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041-540-002
r l NOTES RESIDENTIAL PERMIT NO. 041-540-002 03-0261 CLARK, DAVID &c KATHLEEN MYVALLI DR., OROVILLE NEW SINGLE FAMILY SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY I 1 Address JOB FINALED (Date) Signature fl GAS Meter By Date ELECTRIC Meter By Date I ICaHJ--- - - - - - Meter By ELECTRIC Meter By Tj Date ®' JOB FINALED (Date) Signature J=OK. 0 = Not OK . = Not Readyable 1. MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 3. 1. Zoning Requirements -Setbacks -Easements Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 2. Soils; Special MH Support Sketch 6. 3. Sewer; Location -Test -Fall -C/O -Concrete Electric 4. 'Water; Location -Test -Easement Needed (Sketch) 9. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Roof; Shthg-Roofing 6. Gas; Location -Test-Wrap;-/ /" L'ft. / P Nat. or/ /" L "ft./ P LPG 12. 7. Well Clearance & Disconnect 8. "Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B71 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8, Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance -GA 5.• Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UN RFLOOR (Plans) OK except #'s o ng -Setbacks -Easement -Floo -Slope g., Main; Soils-Elec. Gr . .-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4, Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a^"Hold Downs and Special Anchors Slab, Steel -Wrapped Piers -Fireplace Ftg.-Steel D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Criooies 15. Access & Ventilation 16. Insulation Date 911V,9 1) Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUOBING (Permit) OK except #'s Ve'Water Htr.; Vent -Access -Combustion Air Baffle 1 ater Pipe; Test & Anchor -Nail Protection 1 V.; Test Fittings & Anchor -Nail Protection hower Pan; Test, First Floor -Tub Access ?Z2 st Tub & Shower, Second Floor -Tub Access W Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s & Transformer $5�. Receptacles Spacing -Lights & Switches at Doors 2 Siz�oxes & No. of Conductors Stapled 27400*,mex Installed,Close to Edge of Studs & C.J. / 2g,L'Equip. Grourta bade up w/Mech Fasteners -Bond Gds & Ater 2 .2'Aboliance Circuits in Kitchen & Conductor Size GFI X. Subfeed Wire Size/ /ga. Cu "r I-A.C. Wire Size/ /ga Cu or Al �94e—Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al fisulated Neutral ❑ Yes O No 37. /Service -Riser Conductors & Ground Main Disconnect 3 ui . Clearances Panels-Motors-Mech. Equip. 34 lothes Closet Light -Shower Light -Spa Light . Smoke Detector Date 1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support ,Xft-Cryent Fan, Exhaust above insulation �J3$/Condensate Drain & Overflow, Size & Grade 3.9/Furnace-Vent Access -Comb. Ait-Return Air Vent 115 Outlet t' (WOJAttic Access & Platform if Furnace in Attic Date l 121, O jCard B-1 �� Date Card B-1 Date Date Card B-1 Date FRAMING (Permit) OK except #'s ills Proper Materials & Anchors 42. Studs -Nailing Spacing & Braces -Plates -Sound ring Walls over Girders & Floor Nailing 44rDraft Stop in Walls (rat proof) Fire Stops, Furred Ceilings -Staff- se -Tu s . Headers & Beams -Size & Bearing . GUlTt�. 0 Date FRAMING (Continued) 47. Hangers -Post Caps-Anchors-Conn6ctors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 4 F eplace Ties or Typ AFI ce Throat Clearance ttic Access; Size & omex Protectio Draft Stop -Ins. Baffles SO/Bpm. Windows or Exiting D s -Sill Ht. & Dimensions 5 arage Fire Protection Fr ing-RC Channel Oe,. -.0511 5_ . Vperty Line Firewall & Openings 5 . Eit. Doors -One 3' -Check Garage 3rd Story, 2 Exits airs; Width -Headroom- Rise- Run-Landinq-Fire Protection ywood on Roof Overhang -Attic Vents -Rafter Outriggers J7 Siding -Nailing Veneer SSB.- tOcco MeslKDrip Screed -Fd. VeptS-Underflr. Access Shear Wall Panels 62. Insulatio -Wa gs 63. Infiltration- all, -W' dows Date CTAtj.0q Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FIN t. (Plans) OK except #'s 64 Fxt. Steps -Door & Sidelight Protection -Landings 65eSmoke Detector Furnace Vents -clearance -Comb, Air -Connector - I arage; Above Floor-Ducts-Mech. Protection 67. BgdFoom Exiting 68/ .F.I. & Bath Fixtures & Tub Acces pa AgPec-. Trim & Subpanel, Breaker Sizes & Labels Stairs & Rails 71 ! Fireplace or Stove, Clearance -Hearth 7 Elec. Outlets at Wood Panel, Int. & Ext. 73 Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 7,4,,E lec Outlets & Receptacles at Kit. Counter 7 . r ge Fire Door; Swing -Landing -Closure C. Duct in Garage -Damper CyXr�Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 7, . Plb.; Elec. & Mech. Equip. Listed for Location 7r9` Elec. Receptacles in Garage (F.F.I.)-Romex Protection Insulation -Foam -Looked in Attic -81.—Guard Rails & Deck Construction -Post Caps 8j,�dn. VBents & Crawl Hole Door Drainage & Wood -Earth learance Looked under Floor El Yes Followin Instld./Drive es O No/Walks Cl Yes P&Planters O Yes ucco Brown -Finish A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings -S7-V�Tr Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground entilation Throughout House 9 Glass Protection rections from Previous Inspections Gas Test -Meters Tagge ' as -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval W. ergy Compliance Certificate -Other Certificates Address Posted .96 Fire Drinkler 0 Date (J Card B-1 Date Card B-1 DateCard B-1 e Card B-1 Date Card B-1 Date Card B-1 Comments at Final: r Job Truss Truss Type Qty Ply clark LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 811611313 CLARK A5 ROOFTRUSS 2 1 TCDL 10.0Lumber Increase 1.15 BC 0.64 Vei (TL) -0.26 18-19 >999 BCLL 0.0 (optional) moss lumber, ntUUINU, LA UODU I Y.LV r Jn 1 J Vl:l 1 I LVVL ,r,,, cn ,,,�.,.,.••v r ••�• �� ..,�• � �•��.�� �_� _o_ -2-0.0 4.5.14 8-11-12 14.7-15 21.0.10 23.5-0 _ 29-10.1 1— 344.2 1 37-10-4 1 44-6.0 i_46-_" 2-0-0 r 2-0-0 4.5.14 4-5-14 5.8-3 6.4-10 24-12 6.4-10 4.6-2 3-6-2 6-7-12 2.0.0 Scale = 1:66.5 6.00 12 5x877 5::8 g 20 261 1 rA CS CS �T 22 19 3x8 = 3x8 - 18 17 5x8 = 5x6 - 8.11-12 1 18-11.6 l 25.6.10. I 32-2-7 8.11-12 9.11-10 6.7-3 6-7-13 Field. r� [ . This repair is o truss ulIt with the wrong plates: a 3x6 at joint 2 and 3x4 plates at joints 11 and 15. Attach '/2" CDX, STIR. 1, plywood gussets to each face of truss with (0.131" x 3.0") NAILS @ 6" O.C., 2 rows with minimum amount of nails per face of each member shown circled. -t Note: 15/32. exD. 1. 32/16 span rated O.S.B. may be substituted for plywood. 16 15 3x4 = 4x4 - —1 37-10-4 I 44-0-0 5.7.13 6-7-12 Plate Offsets (X,Y): 12:0-8-0,0-0-61,15:0-1-0,0-3-01, 110:0-1-8,0-3-01, 117:0-3-0,0-3-01,118:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.15 TC 0.46 Ver(LL) -0.15 18-19 !">999. M1120 220/195 TCDL 10.0Lumber Increase 1.15 BC 0.64 Vei (TL) -0.26 18-19 >999 BCLL 0.0 I Rea Stress Incr j YES WB 1.00 Hor;:(TL) 0.12 13 n/a BCDL 8.0 i Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 254 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr-G TOP CHORD Sheathed or 3.8-13 oc purlins. BOT CHORD 2 X 4 OF No,,1&Btr-G BCT CHORD Rigid ceiling directly applied or 4-1-14 oc bracing. WEBS 2 X 4 DF Stud/Std -G WEBS 1 Row at midpt 5-19, 6.18, 8-18, 8-17, 10-17, 11-15 1 REACTIONS (Ib/size) . 2 = 348/0-3-8, 19 ='1359/0-3-8, 15 =1294/0-3-8, 13 = 250;0-3-8 Max Harz 2=-332(load case 5) Mex Uplift 2=-1140(load case 5), 15=-77(load case 6), 13=-141(load case 6) Max Grav 2-= 1 712(load case 4), 19 = 1437(load case 4), 15 = 2455(Icad case 3), 13 = 532(load case 3) FORCES (lb) - First Load Case Only f TOP CHORD 1-2=46, 2-3=-202, 3-4=162, 4-5=171, 5-6=-764, 6-7=-16, 6-20=-617, 20-21 =-611, 8-21 =-611, 8-9=-9, 8-10=-b20, 10-11 =-736, 11-12=160, 12-13=218, 13-14=46 BOT CHORD 2-22=137, 19-22=137, 18-i9=535, 17-18=643, 16-17=707, 15-16=474, 13-15=-122 WEBS 3-19=-254, 4-19=-276, 5-19=-1027, 5-18=171, 6-18=50, 8-18=-67, 8-17=166, 10-17=-74, 10-16=-277, 11-16=384, 11-15=-1054, 12-15=-307 NOTES ' 1) This truss has been checked for unbalanced loading conditions. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pif bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) A plate rating reduction of 20% has beenEapplied for the green lumber members. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. 