to Ride(ft-2) w/ +GC i w/ -GCpi w/ +GC i w/ -GC i Zone 1 8.00 16.04 Zone 2 -14.18 - -6:13 - Zone 3 14.46 '-6.41 Zone 4 -13.28 -5.24 Zone 5 Zone 6 --- --- Zone l E 13.21 21.26 , Zone 2E 56.0 -20.09 ' -12.05 432.75 259.45 Zone 3E 56.0, ' =18.51 -10.46 S 398.64 225.34 Zone 4E -17.39 , -9.34 Zone 5E Zone 6E --- Total (lbs) ULT -34.11 484.78 F Total (lbs) W/S -20.47 290.87 Pg.6 set. Shear Force Summary Project: Naillon Addition Date: 7/13/2016 Comments: Units: kips & feet'(UNO) Wall Line Seismic Shear Wind Shear Controls EQ at Porch Roof 1 700 291 Seismic BUTTE COUNTY BUILDING DIV'a>3,I N PP .0 Pg. 7 00 Shear Transfer Design CBC 2013 Project: Comments: Naillon Addition Date: Units: 7/13/2016 lbs & inches UNO) Simpson A35 Simpson LPT4 Simpson Hl 16d Sinkers 695 670 585 188.8 lbs lbs lbs lbs Seismic Overstrength Factor r10 = 2.5 Wall Line ID Seismic Wall Load (kips) Wind Wall Load (Id s) Diaphram Line Shear Length (ft) (lf) Connection Length (ft) Connection Spacing Force 16d Nails (pif) (in) Spacing Hl (ft) Spacing A35 (ft) Spacing Contrasting LPT4 Load (ft) Case Roof Level 1 0.70 0.29 24.00 29.15 24.00 29.15 77.72 20.07 23.34 22.98 Seismic 00 Timber Frames Fastener Design Capacity Simpson SDS25800: 350 ib 16d Common - 118 lbs (Single Shear Wood-toWood) CD: 1.6 CD 1.6 Capcity: 560 lb Capcity: 189 lb Grid Line: Porch Type: Knee SDS Screws Loads Design Height to Brace Diminsions Braces Per Comp in Horz Vert Comp SDS Connection Height(ft)_Length ft kis Load (lb) Beam ft line brace lbs Com (lb) (lb) Screws Ca lbs Seismic 0.700 Wind Seismic 700 8.00 1.50 1.50 2 1.847 1306 1306 3 1680 0.291 Note: (1) 1/2" dia thru bolt ok by inspection 03 �p�� � G) 0 ;tea CO ILoads Design Check Calculation Sheet WoodV/orks Sizer 10.4 Load Type S. E Q U O 1 A Nailon Addition Pg. 10 16-045 `/A\/ OOd� Y� � o�rks® - SDFTYARF FOA WOOD DEW:NCIVIL Unit E N G I N & STRUCTURAL E E R I N G Beam, July 13, 2016 11:25 Design Check Calculation Sheet WoodV/orks Sizer 10.4 Load Type Distribution Pat- Location [ft] Magnitude Unit 1548 521 RoofLive Factored: tern Start End Start End 677 Roof DL Dead Full Area No 15.00(14.00') psf Roof LL Roof constr. Full Area No 20.00(14.00') psf Self -eight Dead Full UDL No 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 12' 1 Unfactored: Analysis Value Design Dead 521 1548 521 RoofLive Factored: 677 2006 677 Total Bearing: 1198 3554 1198 Length 1 3.50 3.50 3.50 Min re 'd 0.55 1.25 0.55 Porch Beam Lumber -soft, D.Fir-L, No.1, 4x6 (3-1/2"x7-114") Supports: All - Lumber Post Column, D.Fir-L No.2 Total length: 12'; volume = 2.1 cu.ft.; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 83 Fv' = 225 psi fv Fv' = 0.37 Bend ing(+) fb = 448 Fb' = 1625 psi fb/Fb' 0.28 Bending(-) fb 797 1608 psi fb/Fb'.= 0.50 Live Live Defl'n 0.01 <L/999 0F 0.19 - L/360 in Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. 0.08 Total Defl'n 0.03 = <L/999 0.29 = L/240 in 2. Please verify that the default deflection limits are appropriate for your application. 