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HomeMy WebLinkAboutB14-1943 061-480-048auomn eompieud Corm o person or ti 1 CONSTRUCTION DEBRIS RECOVERY FINAL REPORT County Development Services. DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING maato: B Final inspection will not be scheduled until completed reportsubmitted. gv a ing /� (� 7 County Center Drive 06<r r1 vOQ .0 .� Oro%:Hle,CA95965 APN: _ (—) _ f Sullding Permit # ' Owner Name: .lam OA—AN, V Owner Phone: ( ) Jobeite Address: Project Type: 0 Construction 0 Demolition Jobalte Contact Company: Jobske Phone: ( ) MATERIAL R""• T R•eyd• Disposal Tonna • Ton • ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (Coeaete..spnaW 539-S868,342-2222 Lumber • Chico Scrap Metal 766 Cleo -Chico Hwy, Durham, 345-1476 E93�777 PlanVTree Debris • Nor hem Recycling dt Wasx Services • Norcal Ren 1855 Kusd ael Rd, Oroville, 532 0262 DryWall Metal Material Recovery Facilitka: . North Valley Organic tecyolin8 Cardboard 4441 Cohesset Rd.. Chico, 624-3529 2720 S. S` Aro, Oroville 533-5868 Other: �Krt Rrcvdine facilftid• Curter 2720 S..,51 Ave., Oroville, 533-5868 Other: 1023 Neal Road Total tons of material disposed of (not recycled or reused) Attach eopies of weight receipts, lute tags, Total tons of material not disposed (either recycled of reused) other verifying information for all materials Percent meydedketsed that were reused; recydedor disposed. Please sign indloating that the above Iniomration is true and correct to the best of your knowledge: Applicant T (Owner or Contractor): Date: : •• Circle which • • Final Report returned with comments: (Initial) Date: Final Report approved: {Building Inspectoi) Date: K.-�BUII.DINC3\2011W4)ptoved forms\Res Green Bldg. forms\Waste Diversion -Recycling forms.doe Construction & Demolition (C&D) Recycling and Salvage Information'; General Waste Servieea: rCeran Metal: • Rec6kugy Butte Cohan Counties • Aldred Se Wsteel Mill Recyciers 786 Oro -Chico Hwy, Durham, 342-4930 539-S868,342-2222 • Waste Management • Chico Scrap Metal 766 Cleo -Chico Hwy, Durham, 345-1476 E93�777 • Nor hem Recycling dt Wasx Services • Norcal Ren 1855 Kusd ael Rd, Oroville, 532 0262 876-3340 YgraAyood wastes• Material Recovery Facilitka: . North Valley Organic tecyolin8 • Recology Butte Coluss counties 4441 Cohesset Rd.. Chico, 624-3529 2720 S. S` Aro, Oroville 533-5868 . Ru:cool8y B� Cohisa Counties Recycling �Krt Rrcvdine facilftid• Curter 2720 S..,51 Ave., Oroville, 533-5868 • Neal Rand Recycling do Waste Facility 1023 Neal Road • F,erthworm Soil Factory Neal Road off Hwy 99.895-%76 • Knife River Construction CO, 1764 Skyway, Chico, 891-6555 • Town of Paradise Vegetative Waste Facility Clark Rd. do American Way, Paradise • Granite Construction Co. 877-0824 4714 Pacific HeigMsRd, Oroville, old Duihnm Wood Co. 538-7616 342-738f �tstares and baildini! Materiah: • Neal Road Recycling & Waste Facility • Re -Store (Habitat for Humanity) 1023 Neal Road 220 Meyers, C:hfco, M1271 This partial list is for informational pm'Po"s only and not an wM=Ieat of any products or servicee Cardboard: Chitty Scrap Metal 878E 206 St, Chico, 343 71.66 •,. Chico Transfer de Recycling 2569 Scant Ave, Chico, 893-0333 Work Training Center 2300 Fair St, Chico, 343-8641 Nor -Cal Recyclm 1855 Kusel Rd, Oroville OtherRaoams• " Omen Builift Information www.ept.gov/epaoswednon- hw/debris-new/mdeu htm Butte Canty Public works Dept. Solid Waste do Recycling Division 879-23S2 • www.RecycleButte net+ Voc C'OMPLL4NCtt CMMpICAnON •• fiOftIKALDEFtYDE COAs MNCE CERMCATtON M+nlWrood t �tuna� nrr LOW k0A i core 006 I � 7bh 0.11 O �D+tendRyp4�wylin«►labN ' Wtdieakar) 0 �afPubpoFialpFBhryPtaatlo�forlMtMdhoofV�Dca. NBF/ANtill�loaNM OOW t.