6) This truss has been designed for a total drag load of 5000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 2500.0 plf. LOAD CASES) Standard • r I OL WARNINO - VerM deafprs Parameters and READ NOTES ON TMS AND DrCIXDED ADTEE R WMXNCB PAOS AM -7473 1111"RE USE. Design void for use only wilh MITek connector. This design•is based only upon parameters shown, and I; for an individual building component. Applicability of design paramenters and proper incorporation of component's responsibility of buildng designer - not truss designer. Bracing shown Is for lateral support of uidKiduol web members only. Additional temporary bracing to Insure stability during conshuciion is the responsbi8y, of the erector. Additional permanent Gocirng of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control skvage, defiJery, erection and bracing, consult ANSI/TPII Quanty CrBeAa, DSB-89 and BCSII Building Component Safety Information available h'om Tens Plate Institula, 583 D'Onotrio Drive, Madison, WI 53719. Q�pIFESS/p\ _�c C• ANn � �" C 17180 M11 * EXP. 06/30/05 CIVIL CAUF��� March 17,2004 nn GreenMC., lb Suite Sudo 100 Citrus Heigh610 M'Tek• COUNTY OF BUTTE BUILDING"DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street. -, Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE C—Llel?k 03--0216/ OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected, Please notice this office when correction of work is completed. 11 you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. U 5Hom 11v*APA, Aw ilr"efij , f,/ r,6- /V40 4P e t S;-Ies Ar "f"e- 4r 1 -4 ok Dalo Inspector 's REV 10/92 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA * (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE <�� , I/ <3-4yo�- t OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. /5 1.0 C -51&4c& M�v V-� COUV_V OF BU -27E BUILDING DIVISION- DEPARTMENT'OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA 9 (530) 891-2751 7 County Center Drive * Oroville, CA - (530) 538-7541 CORRECTION NOTICE�., (f LA-'Ak 03- C)Z/,/ OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the at56ve addre'ss and should be corrected. Please notice this office when correction of viork is 7 completed. If you have any questions pertaining to this matter, or need additional explanation, 1� please contact this office immediately. -7 Aill LZ Z;>,.) rl-e C. "IM -11 Date "AREV 10/92 "Poll lnspector_a, Rpr 21 04 01:54p - Western Woods Ewp Rick 5303431124 p.1 APA=Vff%7 Certificate of Conformance. Certificate 1 0 5 4 0 8 6 THIS IS TO CERTIFY that the glued laminated timber products identified with a collective mark of Engineered Wood Systems (EWS) were manufactured in accordance with the applicable standards and associated specifications indicated below: ANSI Standard At 90.1-1992, For Wood Products -Structural Glued Laminated Timber ) NER-486 Glued Laminated Timber Combinations And "GAP" Computer Program For Determining Design Stresses AITC 117-93 - Manufacturing —Standard Specifications For Structural Glued Laminated Timber Of Softwood Species IT IS HEREBY CERTIFIED that the APA EWStridemarked structural glued laminated timber members were produced in a manufacturing facility subject to regular audits in accordance with the Engineered Wood Systems (EWS) Quality Assurance Program. Routine audits include inspection of the manufacturing process. and evaluation of the in -plant QA program with adequate sampling to verily conformance to industry standards for lumber grade and glueline bond quality. 4" W D o 0 R47. F rn 160. SEAL ;y 10 .• sofa• sN%,���. t�lll t±. 1211 SCIS x 1 S �h Thomas G. Williamson Executive Vice President ev D r� R°�•Li ENGINEERED WOOD SYSTEMS is a related cr:rporation of AN — THE ENGINEERED WOOD ASSOCIATION -- 7011 South 191h Street - P.O. Box 11700 • Tacoma. WA 96411-0700 Telephone: (253) 565-6600 • Fax Number: (253) 565-7265 p' I .i r N&trio -- > COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7541 ®!t p�' �0• (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 041-540-009 9 .t ZONING ? +': BUILDING PERMIT OWNER CL-V?r(, D' EE N TELEPHONE 51 2_?496 SO. FT. OCC. BUILDING VALUATION 1750 R 94 500.00 . OWNERS MAILING ADDRESS 992 �T n ;� 230VITTE, CA 959r,5551 U 9.918.00 CONTRACTORS- NAME 0HM526 TELEPHONE 310 15.810.00 6,838.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING AD SS D Energy Plan Checking Fee $ 23,00 PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP 07 PLUMBING PERMIT Filing Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF ***A Duplex ❑ Mobilehome ❑ Other SPECIFY - Solar or heat um water heater 23.00 Water piping 15.00 15-00 Each gas water heater or vent 15.001 5-00 TYPE OF WORK New Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEW SINGLE FAIMILY Gas piping system 1 - 5 outlets 15.001 5-00 Building sewer 15.00 Mobile Home I s I G I w @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 a00V OR LESS Main Service 20.A0.LESS23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.POW9 License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required. by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) j I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall ith comply with those provisions. X -- Date I 30 -d 3 Signature o pplicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Main Service 2o0L TO 46.00 CCU000A NEW CONST. OWT. EI CC. GCS. SO OR ACDNS. ( d ACC. S.3.5¢FT. NEW T @7,50 NON-R61D MULT" CIRCUITS APPARATUS 8 SINGLE OUTLET CI R. Ex. OCCu OUTLET OR FIXTURES SAL @'.SO R pED APP -OEp 5.00 Ex. Occu . ouT("M Temporary Service 23-0023.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $ 157.39 MECHANICAL PERMIT Filing Fee 1 20.00 Heating 15.'30 Cooling 15.00 Hood 6.50 Ventilation ° PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee Occ CONST. TYPE T TAL FEE $1735.25 HAZ 0. FE IyCerX CDF I P CEL U This permit is here y issued under the applicable provisions of the Butte my Code and/or Resolutions to do work indicat d a e for which fees have been paid. n 2 y DaJ,(�7 PERMIT EXPIRES O I l(DI,)f ReceiptNo. 369950 :'566, 5 385 3 //4,? O WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INS CTOR GOWENROD-APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) X38-� (Rev.'lW6) APPLICATION AND PERMIT Y/ SesORPMCE1NU61BER 56 - �a BUILDING PERMIT SO. FT. OCC. BUILDING VALUATION f_ Cawmr. um=57of�tp� � ( — COMRB NAMED r MO RMCIO MRACiORS MAWNG ADDRESS tSiiWCirONLQmEA M. MCMG AM= Fireplace Total Valuation DR t We" HCL Firma Fee S 20.00 AACI9TECf DR e+c,R+Esm UUM ADDRESS Permit Fee Plan C heddn Fee SIca eunDwaADORe Dv Energy Plan Checldng F S 3 PERMITFEE S . IDTNa SUBS10NS Wim � 77 - 12- /]1 3 PAPrZ. ww 0Mp 7 vv PWMBING *PERMIT Feng Fee tO.DO USE70FSTRUC"1'URE i ©.S 1 AC Each Trap, 7.00 SF Duplex D Mobilehome O Other Solar or heat pump water heater Water piping 23.00 15.00 1 $P�� E ch gas water heater or vent 15.00 _ TYPE OF WORK Gas Pipingm 1 -5 outlets 15.00 New Addffian O Remodel O 0 instailetion O Other O Buumg sewer 15.00 Describe Work Mobile Home S G W @20.00 PERMIT FEE S s ' ELECTRICAL PERMIT Firing Fee 20.00 Mein Senitce DOR � 23.0 Pi- D -6-D �>C OS-) S Q— Main Service a•w TO IOWA 46.00 XX7 y J V G r-1 fraw Comm DRR ADMM G sw 3.S:FT- J . NON Rasa O @7.50 • . PoxrBi APPARATV9 e swt� DrmEr Ex. • Occup. Duna OR F MMM Z• a t.•• m ® sm Ex. Occup,M" CMR 5.00 (� �. ♦ *PSWI FEE P. Alb Temporary Service 23.00 . �� SRAMobile Home Facilities N= Whing 20.00 �_ ♦ SNG�FF $ 23.00 QTVG7, $ �� . PERMIT FEE $ $ MECHANICAL PERMIT Filing Fee 20.00 Heating $Cooling Hood 6.50 AMOVNT ven67ation n3 --t)cC4 -�O R�CEVIE.16b PERMIT FEk Mobile Home Instaila5on Fee $ L 0` rgy oInspection Fee S carsL TYPE TOT FEE $ LP m • O r1AZ d FES D CDF PAp� FD _ This permit is hereby Imed under the applicable provisions r. of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By . Date ReceiptNa PERMIT EXPIRES ON WM40 01 D.S.•B.D. CANARY-ASSESSQR PINK•INSPECTOR GOLDENROD -APPLICANT eta ffjq:` 'c f yit�4��a3 :1i3 �t'�t .xr ;? yi i3A !' :r iyt.--gg COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, lt.,A 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET' OWNER: `� ` CA �� . ASSESSOR PARCEL NUMBER `' Tv Proposed Building Use: Counter Technician: Date: ' • �y' � 7 Items required in order to apply for a permit. All boxes MUST be checked OR daAed NA in order to apply. 1. Plot plans, 3 or 4 sets, signedty the preparer of the plans. 2. Complete plans, 3, or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer.,. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line -up -when required items are received. Date Received By t�tA8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and Business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................:.. ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... _ ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the followinj items.) Fees as shown on the attached Schedule of Fees Due Sheet .................................. �.,�& �l ❑ 15. Statement of Intent for Non -heated and A/C Buildings ............................................ 