0.11 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 1000 1.25 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fb'-1000 1.25 1.00 .1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 .1.00 - 2 0.62 million 1.00 1.00 - - - - 1.00 1.00 - 2 E.CRITICAL CRITICAL LOAD COMBINATIONS: IP �� Shear LC tl2 = D+Lr, V = 1777, V design = 1412 lbs f m �® Bending(+): LC 42 D+Lr, M = 1146 lbs -ft ���� "� /I - Bending(-): LC $2 = D+Lr, M = 2037 lbs -ft Deflection: LC (12 - D+Lr (live) IO \tl! �'�tl ����®I�� ®�� LC = D+Lr (total) = D=dead L=live Ssnow W=wind I=impact Lr=roof live Lc=concentrated E=earth3uake All LC's are listed in the Analysis output 1�., » Load combinations: ASCE 7-10 / IBC 2012 ����� CALCULATIONS: Deflection: EZ = 189e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...j Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability (-): Lu = 5-8.75" Le - 111-1.88" RB = 8.90 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Nailon Addition Pg. 11 S E Q :U O i A 16-045 WoodWorks® Beam2 O E N G I N E E R I N G July 13, 2016 11:38 _ �sosnv�errna wono acvcx �, ��CIVIL & STRUCTURAL Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit Fv' - 180 320 Factored: tern Start End Start End psi Floor DL Dead Full Area 0.38 = L/360 Length 3.50 15.00(16.0) psf Floor LL Live Full Area 'Minimum bearing length setting used: 1/2- for end supports - - 1.00 40.00(16.0") psf Self-wei ht Dead Full UDL Shear : LC #2 = D+L, V - 435, V design 2.6 if Maximum Reactions (Ibs) and Bearing Lengths (in) : 12' Unfactored: Analysis Value Design Value Dead 135 Anal sis/Desi 135 Live 320 Fv' - 180 320 Factored: Bending)+) fb = 1138 - Total 455 psi 455 Bearing: 0.27 L/506 0.38 = L/360 Length 3.50 0.71 3.50 Min re 'd 0.50"' 0.57 = L/240 0.50"' 'Minimum bearing length setting used: 1/2- for end supports - - 1.00 1.00 - Floor Joist Lumber -soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4") Supports: 1 - Lumber -soft Sill plate, D.Fir-L No.3; 2 - Timber -soft Beam, D.Fir-L No.2; Floor joist spaced at 16.0' c/c; Total length: 12'; volume = 0.9 cu.ft.; Lateral support: top= full, bottom= at supports; Repetitive facton applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Anal sis/Desi Shear fv = 53 Fv' - 180 psi fv Fv' = 0.30 Bending)+) fb = 1138 Fb' = 1242 psi fb/Fb' = 0.92 Live Defl'n 0.27 L/506 0.38 = L/360 in 0.71 Total Defl'n 0.44 = L/309 0.57 = L/240 in 0.77 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V - 435, V design 387 lbs Bending(+):LC 92 = D+L, M - 1246 lbs -ft Deflection: LC 42 = D+L (live) LC B2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in theAnalysis output Load combinations: ASCE 7-10 / IBC 2012 _ CALCULATIONS: Deflection: EI = 76.2e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.501Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. S E Q■■ O' A Nailon Addition Pg 12 U 16-045 (k' Woodworks® Beam3 E N G I N E E R I N G July 13, rots 11:37 �1 SOr1WAfPH14 WOAADEW.N Design Check Calculation Sheet Wood Works Sizer 10.4 Loads: Load Type Distribution Pat- Location (ft] Magnitude Dead 456 1125 tern Start End Start End Floor DL Dead Full Area No �Unit 15.00(12.00') sfFloor LL Live Full Area Yes 40.00(12.00') sfSelf-wei ht Dead Full UDL No 6.0 f Maximum Reactions (lbs) and Bearing Lengths (in) : 5.