„W „'�!" A '° sy+wn. kaoor n+ 0 1��pitYMlWQonl►kproj.ot cioltl W* that the kftmR-w" PmVld *n 06 forth k &=X*e iu�cf !Mt the Pro1�t �. ar a as Monite;wenueq ashe 2p�o cam m;„ g a..wa..ww�,arwxaw. ' ow MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 6140326 PERRY DORMAN The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K1090950 thru K1090951 My license renewal date for the state of California is September 30, 2014. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. W:A *\ EXP.0913012014 /* - August 29,2014 Rivera, Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. BUTTE COUNTY SEP 0 5 2014 DEVELOPMENT SERVICE Job Truss Truss Type Qty Ply 13 FORMAN K7090950 8140326 Al Scissor Supported Gable 2 1 42 14 rence (optional) •• �-• -�•-•crn mug - W:1 , ZU rage i ID: NuyRvpugSlEgEfc46oYGCDyj EbY-?Q5r?DL06bORgBJGkEFpuz5YR?o2OkcO?IMNJlyixLG i -2-0-0 14-0-0 28-0-0nn-n- 2:0 0 0 0 2-0-0 14-0-0 14-0-0 2-0-0 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE Scale 1:53.5 GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 11 _ I /\ 12 LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 OF No. t&Btr G BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 31-32,28-29. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-0-0. (lb) - Max Horz 2=149(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 30, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 except 2=-127(LC 12), 20=-127(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 2, 30, 20, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11=-75/283, 11-12=-75/283 NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=60ft; L=34ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -2-0-0 to 1-4-13, Exterior(2) 1-4-13 to 10-7-3, Comer(3) 10-7-3 to 14-0-0, Exterior(2) 17-4-13 to 26-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 30, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 except (jt=lb) 2=127, 20=127. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 30, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION A " O9ROFESS/pN9 ?AUL R� <<c � //� y) U C 66864 * EXP. 09/30/2014 * , August 29,2014 ® WARNIAG -Vedfr design Parameters aad READ ADTES ON 7WSAND IAC E(MED NITEK REFERENCE PAGE NII -7473 res 1/29/1014 9"FUSE Design valid for use any with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. i Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 If Southern Pine ISPI number isspe llfed„ the desicn valuesare those effective 06/01/2013 by ALSO 9 13 41 8 42 14 6.00 12 40 43 7 15 6 16 5 17 4 30 18 3 31 32 29 5x8 = 28 19 0 39 35 34 33 27 26 25 44 �} z v 37 36 24 23 20 Id 1 21 3x6 3.Oo 5_222 3x6 = 38 i 14-0-0 28-0-0 14-0-0 14-0-0 LOADING (pst) TOLL 20.0 SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.16 Vert(LL) 0.00 21 n/r 120 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 21 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) . 0.00 20 n/a n/a BCDL 7-0 Code IBC2012/TP12007 (Matrix) Weight: 137 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 OF No. t&Btr G BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 31-32,28-29. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-0-0. (lb) - Max Horz 2=149(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 30, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 except 2=-127(LC 12), 20=-127(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 2, 30, 20, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11=-75/283, 11-12=-75/283 NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=60ft; L=34ft; eave=2ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -2-0-0 to 1-4-13, Exterior(2) 1-4-13 to 10-7-3, Comer(3) 10-7-3 to 14-0-0, Exterior(2) 17-4-13 to 26-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 30, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 except (jt=lb) 2=127, 20=127. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 30, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION A " O9ROFESS/pN9 ?AUL R� <<c � //� y) U C 66864 * EXP. 09/30/2014 * , August 29,2014 ® WARNIAG -Vedfr design Parameters aad READ ADTES ON 7WSAND IAC E(MED NITEK REFERENCE PAGE NII -7473 res 1/29/1014 9"FUSE Design valid for use any with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. i Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 14515 N. Outer Forty, Suite #300 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 If Southern Pine ISPI number isspe llfed„ the desicn valuesare those effective 06/01/2013 by ALSO Job Truss Truss Type Qty Ply PERRY DORMAN Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 K1090951 B140326 A2 Scissor 13 1 MT20 220/195 (Roof Snow --20.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.62 Job Reference (optional) MEEK'S, REDDING, CA 7.530 s Jul 112014 MiTek Industries, Inc. Fri Aug 29 15:14:23 2014 Page 1 I D: NuyRvpugBIEgEfc46oYGCDyjEbY-xoCbQvNeeCf9wUSfrfH HzOAm BoN2sWDgT3rUNeyixLE -2-0-0 7-4-4 14-0-0 20-7-12 i 28-0-0 30-0-0 I 2-0-0 7-4-4 6-7-12 6-7-12 2-0-0 Scale = 1:53.5 4x6 = 'n 4x6 c 7-4-4 14-0-0 20-7-12 28-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.65 Vert(LL) 0.46 8-9 >731 240 MT20 220/195 (Roof Snow --20.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.62 8-9 >541 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.41 6 n/a n/a BCLL 0.0BCDL 0 Code IBC2012/TP12007 (Matrix -M) Weight: 117 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 2=1060/0-5-8 (min. 0-1-8),6=1060/0-5-8 (min. D-1-8) Max Horz 2=149(LC 10) Max Uplift2-5114(!_C 12), 6=-514(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-3015/3393, 3-17=-2932/3415, 3-18=-2140/2277,18-19=-2061/2281, 4-19=-2056/2293, 4-20=-2056/2293, 20-21=-2061/2281, 5-21=-2140/2277, 5-22=-2932/3415, 6-22=-3015/3393 BOT CHORD 2-10=2935/2708, 9-10=2822/2716, 8-9=-2822/2716, 6-8=2935/2708 WEBS 4-9=-1836/1494, 5-9=-888/1104, 5-8=-412/226, 3-9=888/1104, 3-10=-412/226 Structural wood sheathing directly applied or 3-6-5 oc purlins Rigid ceiling directly applied or 3-6-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=60ft, L=34ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-4-13, Interior(1) 1-4-13 to 10-7-3, Exterior(2) 10-7-3 to 14-0-0, Interior(1) 17-4-13 to 26-7-3 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=514, 6=514. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. pUTTE COUNTY N AP PLj OQROFESSIpN� C 66864 A W,or\ EXP. 0913012014 / * OFCAl1F�' August 29,2014 A WARN7hG-Verffr design parameters and READ AGTESON TNTSAND 7MIUDED KrTEK REFEREACIF PAGE M77-7473 ma 1/19/201499MEUSF Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbilify of building designer - not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 14515 N. Outer Forty, Suite #300 Safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 N Southern Pine (SP) lumber isspecrted, the design ealuesare those eftective06/01/2013 by ALSO Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. r 0.1/' 6 � � j® ,1 �� !�C ,r C1-2 C2-3 4 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves w CE Q WEBS c,;4 may require bracing, or alternative Tor I °S , p bracing should be considered. O p _ �' u 3. Never exceed the design loading shown and never stack materials on inadequately 4 U O braced trusses. For 4 x 2 orientation, locate CL '— C7-8 cb cs-s 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and plates 0-1n4, from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the required direction of slots in JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. «CHORDS Plate location details available in MITek 20/20 AND WEBS ARE IDENTIFIED BY END JOINT 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 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 The first dimension is the plate ICC -ES Reports.. use with fire retardant, preservative treated, or green lumber. 4 x 4 width measured perpendicular to slots. Second dimension is ESR -131 1, ESR -1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to the length parallel to slots. ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. 11. Plate type, size, orientation and location dimensions LATERAL BRACING LOCATION indicated are minimum plating requirements. Indicated by symbol Shown and/or Southern Pine lumber designations are as follows: SYP represents values as published by AWC in 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. by text in the bracing section of the the 2005/2012 NDS output. Use T or I bracing SP represents ALSC approved/new values 13. Top chords must be sheathed or purlins provided at if indicated. with effective date of June 1, 2013 spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 15. Connections not shown are the responsibility of others. (supports) occur. Icons vary but reaction section indicates joint © 2012 MTek@ All Rights Reserved 16. Do not cut or alter truss member or late without prior approval of an engineer. p number where bearings occur, Min size shown is for crushing only. 17. Install and load vertically unless indicated otherwise. ®® own Al 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Plate Connected Woad Truss Construction. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures atone DSB-89: Design Standard for Bracing. is not sufficient. BCSI• Building Component Safety Information,' Guide to Good Practice for Handling, �� ke 20. Design assumes manufacture in accordance with Installing & Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 01/29/2013 TO: Butte County Building Department 9/4/14 FROM: Matt Teague RE: LIMITED AG BUILDING — Perry Dorman, Bell Ranch Rd, Berry Creek, CA -- AP # 061-480-048 Truss Calc. Review I have reviewed the Truss Engineering and design provided by MiTek, USA for the above reference project and certify that they conform to the building design and engineering in which I have provided. Matt Teague, P License # C 61554 CUTTE COUNTY N:s4_)M1": DIVISION APPROVED D BUTTE COUNTY SEP 0 5 2014 DEVELOPMENT SERVICES e)4 --[4I 4-32 LIMITED AG BUILDING Perry Dorman Bell Ranch Rd Berry Creek, CA AP# 061-480-048 DESIGN CRITERIA j i 1 � Design meets CBC 2308: Conventional Light Frame Construction ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF j ALLOWABLE LATERAL BEARING (PASSIVE) = 100 PSF ROOF LIVE LOAD = 20 PSF FLOOR LIVE LOAD = 40 PSF SNOW LOAD = N/A (ELEV. 1200 ft) MATERIALS LUMBER (Doug fir, UNO) Studs or Construction Grade: Fb = 700 psi Other: No. 2, Fb = 900 psi, Fv=180, Ft=575, Fc=1350 HARDWARE Simpson Strong —Tie t 01`'t±.SS1p o 'kilt CONCRETE ti Q Q f'c = 4000 psi in 28 days i i REIN. STEEL * Exp& ASTM A615, Grade 40 OF Cpu40� BUTTE COUNTY SEP 0 5 2014 DEVELOPMENT SERVICES PERMIT # BUTTE COUNTY DEVELO PMENT SERVICES REVIEWED FOR CODE CMPLIANCE DATE - d 0 gy �i / 1LJAi , Wood member Design: IBC Design Live Load, L 20 Psf Design Dead Load, D 10 Psf Deflection Limits U 360 Load Duration 1.25 (1 for Normal, 1.25 For Roof, 1.15 For Snow Loading) Allow soil bearing= 1500 psf 1. RAFTER / OR FLOOR JOIST Table 1) Size, Member Data 875 psi w/o Load Duration Spacing (Inch) ft Span (Inch) 2x8 DF#2 R=Repetitive W -- �': 12 17 10 16 16 2 19.2 24 14 3 2 2x8 DF#1 �.' 12 18 2 16 16 6 _ R=Repetitive 1 19.2 15 6 24 14 5 . J DF#2, Fb= 875 psi w/o Load Duration CF= 1.2 Cr— 1.15 For 2x8DF#2 Fb= 1208 psi Fv= 95 psi E= 1.6 psi For 6x12DF#2 Fb= 875 psi CF= 1 Cr— 1.00 L.B with 2x Ledger HtAutK t i ame A110waD1e ioac or L.a. m ios 270 530 Header-,--- Rafter/Floor joist Max Span Spacing(inch) Size Span(ft)'Overhang Ft- Inch 3/8"dia 5/8"Dia 6x12 1W 0 0 ##### ##### ##### #DIV/O! DF#2 �` 1 0 _ 76 9 270 530 S=Single _ 2 0 54 3 135 265 Fb 875 3 0 44 4 90 176 CF 1.000 4 0 38 5 67 132 Cr 1.00 = 0 34 4 54 106 FOOTING (Table 3) Rafter/Floor Joist Patio may be supported on concrete slab, provided that the post Post Spacing E_ 1.3 psi do not support D+L in excess of 750 lbs. Span" Overhang 10 11 12 ft 