16. Sanitation and plot plan approval from the Environmental Health Dep rtment in0� Gy .7. City of Chico Plumbing permit .................... ........................) C 18. C lifornia Department of Forestry plan approval � paid. Sent by: . .................. lanning approval for (A) Use: O (B)Parking: (C) Par 1 Check: ❑ 20. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... 1. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carriery'd Policy Number ..............:.............................. 5. Owner -Builder Verification (❑+Given to owner, ❑ Mailed to owner) ..................... f❑ 26. Letter of Signature authorization.................................................................. . 27. Recorded copy of Agricultural Acknowledgment Statement...................................�' 28. Manufactured home utility clearance............................................................... O 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. T' e/S a er�ent of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone and hold for pickup. I have been i for ed of the above items and requirements for obtaining a building permit. Applicant: Date: 1. Index permit application for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised cf the above data by ❑ phone, ❑ mail, ❑ counter, by Date: _ Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter Date: Plans reviewed by: L. S Date: Plans approved by: 0 Date: 9 Structural reviewed by: / Date: 3 03 Structural approved by: Date: 7 Oo O Note transfer by: Date: e Yellnw' Rnildino Nvicinn l i& COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION ,7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 f 1 SCHEDULE OF FEES DUE •�S PROPO 'ED BUILDING USE BUILDING PERMIT FEES I( -P0 ` 0 Balance Due .....................$ wi Additional Fees Due ................. $ Additional Fees Due ................. $ 4Revised Plan Checking Fee .............$ �2).CHOOL DISTRICT FEES (paid at District Office) (Available after Plan Check) , 3. SHERIFF FEES (paid at Building Division) l,�Q Residential ...................... x $360.00- mts Y Commercial (sq. ft.) ............... x $0.03 = $ ° Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... —x—=$ # Units Amt. Commercial (sq. ft.) ............ —x - Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P.# a'IQ •�•vva- DATE U�� RECEIPT # DATE REC. At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during - Z plan checking process. _ APPLICANT DATE ( - 36-03 Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have beet - imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6100) "AND AEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 COPY of Document Recorded 07 -Aug -2003 2003-0052775 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: SEE exN/BIT A Date u A I�<7� PROPERTY OWNERS: KATH ILEEN S «Ak< 0Avlr-> CL State of California County of 13 V TT I_ Oy, b7 - 7 -011 before m personally appeared_ ,t..c447' /-eco,-7 Oyeir1f, r` `/e- 1 �% ; r�<- personally known to me (or proved to me on the basis of satisfactory evidence) to be the person s�vhose name s&is r ubscribed to the within instrument and acknowledged to me that he/sh�ecuted the same in his/her e r uthorized capacit ies and that by his/her ehr ignature s)` n the instrument, the personl@fir the entity upon be alf of which the persol s` acted, executed the instrument. WITNESS m hand and official seal. Signatura4�-4Ld�;6/ �� 2 ��� Seal: p AN CEUOM LEE MERCERS COMM # 1361092 A.P. # C 4 1-, O ... CX:I 2, Q � � NOTARY PUBLIC -CALIFORNIA o BUTTE COUNTY 0 COMM. EXP. JUNE 15, 2006 -4 2 41 F_XHIS ITA ORDER NO. BU -177086 LN DESCRIPTION THE LAND REFERRED TO IN THIS REPORT IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: PARCEL I• A PORTION OF LOT 2, AS SHOWN ON THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JANUARY 25, 1971, IN BOOK 37 OF MAPS, AT PAGE(S) 70. COMMENCING AT THE NORTHEAST CORNER OF SAID LOT 2; THENCE SOUTH 00 DEG. 00' 10" EAST ALONG THE EAST LINE OF -SAID LOT, 1395.70 FEET; THENCE NORTH 89 DEG. 59' 30" WEST 341.31 FEET TO THE TRUE POINT OF BEGINNING; THENCE CONTINUING NORTH 89 DEG. 59' 30" WEST, 110.00 FEET; THENCE SOUTH 78 DEG. 27' 00" WEST, 221.26 FEET; THENCE NORTH 0 DEG. 00' 10" WEST, 1428.12 FEET; THENCE NORTH 89 DEG. 09' 35" EAST, 326.82 FEET; THENCE SOUTH 0 DEG. 00' 10" EAST, 1388.63 FEET TO THE POINT OF BEGINNING. EXCEPTING THEREFROM ALL MINERALS, OIL, GAS, ASPHALTUM AND OTHER HYDROCARBON SUBSTANCES LYING BELOW A DEPTH OF 500 FEET AS DEEDED TO BEVERITT, INC., A CALIFORNIA CORPORATION, BY DEED RECORDED FEBRUARY 29, 1980, IN BOOK 2492, PAGE 33, OFFICIAL RECORDS, IT BEING UNDERSTOOD THAT ANY AND ALL MINING OR DRILLING OPERATIONS WILL BE DONE IN SUCH A MANNER THAT NO SURFACE DAMAGE SHALL OCCUR. PARCEL II• A NON-EXCLUSIVE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES 60 FEET IN WIDTH, AS SHOWN ON THAT CERTAIN RECORD OF SURVEY MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE.OF CALIFORNIA, ON DECEMBER 19, 1974, IN BOOK 54; AT PAGE(S) 75 AND 76. EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN THE BOUNDS OF PARCEL I, DESCRIBED HEREIN. PARCEL III• A NON-EXCLUSIVE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES OVER LOT 1 OF THAT CERTAIN PARCEL MAP, RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JANUARY 25, 1971, IN BOOK 37 OF MAPS, AT PAGE(S) 70. O.B.- I OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. I personally plan to provide the major labor and materials for construction of the proposed �property improvement : YES K NO ❑ 2 I HAVE Pk HAVE NOT ❑ signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction: NAME: CITY: CONTRACTOR'S LICENSE NO. 4'. I plan provide portions of this work, but I have hired the following person to coordinate, supervise, d provide the major work: NAME: ADDRESS: PHONE: \ 5. I will provide some of the work indicated: NAME CITY: CONTRACTOR'S LICENSE NO. but I have contracted (hired) the following persons to provide S PHONE TYPE OF WORK NOTE. This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INFORMATION Dear Property Owner: O.B.- I An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended'for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. +rely,/%Vi ira, C.B.O. ,uilding Inspection NOTE. This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. OVER School District A.P. Number Property Owner Y 0 BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) new ( ` -PCL Building Department No. %-ID-DU0 Property Location/Address Subdivision 41. Lot No. .................................................................................................................. Residential Development ISq. Footage No o Living Mobile Home Addition/ *Supplemental to (Group R) Units Installation Conversion Permit # '(No foundation inspection); Commercial/Industrial FI New dRion 1 Builging Department Representative 1� f U � (Floor -Plans reviewed by School District Personnel) District Identification No. 04 �C ab(i f SSchool District certifies that U A (Street Address) V( (City) has complied with the requirements of Resolution No. representing A Q o square feet. y4 .kA, School District Representative Paid by Check # Remarks: [I-�?.kk k 1_") %o (State) go 2926 2926 L MITIGATION Sq. Footage (Including Exterior Roofed Areas) O Date (Applicant) Yz ' y(,o26 (Phone Number) (Zip Code) by payment of $ S 08� o�-oma. Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the Califomia Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xls (10/98)dmm f June 23, 2003 �0 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX David and Kathleen Clark 2920 Clark Road, No. 19C Butte Valley, CA 95965 Assessor Parcel Number: 041-540-002 Building Permit Number: 03-0261 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: None S CTURAL COMMENTS: Provide shear transfer details showing how lateral forces will be transferred from the roof diaphragm to the exterior shear walls at the porches. Provide truss blocking or porch soffit, etc. designed to transfer lateral forces. Provide supporting calculations and detail co ne tion /tequirements on the plans. ' Provide calculations for shear transfer from the drag trusses to the shear walls and specify ,,connection requirements on the plans. Pode a shear transfer detail of the roof diaphragm connection to the gable end walls of the rage/bonus room. L . Please specify connection (including the number of nails required) of the MST126 strap shown at the right side of the master bedroom on sheet 3/7. How will this strap connect the top plate to blocking if the top plate is perpendicular to the blocking? Please clarify. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Linda. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Linda Simpson Philo Hunt, P.E. Plans Examiner Plan Check Engineer 1 of 1 / 0 PL 3 A►N 19�W RESPONSE FORM i order to expedite the review of your plans, please complete the following information and return this Form with us form is not complete, as to all correction items, we will not be able W accept your n' -submittal for review,, your rombmittal. if sponse to every item requested in our plan co we letter. e a others" is not considered i valid T� vaird :sponse to each item and the location where the information can be found on the plandcalcs. � Please your ATTACH THIS N RS NAME FORM TO A DOPY OFUR YOp(wN REVIEW LETTER AND RETURN WITH REVISED AND ORIGINAL DATE:: - 1� zCL P_ SSESSORS PARCEL NUMBER PERMIT NUMBER (5`ii"LlC) -oo:z a3-o26j ESPONSE FOR PLAN CHECK LETTER DATED: CK ITEM / RESPONSE Br. -- NGilVfrrz2 D. - LLAni1 ti 2003 HECK (TEM art RESPONSE BY: 2 NTS: D a ..0 L 11 IL 1< q -- DDIVONAL 1►.iP1,hAA,&'?1-.1 mac.—_. 'LRLLQD N 1M6 / 6>' T1LIAn (,L_V; � 'LAN CHECK ITEM / PLATY 5AE1j_: - J Abr)motvA (_ onizS A _5 j4 IF )In N Pt -AN S WE IF -r ALJAT�'• ► i ■ a _: A.• JC4 OP(PLAPWCALCS: 3J 1 ID, e, z_ PLAN AV]OEW RESPONSE FOR* "n order to expedite the review of your plass, please Complete the following information and return this fora with his form is not Comp use -ete, as to all correction items we will not be able to accept your re -submittal for review. 1� 11111111112 �� Ifespoto every item requested is our plan ooalid rtection tetter. 'By others" is not Considered a valid response. •' please esponse to each item and the location where the information can be found on the plansicalcL your ATTACH THIS FORM TO A DOPY OF YOUR PLAN REVIM LETTER AND RETURN WITH REVISED AND ORMINAL pLANS. )WNERS NAME - DATE: 1�)' Io nli >SSESSORS PARCEL NUMBER PERMIT NUMBER 0411- S �O �- ooh. C3 3 `oa- 'LAN CHECK REM 0 :OMMENTS: PL_A�,- —Irl Nrn E rr Ani is H6LD ()nWj IN r6j,� MA i SO L I I-> —1k I A [v6 L Q.Sr SPONSE BY: -- - LOCATION ON LANS/ ALC 1 1 ADOITtorrA.L !N WMATIan/ .SIE rr D. GLAIzI� �C/�l(7llylrli+2) PLAN .-<Nrzsrt r --' LOCATION O LANS/ ALCS: a, e A 2K PLAN .5146r5; , �OMMFNTC•' PLAN CHECK REM A RESPONSE BY: LOCATION ON PLAN ALCS: 7 AA PivolvAL iNFer,AAAT/ our D; I.t> `ru 0 "I F 11= it COMMENTS: �)L�A 5� F119 b TNL /Z €_Qu -Sr >� D C'�4L cvi-AT locus ADL7(TI, ONA 1N Fo/2 nnATl[�N S�Pr1AAI < `1 1r- /4 n ..rte ►� �!� rLAN CHECK ITEM RESPONSE BY: LOCATION ON LAN CALCS: b: CL AI2 1� P h, Izr.. COMMENTS: , , _ _ - PLAN CHECK REM A ADDiTIocNAL W -Fen tAVTlont G 1N� iDF�[.ITIcAL fn,cnPL�T� Thu S PAC-IAU-S IIv F.j/1 MATIe/� S ECTlnni I+G�rr >/�/G[ Lin/N& D/' AJ, PLAN AKIEW RESPONSE FOR# 3 o f= 3 i order to expedite the review of your plans, plem comps the following information and reran this form with us form is not complete, as to all correction items, we will not be able to accept your re -submittal for review . Z� Wast be a valid sponse to every item requested in our plan corrwdon letter. "By others" is not considered a valid response.- plass :sponse to each item and the location where the information can be found on the plans/calcs. your ATrACH THIS HERS NAME ~ TO A COPY OF YOUR PLAN REVIEW LETTER AND RERJRN WITH REVISED AND ORM NAL . DATE:-.- PLANS' DAVID AN P,81MEE/V SSESSORS PARCEL NUMBER PERMIT NUMBER ESPONSE FOR PLAN CHECK LETTER DATED: ALI < z c. N OL 7 ;_AN CHECK ITEM N RESPONSE BY: -- - LOCATION ON PUWS/ ALC )0 D. eC. Ar lz ADDlTiolYAZ Fol OMMENTS: Tl olv PLEA rz Fin/Q DOLUM NrAr/o& 6I I A- 25-5 PAe-kA6, rr- /1,7-y)F- W ADDITION A L IN Fort AAATjc/y SEeT 1GNI llH it. -- - -- ". LOCATION ON PLAN ALCS' }� ADolt/oNq t. _ IvFe2i�lA71a/.! � LHiZIZrz- Pamirs fNct_unI it TNL G4L;2 LAnA OVEn T14t n/o K TNr= ar,► �n,n. poi �r 17ss L—t2vz j/� 2t/A N PL SI� b finonA i'NE VZ05.5 PAckA &� t,vr�rcM 1viRta t� r�- CON >-V5/NG, Fwo Ary EDIT)--C>TAVss PA44 AGS IN SIE.GT/ON k' LAN CHECK ITEM N RESPONSE BY: LOCATION O PLAN CALCS: ALAR- /< PIAN :OMMENTS: S� F An/ Aht%mr t-c_ouT ON P_LAKI -ET 3 r=ole 2 -X 14 C1 ELln//_ --i- -, ft P - LOCATION ON PLANS/CALCS: r�l< :OMMENTS: P L-A r%( S N CIZT S DL !vD 7 A =Loo C p1 Au ��Ir AA•ANI%rQ[• '� To/S 15, TN1S 1< /';bi Al IIC-X $=Air%Cw..0/1 ._ _► �. _ 8 March 27, 2003 David and Kathleen Clark 2920 Clark Road, No. 19C Butte Valley, CA 95965 0 , 0 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-540-002 Building Permit Number: 03-0261 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: None S UCTURAL COMMENTS: Please indicate the design criteria including seismic zone, wind speed, wind exposure, soil aring capacity, etc. used in the structural calculations. Provide a layout sheet indicating the locations of the "shear lines" addressed in the structural calculations. Please identify the location of sections A through G referenced in the calculations also. Provide shear transfer details of roof diaphragm connections to the interior shear walls and 3O'. the exterior shear walls at the porches. k --)Provide calculations for shear transfer from the drag trusses to the shear walls and specify connection requirements on the plans. Specify nail spacing required of roof sheathing to drag truss top chords. ✓ Provide calculations for shear transfer from the shear walls to the foundation and show quired anchor bolt spacing on the foundation plan. Please show holdown anchor bolt locations on the foundation plan. 7. Provide calculations for chords and collectors. ,Provide MST148 strap and ECCLL column cap as specified on page 6 of the structural calculations. Provide two complete identical truss packages. Two different truss packages were submitted and both appear to be incorrect. Packages are missing trusses and do not match the floor en. Be sure to include drag trusses. a . Provide documentation stating that you have reviewed the truss package and that it conforms to you structural analysis of the house. 1 of 2 1. The glulam beam over the nook does not appear to be necessary. The trusses (A1, A2, H2, a d H3) bear on the exterior wall of the nook. Please clarify. pecify ceiling joist size and spacing over the master bedroom sitting area. �. The plans specify PJI Prime Source floor joists in the bonus room. Should these be PRI joists? If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Linda. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Linda Simpson Philo Hunt, E. Plans Examiner Plan Check Engineer I 2 of 2 David W. Clark, P.E. 2920 Clark Road # 19C Butte Valley, CA 95965 (530) 519-2456 March 2, 2004 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 Mr. Philo Hunt Plan Check Engineer Re: Assessor Parcel No. 041-540-002 Building Permit No. 03-261 Dear Mr. Hunt: As discussed during our February 26, 2004 telephone conversation, roof truss plans originally submitted to your office for this project, which were designed by Robert Anderson of Mitek Industries for Trojan Truss, could not be supplied. When Trojan Truss could not supply the roof trusses Robert Anderson was again employed to design the roof trusses, but this time at the request of Moss Lumber. In the truss design revision the number of trusses remained the same as well as the outward dimensions of the top and bottom cords. Changes were made to some internal web members and additional reaction points were added. I have reviewed the new truss plans and find no significant structural effects resulting from the changes made. The load path remains essentially the same but has additional redundancy in the added reaction points. The new trusses conform to my structural analysis of the house. Additionally, the trusses were shipped to the job site with damage to the top cord of two of the trusses (trusses B1, and B2). Redong Yu of Mitek Industries designed the repair for each of the two trusses. I have reviewed the repairs and find that they are both adequate and in conformance with my structural analysis of the house. The drag truss over wall line H3 -A was originally designed to connect to the top plate of wall H3 -A using six Simpson HTC4 connectors. The Simpson HTC4 connectors could not accommodate the offset from the wall and I have redesigned the connection. Please find herewith: o Two copies of the Moss Lumber/Mitek Industries truss design dated November 17, 2003. o Two copies of the Mitek Industries truss repair designs for trusses 131 and 132 dated December 5, 2003. o Two copies of the wall line 1-13-A drag truss connection redesign. I am submitting the above referenced truss revisions and repairs for your review and approval. Thank you for your consideration, David W. Clark, P.E. /��QROFESs�p/�,, %4= `APV\D w• 011- FZ No. C 63211 * EXP. -30 -06 kj��,� Clue. OF CAV.