-6° 17'-0.2" Unfactored: Analysis Value Design Value Dead 456 1125 1125 456 Live Factored: 1312 3168 3168 1312 Total Bearing: 1768 4293 4293 1768 Length 3.50 1.77 1.77 3.50 Min re 'd 0.81 1.77•• 1.77- 0.81 bearing length governed by the required Wom or me supporting member. Floor Girder Lumber -soft, D.Fir-L, No.2, 4x8 (3-112"x7-114") Supports: 1,4 - Lumber Post Column, D.Fir-L No.2; 2,3 - Timber -soft Beam, D.Fir-L No.2; Total length: 17'-0.2'; volume = 3.0 cu.ft.; _ Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2012: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 106 Fv' = 180 psi Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 7 Bending(+) fb - 750 Fb' = 1161 psi fb/Fb' = 0.65 Bending(-) fb = 883 Fb' - 1161 psi fb/Fb' = 0.76 Live Defl'n 0.04 = <L/999 0.18 = L/360 in Deflection: EI = 178e06 lb -int 0.23 Total Defl'n 0.06 = <L/999 0.28 - L/240 in Lateral stability (-): Lu - 5-6.00" Le - 101-9.31" RB = 8.75 0.22 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 5 Fb'+ 900 1.00 1.00 1.00 0.993 1.300 1.00 1.00 1.00 1.00 - 7 Fb'- 900 1.00 1.00 1.00 0.993 1.300 1.00 1.00 1.00 1.00 - 5 Fcp' - 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 7 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 7 CRITICAL LOAD COMBINATIONS: Shear : LC #5 = D+L (pattern: LL_), V = 2242, V design - 1793 lbs Bending(+): LC #7 = D+L (pattern: L L), M - 1915 lbs -ft Bending(-): LC #5 = D+L (pattern: LL_), M - 2257 lbs -ft Deflection: LC #7 = (live) LC #7 = (total) D=dead L=live S=snow W=wind I=impact Lr -roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 178e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, scow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability (+): Lu = 5-6.00" Le = 101-9.31" RB - 8.75 Lateral stability (-): Lu - 5-6.00" Le - 101-9.31" RB = 8.75 BUTTE COUK' BUILDING DIVIS,10'0`1� A PR0V Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. S E Q :U O 1 A Nailon Addition Pg. 13 16-045 WoodWorks ® Deck � Deck Joist sosnvu.uwworworwx E N G 1 N E E R I N G July 13, 2016 11:39 CIVIL & STRUCTURAL Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads Load Type Distribution Pat- Location [ft] Magnitude Unit Live Factored: 320 tern Start EndL Start End 391 Deck DL Dead Full Area 3.50 Min re 'd 7.00(16.0) psf Floor LL Live Full Area Total Defl'n 0.43 = L/322 40.00(16.0) psf Self -weight Dead Full UDL 0.95 - 2 2.6 if Maximum Reactions (Ibs) and Bearing Lengths (in) : 12' 11'-5 R" Unfactored• Analysis Value Design Value Dead 71 71 Live Factored: 320 320 Total Bearing: 391 391 Length 3.50 3.50 Min re 'd 0.78 0.78 Deck