12.8 1 1.5 Int footing 16 16 17 Sq.ln Rt = 1.2-.001 At Ext footing 11 12 .12 Sq.ln 13.8 1.5 Int footing 16 17 18 Sq.ln Ext footing 12 12 13 S .In 14.8 1.5 Int footing 17 17 18 Sq.ln Ext footing 12 12 13 Sq.ln Fv= 85 psi Patio may be supported on concrete slab, provided that the post E_ 1.3 psi do not support D+L in excess of 750 lbs. R=Repetitive member Used (not more than 24" o/c) S=Single member Used MINIMUM ROOF LIVE LOAD PER IBC 1607.11.2 Lag Bolts shall be min of 5" long Tributary area At= 300,0 SQ.FT For header with Rafter or Joist at both side, Rt = 1.2-.001 At Eq. 16-29 spacing (rafter's span) shall be double or average. = 0.90 Rise per feet, F = 5 :12 R2= 1.2-.05F Eq. 16-32 = 0.95 RAFTER SPAN L, = 20RtR2 Eq. 16-24 PER TABLE 1 = 20(0.9)(0.95) Min Design Roof Lr = 17.10 psf LAG BOLT SIZE & SPACING PER TABLE 2 < HEADER, PER TABLE 2 HEADER, PER TABLE 2 i POST SPACING PER TABLE 3 1H Mau ICC� Wood member Design: IBC ' `J Design Live Load, L 40 Psf Design n Dead Load, ad D 10 Psf Deflection Limits U 360 Load Duration 1.25 (1 for Normal, 1.25 For Roof, 1.15 For Snow Loading) Allow soil bearing= 1500 psf with 2x Ledger RAFTER / OR FLOOR JOIST (Table 1) HEADER (Table 2) Allowable load of L.B. in s 270 530 Size, Member Data Header Siz Spacing (Inch) (ft) Span (Inch) 2x6 DF#2 R=Repetitive - 12 10 9 16 9 9 19.2 9 2 24 8 6 2x6- DF#1 1 12 14 5 16 13 1 _ _ R=Repetitive 9 19 19.2 12 4 24 11 5 DF#2, Fb= Header Siz Rafter/Floor joist Span(ft)*Overhang Max S • n Ft - Inch Spacing(inch) 3/8"dia 5/8"Dia 6x12 13.5 0 16 2 12 23 95 psi DFk2 l V 14.5 0 15 7 11 , 21 1 Cr- 1.00 S=Single • 15.5 0 15 1 10 20 = 0.90 Fb 875 16.5 0 14 8 9 19 13.8 CF 1.000 17.5 0 14 3 9 18 Sq.ln Cr 1.00 18.5 0 13 10 8 17, Ff1rlTiNr: lT�hla 31 Sq.ln 14.8 1.5 DF#2, Fb= 875 psi w/o Load Duration CF= 1.3 Cr- 1.15 For 2x6DF#2 Fb= 1309 psi Fv= 95 psi E= 1.6 psi For 6x12DF#2 Fb= 875 psi CF= 1 Cr- 1.00 Rafter/Floor Joist Patio may be supported on concrete slab, provided that the post Post Spacing E= 1.3 psi do not support D+L in excess of 750 lbs. Span* Overhang 10 11 12 ft 12.8 1 1.5 Int footin 20 21 22 Sq.ln spacing (rafter's span) shall be double or average. = 0.90 Ext footing 14 15 16 Sq.ln 13.8 1.5 Int footing 21 22 23 Sq.ln Eq. 16-24 PER TABLE 1 Ext footing 15 15 16 Sq.ln 14.8 1.5 Int footing 21 22 1 23 Sq. In Ext footing 15 16 17 Sq.ln Fv= 85 psi Patio may be supported on concrete slab, provided that the post E= 1.3 psi do not support D+L in excess of 750 lbs. R=Repetitive member Used (not more than 24" o/c) S=Single member Used MINIMUM ROOF LIVE LOAD PER IBC 1607.11.2 Lag Bolts shall be min of 5" long Tributary area At= 300.0 SQ.FT * For header with Rafter or Joist at both side, Rt = 1.2-.001 At Eq. 16-29 spacing (rafter's span) shall be double or average. = 0.90 Rise per feet, F = 5 :12 R2 = 1.2-.05F Eq. 16-32 = 0.95 RAFTER SPAN Lr = 20R, R2 Eq. 16-24 PER TABLE 1 = 20(0.9)(0.95) Min Design Roof Lr = 17,10 psf LAG BOLT, SIZE & HEADER, PER TABLE 2 SPACING PER TABLE 2 HEADER, PER TABLE 2 E — POST SPACING PER TABLE 3 FOOTING SIZE PER TABLE 3 w __L_ ___ -- ®Bolsecascade Single 5-1/8"'.X 12" BOISE GLULAM® 24F-V4/DF Floor Beam1F1301 Dry 11 span I No cantilevers 10/12 slope Friday, August 22, 2014 BC CALCO Design Report - US Build 2627 File Name: BC Job Name:'- Description: Designs\FB01 Address: Specifier: City, State, Zip: , Designer: Customer: Company: Code reports: AITC 117-2004, LA - FBO2035 Misc: BO 61 Total Horizontal Product Length = 14-00-00 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live BO, 3-1/2" 3,780/0 1,050/0 B1, 3-1/2" 3,780/0 1,050/0 Live Dead Snow Wind Roof Live Trio. Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (Ib/ft^2) L 00-00-00 14-00-00 40 10 13-06-00 Controls Summary Value %Allowable Duration Case Location Pos. Moment 15,815 ft -lbs 64.3% 100% 1 07-00-00 End Shear 3,938 lbs 36.2% 100% 1 01-03-08 Total Load Deft L/414 (0.393") 58% n/a 1 07-00-00 Live Load Defl. U528 (0.308") 68.1% n/a 2 07-00-00 Max Defl. 0.393" 39.3% n/a 1 07-00-00 Span / Depth 13.5 n/a n/a 0 00-00-00 Member is not fully supported at post BO. A connector is required at this bearing. Member is not fully supported at post B1. A connector is required at this bearing. Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation.\n\nBC CALCO, BC FRAMERS, AJSTM^ ALLJOISTO , BC RIM BOARDTM, BCIO , BOISE GLULAMM, SIMPLE FRAMING SYSTEMS, VERSA-LAMO, VERSA -RIM PLUSO , VERSA -RIMS, VERSA-STRANDO, VERSA -STUDS are trademarks of Boise Cascade Wood Products L.L.C. % Allow % Allow Bearing Supports Dim. (L x W) Value Support Member Material BO Post 3-1/2" x 3-1/2" 4,830 lbs n/a 60.7% Unspecified B1 Post 3-1/2" x 3-1/2" 4,830 lbs n/a 60.7% Unspecified Cautions Member is not fully supported at post BO. A connector is required at this bearing. Member is not fully supported at post B1. A connector is required at this bearing. Notes Design meets Code minimum (U240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation.\n\nBC CALCO, BC FRAMERS, AJSTM^ ALLJOISTO , BC RIM BOARDTM, BCIO , BOISE GLULAMM, SIMPLE FRAMING SYSTEMS, VERSA-LAMO, VERSA -RIM PLUSO , VERSA -RIMS, VERSA-STRANDO, VERSA -STUDS are trademarks of Boise Cascade Wood Products L.L.C. 2,nJ o Wood member Design: IBC Design Live Load, L 40 Psf t9 Design Dead Load, D 10 Psf Deflection Limits L/ 360 '7 Load Duration 1.25 (1 for Normal, 1.25 For Roof, 1.15 For Snow Loading) Allow soil bearing= 1500 psf L.B with 2x Ledger RAFTER / OR FLOOR JOIST (Table 1) HEADER (Table 2) Allowable load of L.B n lbs 270 530 Size, Member Data Header 6x6 Spacing (Inch) (ft) Span (Inch) 2x6 I 12 10 9 DF#2 R= Repetitive qF 16 9 9 19.2 9 2 24 8 6 2x8 DF#1 16 12 14 5 16 13 1 R=Repetitive - — — - 19.2 12 4 24 11 5 DF#2, Fb= Header 6x6 Rafter/Floor joist Ma pan Ft - Inch Spacing(inch) 3/8"dia 5/8"Dia j I 13.5 0 7 9 12 23 DF#2 1 S=Single W Fb 875 CF 1.000 Cr 1.00 14.5 0 7 6 11 21 15.5 0 7 3 10 20 16.5 0 7 0 9 19 17.5 0 6 10 9 18 18.5 0 6 7 8 17 FOOTING (Table 3) 16 Sq.ln DF#2, Fb= 875 psi w/o Load Duration CF= 1.3 Cr- 1.15 For 2x6DF#2 Fb= 1309 psi Fv= 95 psi E= 1.6 psi For6x6DF#2 Fb= 875 psi CF= 1 Cr-- 1.00 Rafter/Floor Joist Post Spacing Span* Overhang 10 11 12 ft 12.8 1.5 Int footing 20 21 22 Sq.ln Ext footing 14 15 16 Sq.ln 13.8 1.5 Int footing 21 22 23 Scl.In Ext footing 15 15 16 Sq.ln 14.8 1.5 Int footing 21 1 22 23 Sq.ln Ext footing 15 1 16 17 Sq.ln Fv= 85 psi Patio may be supported on concrete slab, provided that the post E= 1.3 psi do not support D+L in excess of 750 lbs. R=Repetitive member Used (not more than 24" o/c) S=Single member Used MINIMUM ROOF LIVE LOAD PER IBC 1607.11.2 Lag Bolts shall be min of 5" long Tributary area At= 300.0 SQ.FT * For header with Rafter or Joist at both side R, = 1.2-.001At Eq. 16-29 spacing (rafter's span) shall be double or average. = 0.90 Rise per feet, F = 5 :12 RZ = 1.2-.05F Eq. 16-32 = 0.95 RAFTER SPAN Lr = 20RtR2 Eq. 16-24 PER TABLE 1 = 20(0.9)(0.95) Min Design Roof Lr = 17.10 psf i LAG BOLT, SIZE & SPACING PER TABLE 2 E— HEADER, PER TABLE 2 HEADER, PER TABLE 2 I F— POST SPACING PER TABLE 3 FOOTING SIZE PER TABLE 3 — i j Boise Cascade Single 16" BUR) 90-2.0 DF Joist1J01 • Dry 11 span I No cantilevers 10/12 slope Friday, August 22, 2014 BC CALC@ Design Report - US a.t 16 OCS I Repetitive Glued & nailed construction Build 2627 File Name: BC Description: Designs\JO1 Job Name: Address: Specifier: City, State, Zip: Designer: Customer: Company: II Misc: Code reports: ESR -1336 28-00-00 BO Total Horizontal Product Length = 28-00-00 B1 Reaction Summary (Down / Uplift) ( Ibs ) Bearing Live Dead Snow Wind Roof Live BO 747/0 187/0 B1 747/0 187/0 Live Dead Snow Wind Roof Live OCs Load Summary Tac Description 1 Standard Load Ref. Unf. Area (Ib/ft^2) L 00-00-00 28-00-00 10 Controls Summary Value Allowable Duration