\u� IL SHANNA YABLON 5th fes. 635 BRANNAN STREET Street � SAN FRANCISCO, CA 94107 (415) 777-1353 (415) 777-1354 RICK YABLON 0�_v O 6th Street IMPORTERS • DISTRIBUTORS • WHOLESALERS ARTIFICIAL FLOWERS AND PLANTS TO THE WHOLESALE TRADE a July 22, 1999 Butte County Land of Natural Wealth & Beauty Building Division Department of Development Services 7 County Center Drive Oroville, Ca. 95965-3397 Dear Mr. Michael Vieira: RECEIVED J u I�r 2 6 1999 BUTTE COUNTY BUILDING DIVISION You wrote us a letter on June 7, 1999, copy enclosed, and we answered you on June 19, 1999, copy of letter enclosed. To further inform you about 4386 Woodrose Drive, Oroville, Ca. the Crows who built the house on Woodrose Drive put one over on us to the tune of over $30,000.00 in losses. They never furnished us with a disclosure statement about the property. Within 9 months of occupancy we had to replace the following that malfunctioned in the house. 1. Air conditioner -Heater. 2. Fresh water pump- fresh water tank. 3. Hotwater system. 4. Clean out septic tank and add new lead lines and install clean out pipes. 5. New roof. 6.. Replaced rotten front walk with concrete walk. When .we sold the house in April, 1999 the pest inspection showed that the rear deck the wood had rotted and there was mold and fungus of various sorts and there was inadequate support to the deck. Billson Construction Co. tore out and replaced this deck plus installed the proper amount of supports and whatever else was required to pass inspection. Billson is a licensed contractor in the state of California and I know that he procured the proper permits and inspections for the work he did. SSILK!�S SHANNA YAI3LON L RICK YABION 6th 5trffl . 5th } 635 BRANNAN STREET Street SAN FRANCISCO, CA 94107 (415) 777-1353 (415) 777-1354 IMPORTERS • DISTRIBUTORS • WHOLESALERS ARTIFICIAL PLO\NERS ANI) PLANTS TO TI -IE WF-101_ESALE TRAI)F. r I can not understand your pursuing me for information, permits etc., when Mr. and Mrs. Grow did all this construction prior to my buying the house from them. If there are any Illegal infractions with reference to the building codes Mr. and Mrs. Grow are the responsible parties. Very truly yours, Rick Yablon 0 Ricardo and Erma Yablon 4386 Woodrose Drive Oroville, CA 95965 RE: Building Code Violations 4386 Woodrose Dr, Oroville Dear Mr. and Mrs. Yablon: . ....... 'eutte Count, LAND OF NATURAL WEALTH A•.ND BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3897 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 June 7, 1999 A.P. #041-54-0-020 This is a courtesy notice to notify you that you are in violation of the Butte County Code, as follows, at the above -referenced location. Failure to obtain the required permits, inspections and approvals from this office for construction of a sunroom, screenroom, addition to deck and conversion of den to bedroom for single family residence. Since permits and inspections are required for the above work, please submit three (3) complete sets of plans, apply for the required permits, and pay the appropriate fees. All work must stop until these permits are issued and you- are authorized by our field inspector to proceed. The field authorization cannot be made until the existing work is inspected and approved. It is the County's goal to obtain voluntary compliance with the Butte County Code. However, you should be advised that Butte County has an active Code Enforcement Program which provides an effective means of enforcement if voluntary compliance is not obtained. Enforcement may be pursued through the issuance of citations, fines and the recording of a Notice of Violation including a description of the action necessary to abate the violation. You have thirty 30 days to voluntarily comply with the above directions or to present an acceptable plan for abatement or corrective actions to be taken by you. Should you have any questions concerning this matter, please contact Scott Rutherford or Michael Vieira in this office at the address or telephone number listed above. WS*cerely, MCV: dms �(,(/�_ Mit ael C. Vieira, C.B.O: Ma ager, Building Inspection cc: Assessor June 19, 1999 IL SHANNA YABLON — RICK YABLON 6th 635 BRANNAN STREET Street 51h SAN FRANCISCO, CA 94107 Street (415) 777-1353 (415) 777-1354 FAX: 777-5251 IMPORTERS - DISTRIBUTORS - WHOLESALERS ARTIFICIAL FLOWERS AND PLANTS TO THE WHOLESALE TRADE Butte County Building Division Department of Development Services #7 County Center Drive Oroville, Ca. 95965 Attn: Michael C. Vieira C.B.O. Reference: 4386 Woodrose Drive A.P. 041-54-0-020 Dear Mr. Vieira: Woody and Ellie Grow at 6177 Burnt Cedar Way in Roseville, Ca. 95747, telephone number (916) 771-7955 built this house and the rooms that you refer to in your letter. We purchased this house and made no improvements from the Grows in 1995. Therefore, Your letter should be addressed to them. We have subsequently sold this property at a loss as of May 1, 1999 because of repairing the dry rot and fungus in the building for which permits were acquired by a licensed contractor. D. COUNTY OF BUTTE i ENT Or PUBLIC Ii ORKS Di'PART 7 County Center Drive Oroville, C�',. 95965 534-4250 Janciary 17, 1977 Glenn Robinson, Jr. Re: AP 41-12-50 353 E. 2nd St.. Chico..CA 95926 Enclosed please find a copy of the Certificate of Compliance issued 5 the Butte County rood oT ^upe;-visors , which was recorded on Jnuary 4. 1977 ,, in Book 2133 Page 22S , in the Office of the Butte County Recorder. Should you have any. questions. regarding this matter, please contact this office. Very truly yours, Clay Castleberry Director.of Public Works McLaren Parker Assistant Director "d1P/d'o FA 21210 Y OFFICIAL RECOZI)s 1 Z}T TE ;.�:'_'tTY-r1.' ._, ETUPV TO: CEP.TIFICATE OF 'COMPLIANCE ^. -Planning Dent. Issued to: •Gl,nn Robinson, Jr. COUNTYOFBUTTE 353 2nd St. 'A 33 Ah 13 77 Chico, CA 95926 Ek �. nAe0 FFA This. Certificate of Compliance is. hereby issued by the County of Butte to certify that the land division which created the parcel of oronerty identified below complies with applicable nrovi.s.ions of the Sisbdivis.ion Map Act.and of Chapter 20 of the Butte Countv Code. 1. Property location: south side of P-ntz Rd. , . appxox. 12- mi. east of Clark Rd..(Stat° Hwy 191), 2_ Assessor's Parcel .Number: 41-12-50 .. Paradis-. Description:. All: that certain property located in the County . of Butte.,..State of California, more particularly described as follows: A portion of. Lot 2, as shown. on that cnrta.in Record of Survey Map- of a portion of Sections 26 and '35', T21N, R371, MDB&M, which was: record -d. January 25, 1971 in Book 37 of.Maps at pag- 70, mor- particularly `d-scribod as follows Commnncing.at th- N_ corner, of said Lot 2; then- S 00 00, 10" E along the E line of said lot, 1395.70 ft; th-ncn N 890 59f 30" W 341..31 ft. to th-� tru- point of b -ginning; th-ncn continuing N 890 59' 30" W, 110.00 ft; th-nc- S 78°'27' 00".W, 221.26 ft; th-nc- N 00 00° 10" W, 1428.12 ft;. th-ncn .N 890 091.3511 326.82 ft; thenen S 00 00' IG11 2, 1388.63: ft.. to the point of b -ginning. Issuance of this certificate is conditional upon. the. follow- ing conditions which- have been imposed pursuant to Butte County Code Chapter 20-48,'and Govnrmm-nt Coda,. S-ction .66499.35 (b), to protect. the public health and. public .safety. NONE C O . C.7 . Y County of Butte m ftion-nr4::,2 By TO' Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. USE ONLY Plot Plan AnncMd Roe? F%n Attached Saw to G.D. ZL!�t r, - — -"X i Aa -i 4 1,' AR 4x1j,,5Wa -6?eQ-- Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for — dwelling. Other 3 BZR Hold final for: Final clearance O.K. for: NOTE: - =, -6 Environmental He Vpecialist 8/96 ........ .. ........ ............ //a/o Date s 0 z Detail South Slope of Myvalli Plot Plan APN: 41-54-02 Dwn. By: David Clark Scale: 1" = 50' 81' WELL 15.5' . 