Joist Lumber -soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4") Supports: 1 - Lumber -soft Sill plate, D.Fir-L No.3; 2 - Timber -soft Beam, D.Fir-L No.2; Floor joist spaced at 16.0' ctc; Total length: 12'; volume = 0.9 cu.ft.; Service: wet; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using Nos 20112: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv - 46 Fv' - 140 psi fv Fv' = 0.33 Bending(+) fb - 982 Fb' _ •994 psi fb/Fb' - 0.99 Live Defl'n 0.32 = L/430 0.38 = L/360 in 0.84 Total Defl'n 0.43 = L/322 0.57 L/240 in 0.74 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LClf Fv' 180 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.15 1.00 0.8C - 2 Fcp' 625 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.6 million 0.90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.58 million 0.90 1.00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC $2 = D+L, V = 375, V design = 333 lbs Bending(+): LC $2 = D+L, M = 1075 lbs -ft Deflection: LC ill - D+L (live) LC 42 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E -earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 76.2e06 lb -int "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. BUTTE CoUN N 13UILDING ®IVIS IO �jpFQVED Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. r Pg. 14 BUTTE C®UN`r' BUILDING DIVISION APPROVE) Timber Column Design Per NDS 2013 Chapter 3.6 & 3.7 Project: Naillon Addition Date: 7/18/2016 Comments: Units: kips & feet (UNO) 6x Members DF -L Fc E d KCE c 6x 1000 1600000 5.5 0.3 0.8 Stability Reduction Column Capacity fibs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 .5 0.94 943 28511 38879 49247 59614 6 0.91 912 27586 37618 47649 57681 7 0.87 872 26373 35963 45553 55143 8 0.82 821 24841 33874 42908 51941 9 0.76 761 23015 31384 39753 48122 10 0.69 694 20989 28621 36253 43886' 11 0.63 . 625 18906 25781 32656 39531 12 0.56 559 16902 23048 29194 35340 13 0.50 498 15061 20538 26015 31492 14 0.44 444 13421 18302 23183 28063 15 0.40 396 11984 16342 20700 25057 16 0.35 355 10734 14637 18541 22444 17 0.32 319 9650 13159 16669 20178 18 0.29 288 8710 11877 15044 18212 19 0.26 261 7892 10762 13632 16502 20 0.24 237 7179 9789 12400 15010 4x Members DF -L Fc E d KcE c 1350 1600000 3.5 0.3 0.8 Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.75 1016 12444 (9554 26665 33776 40886 6 0.63 848 10387 16322 22257 28193• 34128 7 0.51 689 8445 13271 18097 22923 27749 8 0.41 559 6848 10761 14674 18587 22500 9 0.34 457 5602 8802 12003 15204 18405 10 0.28 379 4640 7292 9943 12595 15246 11 0.24 318 3894 6119 8344 10570- 12795 12 0.20 270 3308 5199 7089 8979 10870 13 0.17 232 2842 4466 6090 7714 9338 14 0.15 201 2466 3875 5284 6693 8102 15 0.13 176 2158 3392 4625 5858 7092 I(Note: all loads are inkips) Pg. 14 BUTTE C®UN`r' BUILDING DIVISION APPROVE) Pg. 15 Foundation Deisgn CBC 2013 Project: Naillon Addition Date: 7/13/2016 Comments: Units: kips & feet (UNO) Soil Bearing: 1500 psf Concrete Strength: 2500 psi Temp and Shrickage Ratio 0.0018 Concrete stem wall (Non -retaining): (fc' = 2500 psi) 8" wide with (1) #4 continuous at top of wall and #4 at 18" O.C. full height. Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. Continuous footings: (fc' = 2500 psi) Width Thickness Can (nlf) Reinforcing 12 12 1500 (2) #4 cont. �b*s,$: 15 18 12 12 1875 2250 (2) #4 cont. (3) #4 cont. V���� 24 12 3000 (3) #4 cont. B 30 12 3750 (4) #4 cont. �; O Spread Footings:(fe'=2500 psi) Reinforcing Reinf. Reo'd Can. Connnector Label Size Thickness Bar Size Ea Way Kips Simpson F1 1'-0" Sq. 12 4 2 1.5 PB F1.5 F-6" Sq. 12 4 2 3.375 PB F2 2'-0" Sq. 12 4 3 6 PB F2.5 2'-6" Sq. 12 4 4 9.375 PB F3 3'-0" Sq. 12 4 4 13.5 CB F3.5 3'-6" Sq. 12 4 5 18.375 CB F4 4'-0" Sq. 12 4 6 24 CB F4.5 4'-6" Sq. 12 4 6 30.375 CB F5 5'-0" Sq. 18 4 10 37.5 CB F5.5 5'-6" Sq. 18 4 11 45.375 CB F6 6'4" Sq. 18 4 12 54 CB F6.5 6'-6" Sq. 18 4 13 63.375 CB Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. (Note: all loads are in kips) Footing ID DL FLL RLL SL Wind EQ Total Footing Size FTG1 1.548 2.006 3.554 F2 Gov'n E n EQ 16-15 DL+RLL Beam B1 - Mid Condition - Cont FTG OK by Inspectin FTG2 1.091 3.072 4.163 F2 Gov'n E n EQ 16-15 DL+FLL Beam B3 - Mid Condition FTG3 0 F1 Gov'n E n EQ 16-15 DL FTG4 0 F1 Gov'n E n EQ 16-15 DL FTG5 0 F1 Gov'n E n EQ 16-15 DL FTG6 0 F1 Gov'n E n EQ 16-15 DL FTG7 0 F1 Gov'n E n EQ 16-15 DL FTG8 0 F1 Gov'n E n EQ 16-15 DL FTG8 0 F1 Gov'n E n EQ 16-15 DL BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT r Final inspection will not be scheduled until completed report submitted APN: •123-45-67 Building Permit # Owner Name: John Bidwell Submit completed form in person or by mail to: Butte County Development Services- BuiIding J - 7 County Center Drive Oroville, CA 95965 Owner Phone: (530) 999-9999 Jobsite Address: 50 Diversion Way, Oroville Project Type: O Construction ❑ Demolition Jobsite Contact B. Z. Beaver Company: Fingertight Construction Jobsite Phone: (530) 555-1254 MATERIAL Rouse Tonna a Recycle Tonna a TDisposal onna Tonnage ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (concrete, asphalt) 4A On-site reuse of dirt, concrete Lumber 1.5 ABC Disposal Co. Neal Road Landfill for Recycling PlantlTree Debris 1.3 Acme Tree Service — grind up for mulch Dry Wall .20 v stud Donated large pieces - disposed unusable smaller pieces, included with mixed waste Metal .64 XYZ Scrape Metal Co. - separate bin on site Cardboard .34 ABC Disposal Co. - separate bin on site Other. Mlxed waste 5.25 ABC Disposal Co. - to Neal Road Landfill Other. Fixtures Habitat for Humanity - fixtures donated Total tons of material disposed of (not recycled or reused) 5.25 Total tons of material not disposed (either recycled of reused) 8.38 Percent recycled/reused 61.15 % f Disposal+Recycte&Reuse+Recycle&Reuse) Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report approved: (Building Inspector) Date: F opies of weight receipts, gate tags, or rifying information for all materials were reused, recycled or disposed. K:\BUILDING\20111Approved formMes Green Bldg. formslWaste Diversion -Recycling forms.doc BUTTE COUNTY DEPARM ENT OF I; EVELOPMENTSEAV1i10i ..C !