Case Location Pos. Moment —% 6,436 ft -lbs 49.3% 100% 1 14-00-00 End Reaction 933 lbs 59% 100% 1 00-00-00 End Shear 9 36.2% 100% 1 00-02-00 Total Load Deft -- L/486 O.fiB ') 74% n/a 1 14-00-00 Live Load Deft 608 (0.549-') 59.2% n/a 2 14-00-00 Max Defl. 0.686" 68.6% n/a 1 14-00-00 Span / Depth 20.8 n/a n/a 0 00-00-00 % Allow % Allow Bearing Supports Dim (L x W) Value Support Member Material BO Hanger 2" x 3-1/2" 933 lbs n/a 59% Hanger. B1 Hanger 2" x 3-1/2" 933 lbs n/a 59% Hanger Notes Design meets User specified (L/360) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume Member is Fully Braced. Composite EI value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. Deflections less than 1/8" were ignored in the results. Page 1 of 1 115% 160% 125% 16 Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation.\n\nBC CALCO, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARD-, BCI@ , BOISE GLULAMTM' SIMPLE FRAMING SYSTEMO , VERSA -LAM@, VERSA -RIM PLUSO , VERSA-RIMO, VERSA-STRANDO, VERSA -STUD@ are trademarks of Boise Cascade Wood Products L.L.C. Gds 1 ?$,) 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.buttegeneralplan.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. K:\BUILDING\2011\Approved forms\Res Green Bldg. forms\Erosion & Sediment Control Measures.doc i r-- - --- � I 4� ) vii L4' '�.� ^ ~'"'r,,,.,.,� � , � y. <ou<:..r•ecr.�aicuw."+"' Win, e X\ f tin v _ I CAN 4 , n I , fit L (t)41- ON P Sr�2a - �-�I Cies F �•� , fe r Gqd , ,r BUTTE COUNTY i2� SEP 0 5 2014 LJj oz2 DEVELOPMENT _..'` SERVICES � SE TfpONDITIONs �gy FOLLOSITE WING t� QUIRED IF ANY Of THEON THE APPROVED � f \ r Y BE R NpT SHOWN } E ENGINEERING MA 06SERVED AND rl° # S ARE CONDITION SNE SLOPES' ' I PIANS: EXCES SOILS #' EXPANSIVE OR FILLSID {+ 1 EXCESS SONS TO NATURA G��0RAPHICAL ALTERAUNUSUAL SOIL OR OTHER } q{i CONDITIONS rmture occupancy changes will t the regulations re 1 be required to required' , j P rmit application for at the time of r or t ant i nt new occupancy change it e — ----- mproveme _. ermining \ ". E t T d e 0 r o I f N onsible Prope owner is resp ro erty lines and easements and , locations of P P ro arty Vines and , acks from P P required sett determined - -- il � malntaining be required if . ants. A survey may easements by the building official s necessary See attached- Minimum erosion control and - sediment controls for projects disturbing less - than one acre t I goo' i f fry.. y r , s i A B (53 AG EQUIPMENT STORAGE CONCRETE SLAB 1 j I O N 1 1 N \I �I AG EQUIPMENT STORAGE CONCRETE SLAB q i0 n 153 b 1 AG SUPPLIES CONCRETE SLAB rvfN, MIJJ, 0 W'1 2 (53 6X12 HEADER 6X12 HEADER op ALT 8'-0' e3 14'-0• �' 1Y-0' 28-0' FLOOR PLAN LEVEL ONE AREA 1/e• 1 -o LVL. ONE 1456 SQ. FT. LVL. TWO 784 SQ. FT. TOTAL 2240 SQ. FT. 3 w 5 w BRACED WALL LEGEND D H BRACED WALL LINE REFERENCE BRACED WALL PANEL TYPE PER 91C 2308.9.3: z A O _O 3 =3�IN �UNI MDANCE WITH TABLES 230&9.3(2) 2308 9.3(3 ALT = WHERE INDICATED, ALTERNATE BRACED WALL PANEL PER IBC ®3 WALL 2308.9.3.1. AND DETAIL 1, THIS SHT. DRAWN BP BRACED WALL PANELL L n/ 0 TI+ Q C- P � 2367 DAYTON RD. --- - 3 CHICO, CA 95928 - - - - SI"4IJL 1� ,+ l4� (530) 893-1350 ALT The 2013 CBC, CRC, CMC, CPC, 112 (�C- ( L (t_T_� DATE CEC ,,CFC, CGBC and 2013 California 24 AUG 2014 - - -_- _ REVISIONS Energy Standards as amended by the DATE jurisdiction apply to this project Complete construction Post Debris Recovery -- = - final report documentation and V.O.C. Compliance Certification submit to Building �yy{y.J Oivision prior to final building inspection BUILDING PERMIT# 61-1 ASSESSOR'S PARCEL# UPER IS- i 11 � BUTrE ccI aT3r �,� ��T I �.;��r � N T .