000 i 0 25' Radius— = 82' from well 100'. SEPTIC TANK LEACH FIELD LOCATION z. Li ALTERNATIVE 1 50 typ. w. 200' typ. vr. Q 5 0, W ' W y LEACH FIELD LOCATION .06 ALTERNATIVE 2 Q LD F_ o M 214.5' X LiJ ° APPROVED ' Butte County Health W\ h 1 Environmental • e u Or13o � Go�r�iG 0 10' Driveway ALAI M� AP:41-54-02 326' s 0 z Detail South Slope of Myvalli Plot Plan APN: 41-54-02 Dwn. By: David Clark Scale: 1" = 50' January 21, 2003 Water closer clearances (Uniform Plumbing Code 408.5). lg{Syowrr compartment minimum 1024 sq. irL & 30'• circle (Uniform Plumbing Code 412.7). ..,7!Bearing walls shall be supported: n masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1 Beed Rall panels shall start at not more than 8 feet from each end of a braced wall line. Braced wall panels must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on anter in both the longitudinal and transverse directions NBC section 2320.4.1_) Braced call lines must be continuous throughout the structure. - 2. A California licensed architect of registered engineer must prepare a lateral analysis for the areas of the building that do not comply With the Uniform Building Code. This must include the designer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. y.� Clerestory requiring balloon framing and/or engineering. 4. Foundation plans complete enough to construct building (Uniform Building Code Table 18 -I -C). 5. Floor construction details complete enough to construct building. 6. Elevations and wall construction details complete enough to construct building. 7. Roof construction details complete enough to construct building. Fireplace construction details and calculations if necessary. 9. Garage door header size(s). 10. Porch header size(s). 11. Typical header size(s). Iud heights. gh expansive soil — special foundation design required. tainingRalls requiring design. ?sum Rallboard nailing inspection required. the area below- the lowest floor is fully enclosed. than a minimum of two openings are required with a total t area of at least one square inch for every square foot of area enclosed with the bottom of the openings no ore than one foot above grade. Alternatively, certification may be provided by a registered professional gineer or architect that the design will allow equalization of hydrostatic flood forces on exterior Balls. uilding must be designed and anchored to pre%,ent floatation, collapse or lateral movement. Construction sign requirements must be shown on the building plans. ectric, heating, ventilation, plumbing and air conditioning equipment and other ser%ice facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. MISCELLATTOUS ITEMS: Stairway details — landings, rise and run. head clearance, handrails (Uniform Building Code section 1003). Guardrails (Uniform Building Code section 509). Brick or stone veneer (Uniform Building Code section 1403). Exterior plaster— weep screeds (Uniform Building Code section 2506.5). Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 1S -D-1 & 2). Foam insulation — protection. 36" halls and stairways (Uniform Building Code section 1004.3.3.2). Two exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). . Attic access and ventilation (Uniform Building Code section 1505). Sound requirements. 12. Energy design compliance and supporting documentation. •ACDF responsible area requirements. BliMDING PERMIT REQUIREMENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate: 3. ❑ Fire SprinUers requi,4 4- ❑ Special Inspection requirements: 5- ❑ Use Permit conditions. 6- ❑ Sub -Standard Housing lever. P2ce -- of' o° RESIDENTIAL PLAN ,°° °�- REVIEW GUIDE _ �-`a�- o SINGLE FAMILY, DUPLEXAND n_ .•� MISCELLANEOUS ONZY Owner. _66` Building Permit Number: -- /1 Plans Exa;niner: �1/da 5'(.M)0' -On A: P. Number: GENERAL: Zoning requirements — (number of permitted living units). -e Plans signed by the designer. -3" Proper description of work on the application. E:tisting violations on the property. Recorded notice of violation. --e Building permit valuation. PLOT PLA`: Complete parcel size and dimensions. Setbacks, side yard, easements. etc. Other buildings or structures. Grading, fills and/or drainage. Flood hazard Special conditions on Parcel Map: ivoise ❑ SK -k ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ Federal :Aid Route and/or Federal Aid Secondary Route setback requirement Buildina or utilities across lot lines (Lot merger approval by Butte County Land Development) FLOOR PLA`: Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3 104'° of natural light and 5% of r entilation (Uniform Building Code section 1203). Escape or res, uc windows shall have a minimum net clear openable area of 5.7 square feet The minimum net clear openable height dimension shall be 24". The minimum net clear operable width dimension stall be 20'. When %indon s are provided as a means of escape or rescue, they shall have a finished sill height not more than 44" above the Elcor (Uniform Building Code section 310.4). Skylights (Uniform Building Code section 2409 &.2603.7). Glag in Hazardous locations (Uniform Building Code section 2406Glazing Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise permitted is this section. Kitchens, halls, bathrooms and toilet compartments may have a ailing height of not fns than 7 )feet measured to the lowest Droiection from the ailing (Uniform Building Code section 310.6.1), All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in anv dimension (Uniform Building Code section 310.6.2 dt 310.6.3). GFCI in baths. garage, kitchen. wet bar. and exterior receptacles (NEC 210). Water heaters %%hich depend on the combustion of fuel shall not be installed in a room used or designed to be used for sleeping purposes, bathroom. clothes closets or in a closet or other confined space opening bw a bath or bedroom (Uniform Plumbing Code section 509.0). Fuel burning equipment shall not be installed in a closet, bathroom or a room readily suable as abedr<oom, oris a room compartment or alcove opening directly into any of these (Uniform Mechanical Code sectioa30�t.�. Garage firewall separation - required on garage side including supporting walls and posts (Unilbttu8 Code section 302.4 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (C; niforn Building Code section 312.0. I Wood stove location - Alcove — Uv[C section 205 confined space 3i: 223 unconfined space & 304.2). 1 moke detectors (Uniform Building Code section 310.9.1). Pagel of 2 i I 81' Radius I WELL 1*1 25' 155' -06 06 0* LL 6 Q LEACH FIELD LOCATION ALTERNATIVE 2 �r F-.- I �. V) � a ��- m H X LiJ 10' Driveway 326'- 50' YP- 214.5' AP;41-54-02 11 S O z Detail South Slope of Myvalli Plot Plan APN: 41-54-02 Dwn. By: David Clark I Scale: 1" = 50' January 21, 2003 �U SITE PLAN REVIEW APPLICATION Date: fA AP# L v Permit Numbe (if annlicable) 0 APPLICANT INFORMATION Owners Name: Owners Address: Telephone No.: —� Situs Address: Proposed Use: Residential ® New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family • Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel Ot r Septic ❑ Well Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVEL OPjVENT SERVICES INFORMATION (For Staff Use) Approved IN Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Site Plan Stamped Approved By Date '� - 4-1— Page 1 of 5 f ALL ITEMS CHECKED APPLY TO THE PROPERTY •�i Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) Expansive Soils (Test for expansive soils and if verified proper foundation design required) SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation0oard) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement • Zonlna: S Applicable Building Setbacks: 17 Setbacks dram on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Pa.2e 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side Side Street Rear Height Waterway N/A N/A N/A 17 Setbacks dram on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Pa.2e 2 of 5 4 Applicable Development Fees: Standard Fees Amount Formula • ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage - ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other ---------------- ----------------------------__---__ Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre-application review. A final determination will be made at the time of the building permit. Parcel Created By • Deeds: Date of Creation: , — y — Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation: ❑ No ❑ Yes Comments: t✓ C> G = 21 Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Nfeet current Environmental Health Department requirements • ----------------------------------------------------- Pace 3 of 5 U Use Permit/Minor Use Permit Permit Number: Date of Approval: ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 • ❑ Automatic fire suppression sprinkler systems shall be installed In accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance on slopes steeper than 30%. The Erosion Control Plan must be prepared by a registered civil engineer or o er qualified professional and be submitted to and approved by the Department of P e Works. ❑ A plan prepared by a certified arborist, botanist or landscape architect that shows the existing on-site mature trees, located in any area proposed for buildings and vehicular access, and provides for methods to protect the trees identified to be preserved, shall be provided to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading or vegetation removal. The removal of mature trees shall be minimized, where possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced on a 3 -to -1 ratio, utilizing existing oak tree stock. Each tree to be preserved shall be surrounded by a circular zone (minimum 40 -foot radius) identified by an orange fence during construction activities. No vegetation removal, soil disturbance, or other development activities shall occur within the fenced area. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. • Page 4 of 5 ------------ ❑ Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time • of review. CANly Documcnts'•9wlding Permit Site Plan Reviewl.doc Page 5 of 5 Plan Set Engineerinq Calculations In Support of the Endeavor Homes Plan Set Entitled: A Residence for David & Kathleen Clark Myvalli Drive Butte Valley, Calif k Truss Calculations ............................... A �• Lateral Loads, ©`�2 —02 G Beams, & Foundation ............................... B BUTTE COUNT' Energy .0 BUILDING DEPARTR.IENT Plot Detail ............................... D APPROVE) 7/l 0/ 0,5 p r David W. Clark, P.E. Lic. # 63211 C 63211 a 2920 Clark Road 19C * Exp. (,�30 -+o Butte Valley, CA 95965 530-342-4620 January 27, 2003 OF CA1Y�� ' � t LI Myvalli Project Butte Valley, CA David W. Clark. Civil Engineer 7/26/02 Page I of 1997 UBC Section 1630 - Minimum Design Lateral Forces And Related Effects 1630.1.1 Earthquake Loads Load on Element E = p - Eh + Ev Estimated Maximum Earthquake Force Em = n, Eh 1630.2 Static Force Procedure 1630.2.1 Design Base Shear (using soil profile Sp) Method A: Ct := 0.02 h„ := 10 T:= Ct - bn°'75 T = 0.112 C,:= 0.54 I:= 1.0 R:= 5.5 C,,:= 0.36 C�•I Vbasic :=R T Vbasic = 0.873 2.5•Ca•I Vmax := R Vmax = 0.164 Vmin := 0.11 • Ca • I Veil, = 0.04 3.0 • Ca Vsimptified R Vsimptified = 0.196 ti• �_ M jar. �C) i IISf3OA ;�•`"0 � D:1MyValli\Design\UBC 1630:30.r mcd� W. Cr Na C 63211 North / South Seismic Loads Section A B C D E F Area 775 287 1168 54 307 116 = 15500 ` 5740 23360 1080 6140 2320 Roof DUft^2 - r. --.20 20 20 20 20 20 Ext Wall Length 6i" ` 12.75 85.85 19 35.5 �:' 3685 701.25 4721.75 1045 248.5 p Ext Wall DUft 55 D4 55 55 55 7 Int Wall Length..,'\ 35. 45 90 Floor Floor x "} 1575 2025 4050 0 40 12280 40 4640 Int Wall DUft. > _ 45 45 45 89111.5 20760 8466.25 32131.75 2125 18668.5 6960 Seismic Coeff. 0.164 3404.64 1388.465 5269:607 348.5 3061.634 1141.44 H1 H2 H3 H4 G1 G2 * RE T 1702:32 2396.553 3329.036 2634.804 2101.537 2101.537 N East / West Seismic Loads Section A B E F Area 1585 665 0 0 y �at. 28530 11970 0 0 f "Roof DL"l/ft��,2'\, 18 18 18 18 j 1Ext=Wall L'ength�, 70 75 35.5 3850 4125 248.5 0 !Ext Wall DUft'. i 55 55 7 Floor Floor -. tnt Wall Length r 40 0 40 40 1800 0 0 0 ,Int Wa.II;DL/ft. 45 45 50523.5 34180 16095 248.5 0 Seismic Coeff. ,. 0.164 5605.52 2639.58 40.754 0 EW1 EW2 EW3 G1 G2 2802.76 4122.55 1319.79 20.377 20.377 North Projection-Wind`Loading .B 179.98 Pressure/ft-2 ' Section �� A 630 20 ; 89.98 899.8 20 113.3 1133 70 _ 0 0 630 0 _ �0 0 0 -20` 27.26 545.2 20 71.83 1436.6 20 0 20 266.832 0 21.3 0 21.3 53.23 1133.799 21.3 0 21.3 0 21.8 12 261.6 21.8 0 15270.768 5409.999 .B 179.98 0 63 630 0 150 1500 72.26 0 27.26 0 31.5 630 0 64.66 0 33.18 0 31.5 670.95 0 31.49 0 0 12.24 266.832 2197.782 1 0 0 137 1370 0 0 0 68.5 1370 0 0 0 68.5 1459.05 0 0 0 4199.05 D 179.98 0 89.98 0 0 150 1500 72.26 0 27.26 0 0 0 64.66 1293.2 33.18 0 0 0 31.49 670.737 0 0 3463.937 G 179.98 1799.8 89.98 899.8 0 72.26 1445.2 27.26 545.2 0 0 0 33.18 706.734 0 0 0 0 0 /* 5409.999 2197.782 7662.987 Ci 9,9F H1 H2 H3 H4 G1 G2 O � �o 2705 3803.891 4930.385 3831.494 2698.367 2698.367 n o+ m p r w w y O O '. * Asa EM East Projection Wind Loading Pressure/ft^2 section Area A B C D G 20 1 107.64 0 0 0 0 107.64 1076.4 20 2 20 20 200 0 0 0 0 20 3 110 110 1100 0 0 0 0 20 4 125 0 125 1250 0 0 0 20 5 52 0 0 52 520 0 0 20 6 93 0 0 0 93 930 0 20 7 32.1 0 0 0 32.1 321 0 20 8 69.27 0 0 0 0 69.27 1385.4 20 9 10.58 10.58 211.6 0 0 0 0 _'-.., 20 10 7.51 7.51 150.2 0 0 0 0 11 24.4 24.4 488 0 0 0 0 20�'%� 12 30.04 30.04 600.8 0 0 0 0 20t> 13 62.5 0 62.5 1250 0 0 0 {20 14 26 0 0 26 520 0 0 20t r 15 30.94 0 0 0 30.94 618.8 0 20; 16 14.445 0 0 0 14.445 288.9 0 *21*317 102.83 0 0 0 0 102.83 2190.279 • ~'` -'21'3%' 18 22.41 22.41 477.333 0 0 0 0 "•~--_ 21'.3 19 20.07 0 20.07 427.491 0 0 0 _~ _ 21.3 20 38.57 0 38.57 821.541 0 0 0 21.3 21 9.63 0 0 9.63 205.119 0 0 21.8 22 8.08 0 8.08 176.144 0 0 0 10556.928 3227.933 3925.176 1245.119 2158.7 4652.079 A B l 8398.228 2158.7 ayg � H1 H2 H3 G1 G2 2326.04 2326.04 4199.114 5278.464 1079.35 3 CFO >E O e� o z Myvalli Project David W. Clark Butte Valley, CA Civil Engineer Wind Load Analysis for Shear Line H1 ABC 8/26/02 Page (4 'of Shear—Force—HI := 2705 Height HI := 10 Line _Length Hl := 31.9 Shear Length_Hl := 16.8 Diaphragm_Unit_Shear H1 := Shear Force H1 Dia hra Line Length H1 P gm_Unit Shear HI = 85 Base—Unit—Shear:= Shear—Force—HI Base—Unit—Shear = 161 Shear Length_H1 Use 3/8 CDX, applied directly to studs at 16"o.c. max. 8d common or gale. box nails, spaced 4" on edge, 12" in field rated to 380 PLF per 1997 UBC Table 23 -II -1-1 Overturning (no window in utility room)_ Wall—HI—A:= 16.8 Aspect_H1_A := Helght_H1 Aspect_Hl_A = 0.595 Wall Hl A Lateral_Force := Wall H1_A • Base—Unit—Shear Lateral Force = 2705 Overtummg_Force:= Lateral Force • Height_HI Overturning_Force= 27050 Dead Load Resisting Moment Section A Width - 20 Roof DL := 18 Wall DL := 10 Uplift := 11.7 use 3/8 w 4" nailing no laundry room window use skylight instead Righting Force:=Roof DL — U lift Section—Width Wall_Hl A L( P ) 2 +WallDL • Height_H11 •Wall HlA — _ 2 Righting Force = 23003 Overt ening Force — (Righting Force) = 4047 Holddoum_force:= Overturning Force — Righting_Force Wall Hl A Use,Simpson PHD2-SDS3 and SSTB16 anchor bolt. ,..r, ........ �f"n ti � Connect-4z l2 beam to 2x6 double top plate r ,Use,SimpsonIECCLL at column ca . D:\MVValli\Design\Wind H1 ABC.mcd MS7-14$ K \D 0 Holddown force = 241 10d Common nails No. C 63211 / a Exp. C -30-06 * civ '\ OF CAIS e% • • Myvalli Project David W. Clark 1/26/03 Butte Valley, CA Civil Engineer Page 7 of . Wind Load Analysis for Shear Line H2 ABC Shear.Force H2 := 3804 Height_112 := 10 Line Length_H2 := 38 Shear Length H2 := 12.2 ' Diaphragm_Unit_Shear HShear_Force-H2 2 := Diaphragm_Unit_Shear H2 = 100 Line_Length H2 - Shear Force H2 Base Unit Shear := - - Base -Unit -Shear = 312 Shear Length 12 Use 3/8 CD, applied directly to studs at 16"o.c. max. use 8d common nails spaced 4" on edge, 12" in field rated to 380 PLF per -1997 UBC Table 23 -II -1-1 Overturnin4 Height 142 Wall -H2 -A:= 8.2 Aspect -H2 -A:- _Aspect_142_A = 1.2 Wall H2 A Lateral Force := Wall _H2_A - Base_Unit_Shear Lateral -Force = 2557 • Overturning_Force := Lateral Force - Height_H2 Overtwi dng_Force = 25568 Dead Load Resisfinq Moment Section_A Width := 20 Section_B_Width := 5.67 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Righting_Force:= (Roof DL - Uplift) . Section A_Width + Wall -DL • Height_H2 - Wall -142 A . Wall -2 - 2 - 2 Section B Width 2 Righting_Farce = 6081 Ov, qurpirig_Force - (Righting_Force) = 19487 Holddown force := Overtuming_Force - Righting Force Wall H2 A IUse Simpson PHD2-SDS3 and SSTB16 anchor bolt. C:\Mv Documents\Wind H2 ABC. mcd e +, 'Holddown_force = 2377 FESS/ No. C 63211 a it Exp•(a-30- 6 ,t OF Myvalli Project David W. Clark 1/26/03 Butte Valley, CA Civil Engineer Page 'gof Wall_H2 B := 4 Aspect -1-12—B:= Height _H2Aspect_H2_B = 2.5 Wa11H2B Lateral Force := Wall—112—B - Base—Unit—Shear Lateral Force = 1247 Overtuming_Force := Lateral—Force • Height_H2 Overturning_Force = 12472 Dead Load Resisting Moment Section A Width := 20 Section B_Width := 5.67 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Ri tin —Force := Roof DL — uplift) Section_A_Width Wall_H2_B g ( P ) 2 ... + Wall DL - Height_H2 - Wall_H2_B 2 Section B Width 2 Righting_Force = 1447 Overturning_Force — (Righting Force) = 11025 Holddown force :_ Ove�mg—Force — Rightmg_Force _ Holddown force = 2756 Wall H2 B Use Simpson PHD2-SDS3 and SSTB16 anchor bolt. W. ! No. C 63211 X Exp.