�"V. NG CONSTRUCTION DEBRIS -RECOVERY FINAL -REPORT Final inspection will not be -scheduled: until CoTp/eted report APN: Building -Permit # Owner Name: Jo'bsite Address: 4obsite Contact:. .4mPan[Pl. R- _ MATERIAL ecycTd `Aii6iz, Tonna e:. ToMaigq,_ :Inert Material (concrete, asphalt) Lumber Plant/T-ree Debris Dry Wall'.. Metal Cardboard Other. Other. Total tons ofmateriaii disposed of (not recycled ior-reused) Total tons of rialnot disposed ;(eithei recycled of. reused): Percent oeqdB&reused Owner Phone: ( Submit, completed Corm in. person .or by mail to: Butte: County Development Services - Building 7County Center Drive Orovil le, CA 95965 Pcojecf Ty- Construction Q' histruiction Q. De!,np!ibon, 4 Jobsite ;Phone; <(isA ACTUAL' FA ATIES/ 'V SEIk .PRO. ,ADER$ U$E.D, e4 -of AT, eceip Its, gate. 4ags- oi- e lc�. verifying "Y erifying4jif"Ado' .. n r all materials that rcI'�-d.or 41sposed. Please sign jn'dibatihj;* ;at fheapove mformatjgn 1sap.:;an '.rr o �.d 0 eCt..t6.*.-h st ,our. nowli, . 1. ft. J e .9p. Applicant: ;(Owner or Contractor): 'Ci'rcle which Final Report returned with comments- (Ihitio)!) Dite:l Final Repoif aij�rb' yed:(Building '.1h 'Date! K:1MLDING\20jI\Appoyed=Oreen Bldg.. forms\ Waste ,.DiversionrR*yq forms - Pal M E ►0 c = � o QU i i Drain inlet i i I Lot I 77 Lot.2 Lot/ 3 i i Gravel filled bags or wattles (� i with filter fabric over grate Z - I -House i Q Waddles all around lot Q Waddle over night or silt fence (depending on slope) CO '• Imbed silt fence min 6. Inch below 0000 0000 ground surface X 300,130 W i 0000 a o.❑ a Rock cleanoff area 0dn0 3013 0 Q. '0 000 i 00`00 0 0'0 0 Storm drain i Sidewnik Gravel fitted bags i i Street to be clean and free of with filter fabric f i I any materials from the site i i i i Porta -Potty minimum 50 ft from storm drain i Pal M E ►0 c = � o QU Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile www.buttecounty.net/dds www.buttegeneraIplan.net ADMINISTRATION * BUILDING'` PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place' during the rainy season (October 15 through April 15) and may be required at other times based on weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. . • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. • Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. C:\Users\phunt\App Data\Local\Microsoft\Windows\Temporary Internet Files\Content.Outlook\UHLIM09M\Erosion Sediment Control Measures.doc r4 OCTA UPPER- PA LEP-gQ 2 n, EROSION CONTROL AND 6RADIN6 NOTESt I. SEQUOIA ENSINEERIN6 HAS NOT PROVIDED A STORM WATER POLLUTION PREVENTION PLAN. 2. ALTHOUGH SPECIFIC, LOCATIONS FOR SEDIMENT CONTROL FACILITIES ARE SHOWN ON THESE PLANS, IT 15 INTENDED THIS PLAN TO BE USED AND MODIFIED WHEN NECESSARY TO MEET FIELD CONDITIONS, OR AS SPECIFIED BY THE ENGINEER OF RECORD DURING CONSTRUCTION. 