�xI��ILEs J 3 4d�e _APPROVED PLANS AND " ' 009 PERMIT SHALL BE ON SITE 3-s•FOR ALL INSPECTIONS DATE I, �1I 'ti 12-0' L' Ia>✓KVlC LaS GARAGE DOOR HEADER - WHERE APPLICABLE Future occupancy changes will be required to meet the regulations required at the time of Permit application for a new occupancy change or tenant improvement TOP OF SLAB OR STEM WALL -2x BLWG. O PLYWOOD JOINT SEDGE NAIL ALL BOUNDARY MEMBERS COX -SEDGES @ 12R • D.C. FIELD. OSS W/ 8d 8. O.C. D. -STUDS. DBL MNG STUD WHERE HDR. OCCURS b b ---(2) 211 POST _ 2 = 1/2- x10* A.B. W/ 7• EMB. 3X3 -SIMP. PHD2W/ SSTB18, TYP. P.T. SILL OR SOLE PLATE r -- CONT. FTG. W/ /4 MIN. TOP h BOT. EQ. EQ EQ - 4goFE83�DN G C ALTERNATE BRACED WALL 0. 14 LIlV. VlElf 1/4• � 1'-0• * EXP. 630- sjq� CIVI AYE t�-- �ryOP CAL Q of o I SU 00 U Z Y D <LLI w I JIx U O W LU 0° of n- Wa M Al n n a a r 0 �d b 54 z g I R R o I r c r� r o'^ 66 HEADM o Q n n a a 6x6 DER �'' 6x6 H ER 54 g I R R o I o o'^ 66 HEADM w n n a a o MO Z' I 1 1 116" Ba 90-20 I -JOISTS AT 16' x i c b , O o � A v W =7 3 (�7j ,� a l. _ REC1 LTJ m ° m m r t� CD � a sa 10 PERRY DORMAN LIMITED AGRICULTURAL BUILDING m 5 av w��> �o Dz� N BELL BELL RANCH RD BERRY Y CREEK, CA 95916 FLOOR PLAN - LEVEL 2 o n " a too W�� o AP# 061-480-048 OD COUNTY COUNTY REVIEW LEFT ELEVATION yr - r -W FRONT ELEVATION 6A-L,L-o v9,3 C4 /T'Nu o vs, REAR ELEVATION vr - r -r FASCIA RIGHT ELEVATION we - e -V 7-7771 UJI 5; 1.1 Of Z 0 DRAWN cow om Sm MATT TEAGUE 2367 DAYTON RD. CHICO, CA 95928 (530) 893-1350 W FASCIA PATE 24 ALIO 2014 REASI ONS DATE ratio SIT 0 1 Y�,_..:. - Ell kJ G z DATE . .............. BY D ca Z o < 30 YR OMMS171041 MW LLI W� to �" r�� y 9 tis to H cp to o a * Zf t�a3 PERRY DORMAN LIMITED AGRICULTURAL BUILDING 5 W� 4> �> I BELL RANCH RD CA 95916 �+ cECTION s m wNo> BERRY CREEK, C AP# 061-480-048 ,'� ocov"' COUNTY REVIEW E — — — — — — — — — — -------------------------------- 1 I I I I I 1 I I I I I I I 17-3' i i 27-6' lY MAX It I I I I I I 1 i i i i I I I I I I MIN � EXTERIOR FOOTING. TYP. I I I 1 1 I I I INTERIOR FOOTING, TYP. I 2 I I 4' CONC SLAB ON 4' SAND OR SELECT GRAVEL I I I I I I I I I I I I I I I I t �yII I1 I I I O 21 I1� I I I 1 b. m rl :MINI I I I I I I I I 1 I I I I i I I 1 I 2z MUD SILL (P.T 1 I I I I I 1 I I I I I I I I I L I I I I I I I I I I L----------------� L--------------r-r-------------------11 L----------------� N — Z � Y SSIB16 HOLD DOWN BOLTS FOR ALT. BRACED WALL PANEL SEE DETAIL 1, SHEET Al FOUNDATION PLAN 1/8"- r -o• i GALV. ANM HOLT W/ Y Mx ETM. lY MAX It 3)W GGALV. PLATE WASHER MIN Qo �, 1 N O 1/2'0 A.B., Y MIN DABED. C� b. m PLATES OS THAN 6 N NDTH SHALL 2z MUD SILL (P.T NOT BE MOM OR MOTOED EXCEPT FOR BOLTS Z � Y M PLATE SHALL HAVE TNo BOLTS W. �z of I 1/2'0 A.B., Y MIN EMBED. T^ 'N TYP. ANCHOR BOLT PLACEMENT v PLAN V19W 1/2' - 1'-o- -7 IVitsT.if � y R TE 1= EiY w w z O U DRAWN MATT TEAGUE 2367 DAYTON RD. CHICO, CA 95928 (530) 893-1350 DATE 24 AUG 2014 REVISIONS Al DATE z z o J m MCI) J J 4¢ z� = O< LLI a zZ Q =)Q 0 0 CH LL C J co' . Q �, 1 N 4' CONC. SLAB W/ J4 O 1B' O.C. EW. 1/2'0 A.B., Y MIN DABED. C� p� f4 ONC. OC E 2z MUD SILL (P.T Z � Y of I 1/2'0 A.B., Y MIN EMBED. T^ F.G. aq w m � � a- - Qg,OYESStON9 I_ I— —I—I X40 EW rF t d. . I I � o x �j N A5 II 4' SAND OR SELECT GRAVEL 'N< 4' SAND OR SELECT GRAVEL UNDISTURBED SOIL 1Y MIN. 15' MIN. UNDISTURBED SOA. j4 10P AND 14 TOP AED BOTTOM BOTTOM EXT. SLAB FOOTING INT. SLAB FOOTING 1 1 sroRY rT 8 STORY L 36C. V1611 1/E' - 1'-0' ffiSC. VIRW 1/8• - 1•-0• TYP. ANCHOR BOLT PLACEMENT v PLAN V19W 1/2' - 1'-o- -7 IVitsT.if � y R TE 1= EiY w w z O U DRAWN MATT TEAGUE 2367 DAYTON RD. CHICO, CA 95928 (530) 893-1350 DATE 24 AUG 2014 REVISIONS Al DATE z z o J m MCI) J J 4¢ z� = O< LLI a zZ Q =)Q 0 0 CH LL C J co' . Q Orn O I p� m U 00 U Z � Y of I JU O a w m � � a- - Qg,OYESStON9 wQ m X40 EW rF t o x �j Exp. 6-30-15 A5 * s?, CIVIL 9 �' OF GALT 6 n PERMIT W / DATE p PLAW cum �FM 0) iii%swn 3 w 5 w z O U DRAWN MATT TEAGUE 2367 DAYTON RD. CHICO, CA 95928 (530) 893-1350 DATE 24 AUG 2014 REVISIONS DATE U , rn 00 Lo 4- Q °' O = U 000 O z z It ¢w I �- W w � JU O w Lu M Q_ w Q m A7 T-1 _UA I I r .. i