3. THE CONTRACTOR 15 RESPONSIBLE FOR THE CLEANUP OF ANY MATERIAL SPILLED ON ANY PUBLIC ROAD ON THE HAUL ROUTE. ADJACENT PUBLIC ROADS SHALL BE CLEANED AT THE END OF EACH DAY. 4. EROSION CONTROL IMPROVEMENTS SHALL BE INSPECTED AFTER EACH STORM AND REPAIRED AND/OR UPGRADED. SEDIMENT AND DEBRIS SHALL BE REMOVED FROM TEMPORARY BASINS AND DRAIN INLETS AFTER EACH STORM. S. DETENTION BASIN AND DRAINAGE SWALE SHALL BE MAINTAINED AND CLEARED OF WEEDS AND DEBRIS ON A PERIODIC BASIS AND AFTER EAC44 MAJOR STORM. 6. ALL CUT AND FILL SLOPES SHALL BE COVERED WITH A SUITABLE MULCH MATERIAL (STRAW, BARK, ETC) UNTIL NATIVE VEGETATION 15 RESTORED OR LANDSCAPE PLANTING 15 ESTABLISHED. GRADED AREAS DRAINING TOWARD THE ADJACENT ROADS AND PARCELS SHALL USE INTERCEPTOR DITCHES, SILT FENCES, STRAW BALES, ETC. TO PREVENT OFFSITE DISCHARGE OF SEDIMENT LADEN RUNOFF. THE LOT DEVELOPER 15 RESPONSIBLE FOR THE LOT STORM—WATER POLLUTION PREVENTION PLAN. 'I. THE AREA DISTURBED BY DEMOLITION, CLEARING, 6RADIN6, EARTH MOVING, OR EXCAVATION OPERATIONS SHALL BE MINIMIZED AT ALL TIMES. •8. CONTRACTOR SHALL IMPLEMENT MEASURES TO PREVENT VEHICLES AND EQUIPMENT FROM TRACKING MUD ONTO ADJACENT ROADWAYS AND LIMIT THE AMOUNT OF EQUIPMENT OPERATING AT ANY GIVEN TIME ON THE SITE. ADJACENT ROADWAYS SHALL BE CLEANED OF ANY DUST, DIRT OR CONSTRUCTION MATERIALS RESULTIN6 FROM THIS PROJECT ON A DAILY BASIS. Q. CUT SLOPES AND BANKS NO NO—GREATER THAN 2o1 SHALL BE MULCHED TO PREVENT RUNOFF. A 2' LAYER OF MULCH SHALL BE INSTALLED USING STRAW, 6RA55 OR WOOD CHIPS. 10. ENERGY 171591PATERS OR DISPERSION DEVICE5, SHALL BE INSTALLED IN DRAINAGE SWALES PRIOR TO ONSITE DRAINA6E LEAVING THE SITE. USE 6' MIN THICK LAYER OF 20-3' ANGULAR ROCK. 11. ALL 6RADIN6 SHALL CONFORM TO THE APPROVED STANDARDS FOUND IN THE CALIFORNIA BMP HANDBOOK. A REGISTERED ENGINEER OR QUALIFIED DATIVE SHALL SUPERVISE ALL GRADING ACTIVITIES. 12. THE 6RADIN6 CONTRACTOR SHALL APPLY EITHER WATER OR A DUST CONTROL ADDITIVE FOR THE ALLEVIATION OR PREVENTION OF FUGITIVE DUST. 13. THE GRADING CONTRACTOR SHALL VERIFY THE EXISTENCE, LOCATION AND DEPTH OF ALL ONSITE UTILITIES PRJOR TO CONSTRUCTION. THE CONTRACTOR SHALL CALL SERVICE ALERT NSA) AT 800-229-2600 AT LEAST 3 DAYS PRIOR TO CONSTRUCTION. 14. SLOPE AWAY FROM STRUCTURE, MINIMUM 2% FOR 5 FEET. 15. APPROVED EROSION CONTROL T4EASURES SHALL BE IN PLACE AND MAINTAINED THROUGHOUT THE CONSTRUCTION OF THE PROJECT. NO ON-SITE MATERIALS OR DEBRIS SHALL BE PERMITTED TO WASH INTO THE STORM DRAIN SYSTEM. I6. LANDSCAPE PLANS ARE NOT INCLUDED WITH THIS SUBMITTAL. 19. FIBER ROLLS SHALL BE INSTALLED PER DETAIL 1/5121. MEASURES SHALL BE MADE TO INSURE THAT THE SILT FENCE CAN BE PA55M BY VEHICLE TRAFFIC WITHOUT COMPROMISING ITS FUNCTION. BLOT PLAN Fl Psi Root- Pe A F a 0 ?8 0 ?0 0/ 6 WS 1-1 OeTAI L J 0 lq (q h( 1 0 t2j i ! (-1!2 UPPE-2 PAL. 2i' O' 2p. L y!6 ApblT o" 2.