�� 6 yt OF CA�� C:\My Documents\Wind H2 ABC. mcd • • ti • Myvalli Project Butte Valley, CA Wind Load Analysis for Shear Line H3 ABC David W. Clark Civil Engineer 8/26/02 Page 9 . of Shear—Force-143 := 4930 Height_113 := 10 Line Length_H3 := 45 Shear Length_H3 Shear—Force-113 Diaphragm Unit_Shear H3 := Shear_Diaphragm_Unit_Shear H3 = 110 Line_Length_H3 Base_Unit Shear := ShearForce113 Base Unit Shear — 448 Shear—Length H3 — — Use 3/8 CDX, applied directly to studs at 16"o.c. max. use 8d comm -on nails spaced 4" on edge, 12" in field rated to 380 PLF per 1997 UBC Table 23 -II -1-1) eL-4-O F S kwV GoX NA ILS Overturning MA i 449--- v S E n Wall — H3 — A := 11 Aspect H3 A := Height H3 — — Wall H3 A Lateral Force := Wall -143—A. • Base—Unit—Shear Aspect_113_A = 0.9 Use one Simpson SW48x10 Strongwall (rated 1024 Ib/ft allowable shear) and 3/8 CD w/4" nailing at edges el ece�� use simpson clips to be r bottom chord as drag strut ('Pee_ ► P'y SOA -UNG . Lateral Force = 4930 CL_ I tP5 1140r - N Overturning_Force := Lateral Force • Height_H3 Overturning Force = 49300 l7L Az -r4 S Dead Load Resisting Moment Section B_Width := 5.67 Secdon_C_Width := 29 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Ri tin _Force := Roof DL — Uplift) Section_B_Width Wall—H3—A � g � P ) • 2 ... + Wall_DL •Height H3 -Wall H3 A — 2 Section C Width 2 Righting_Force = 12657 Overturning_Force — (Righting_Force) = 36643 Holddown force :_ Overtu ning_Force — Righting—Force Wall H3 A Use Simpson PHD2-SDS3 Land SSTB16 anchor bolt. D:\Myvalli\Design\Wind H3 ABC. mcd Holddown force = 3331 *( No. C 63211 )* \ Exp. G3 _o-06 OF Myvalli Project David W. Clark 8/26/02 Butte Valley, CA Civil Engineer Page I oof • Wind Load Analysis for Shear Line H4 Shear—Force—I-14 := 3831 Height_H4 := 10 Line Length H4 := 36 Shear Length_H4 := 7 + 8 + 7 Dia hra Unit_Shear—H4 := Shear—Force—H4 P �—Diaphragm Unit_Shear H4 = 106 Line Length_H4 — Base—Unit—Shear:= Shear—Force—H4 SheLength H4 Base Unit Shear = 174 Use 3/8 CDX, applied directly to studs at 16"o.c. max. use 8d common or galy. box nails, spaced 4" on edge, 12" in field rated to 380 PLF per 1997 UBC Table 23 -II -1-1 Overturning Wall_H4 A := 7 Aspect H4 A := HeightH4Aspect H4_A = 1.4 Wall H4 A Lateral Force := WallH4 A • Base—Unit—Shear Overturning Force := Lateral Force • Height H4 Overturning -Force = 12190 Dead Load Resisting Moment Section C—Width := 29 Roof DL := 18 WallDL := 10 Uplift := 11.7 Righting_Force:= Roo_DL — Uplift) Section_C_Width + Wall DL • HeigH4W Wall_H4—Ar(2 _ _1-- 2 Righting Force = 4688 Overturning—Force — (Righting_Force) = 7501 Holddown_force:= OvertummgForce — Righting Force WallH4A Use Simpson PHD2-SDS3 and SSTB16 ancfior bolt.= No. C 632 � a * Exp. G3 -o o (.J* * D:\MyValli\Qesign\Wind H4 ABC. mcd OF Holddoweforce = 1072 �s s • Myvalli Project Butte Valley, CA David W. Clark Civil Engineer 8/26/02 Page I I of D:\MvValli\Design\Wind H4 ABC.mcd Myvalli Project David W. Clark 8/26/02 Butte Valley, CA Civil Engineer Page 12of I Wall—H4—C:= 7 Aspect H4_C:= Height_H4 Aspect_144_C = 1.4 Wall—H4 C Lateral Force := WallH4—C • Base—Unit—Shear Lateral Force = 1219 Overturning Force := Lateral Force • Height H4 Overturning—Force = 12190 Dead Load Resisting Moment Section C—Width := 29 Roof DL := 18 Wall_DL := 10 Uplift := 11.7 Ri tin _Force := C Roof DL — Uplift) Section—Width) l — Wall_H4 C �' g ( 2 _ P ) • J + Wall_DL •Height H4J •WallH4 C • — 2 Righting Force = 4688 Overturning -Force — (Righting -Force) = 7501 Holddown_force:= Overturning Force — Righting Force Wall H4 C Use Simpson PHD2-SDS3 and SSTB16 anchor bolt. LL' No. C,63211 D:\MyValli\Design\Wind H4 ABC.mcd Holddown force = 1072 • L� v • • • Myvalli Project Butte Valley, CA Wind Load Analysis for Shear Line._WI.--. David W. Clark Civil Engineer 8/26/02 Page 3 of Shear Force_W 1 := 4199 Height_W l := l0 Line_Length_W 1 := 46.67 Shear Length_W 1 := 24.67 hra . Unit_Shear W 1 := Shear Force_W 1 Dia P » _ Diaphragm Unit Shear W 1 = 90 Line_Length_W 1 — Base_Unit_Shear := Shear—Force—WI Base_Unit Shear = 170 Shear Length_W 1 Shear panels use 3/8 CDX, applied directly to studs at 16"o.c. max. use 8d common or gale. box nails, spaced 4" on edge, 12" in field rated to 380 PLF per 1997 UBC Table 23-11-1-1 Overturninq Wall—W]—A:= 3.67 Aspect W1 AHeight_W 1:= Aspect—Wl_A = 2.7 Maximum = 3.5 WallW1A Lateral Force := Wall W 1 A • Base—Unit—Shear Lateral Force = 625 Overturning Force:= Lateral Force • Height_WI Overturning Force = 6247 Dead Load Resisting Moment Section A Width := 28.7 Roof DL := 18 WallDL := 10 Uplift := 11.7 Ri hting_Force:— [(RooLDL —Uplift) ( Section_A — Widh +Wall— DL • Heigh_W Wall— W I —A • Wall— WI — A 2 l 2 Righting_Force = 1282 Overturning—Force — (Righting Force) = 4964 Holddown force := Overturning Force — Righting_Force Holddown force = 1353 Wall—WI—A. Use Simpson PHD2-SDS3 and SSTB16 anchor bolt each nd.ofwall. { / �QR0 W. D:\MyValli\Design\Wind W1.mcd Myvalli Project David W. Clark 8/26/02 Butte Valley, CA Civil Engineer Page y of Overturninq Wall_W 1 B := 4ect W 1 B— Height_W 1 � — — Wall Wl B Aspect—WI-13= 2.5 Mabmum = 3.5 Lateril Force := Wall_W 1—B - Base—Unit—Shear Lateral Force = 681 Overturning_Force := Lateral—Force - Height_Wl Overtuming_Force = 6808 Dead Load Resistina Moment Section A Width := 28.7 Roof DL := 18 WallDL := 10 Uplift := 11.7 (lSection AWidthRighting_Force:= I(RooLDL — Uplift)i) • 2_) + Wall—DL •HeighWlJ Wall— Wl -B Wall_W1—B 2 Righting_Force = 1523 Overturning—Force — (Righting -Force) = 5285 Holddown_force:= Overturning_Force — Righting Force Holddown force = 1321 WallW 1 B Use Simpson PHD2-SDS3 and SSTB16 anchor bolt each end of wall. Wall—WI—C:= WallW 1 B D:1MyValli\Design\Wind W1.mcd • • • • Myvalli Project Butte Valley, CA Overturning David W. Clark Civil Engineer 8/26/02 Page $ of Wall—WI—D:= 8 Aspect—WI _D := Height_W1 Aspect_W1_D = 1.3 Maximum = 3.5 WallW1D Lateral Force := Wall_W 1 D • Base—Unit—Shear Lateral Force = 1362 Overturning_Force := Lateral Force • Height_W 1 Overtuming_Force = 13617 Dead Load Resisting Moment Section A Width := 28.7 Roof DL := 18 Wall _DL := 10 Uplift := 11.7 tin Force := C Roof lift DL — U Section_A_Width Ri � g ( _ Uplift) • � 2 J + Wall DL • Height_Wl� •Wall—WI—D. Wall_Wl_D / 2 Righting_Force = 6093 Overtumuig_Force — (Righting Force) = 7524 Holddown force := Overturning—Force — Righting Force Wall_W 1_D Use Simpson PHD2-SDS3 and SSTB16 anchor bolt each end of wall. D:\Myvalli\Design\Wind W1.mcd • Holddown force = 940 Q ESS/ No. C 63211 � •EW - 3 0 `06 *+ OF CA.1F Myvalli Project Butte Valley, CA Overturning David W. Clark Civil Engineer 8/26/02 Page (hof 9 Wall—WI—E:= 5 Aspect Wl E:= Height_W1 — Wall WI E AsPect_W1_E = 2 Ma)amum = 3.5 Lateral—Force := Wall—W 1—E • Base—Unit—Shear Lateral Force = 851 Overturning Force := Lateral Force • Height W 1 Overturning Force = 8510 Dead Load Resistin4 Moment Section A Width 28.7 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Righting Force:= (Roof DL — Uplift) (Section_A—Widthl — Wall _Wl_E P ) 2 I + WallDL • Height_W II • Wall W 1 E J 2 Righting Force = 2380 Overturning—Force — (Righting Force) = 6130 Holddown_force := Overturning Force — Righting Force Wall Wl E Holddown force = 1226 Use Simpson PHD2-SDS3 and SSTB16 anchor bolt each and of wall. D:\Myvalli\Design\Wind W1.mcd • • • • • Myvalli Project Butte Valley, CA Wind Load Analysis for Shear Line W2 David W. Clark Civil Engineer 1/26/2003 Page 17 of Shear—Force—W2 := 5279 Height_W2 := 10 Line_Length_W2 := 55 Sheaz_Length_W2 := 12.87 Diaphragm_Unit_Shear_W2 :_ Shear—Force =-W2 Diaphragm_Unit_Sheaz W2 = 96 Line_Length_W2 Base Unit Shear := Shear—Force—W2 Base—Unit—Shear = 410 Sheaz_Length_W2 Shear panels use 10' Simpson Strongwall shear panels. 1- SW32x10 (923 Ib/ft allowable shear) and 1 SW48x10 1024 Ib/ft allowable shear). Overturning Wall—W2—A:= 2.67 Aspect—W2—A:= Height_W2 Aspect_W2_A = 3.7 Maximum = 3.5 Wall_W2_A (Use Strongwall) Lateral Force := WallW2 A • Base—Unit—Shear Lateral Force = 1095 Overturning_Force := Lateral—Force • Height_W2 Overturning_ Force = 10952 Dead Load Resisting Moment Section—A Width := 28.7 Roof DL := 18 Wall_DL := 10 Uplift := 11.7 C ( 1 Righting_Force:= (Roof DL —Uplift) • I\ 2 — Section A Widthl J +Wall—DL • Height_W2J •Wall—W2—A. Wall 2W2 —A Righting_Force = 679 Overturning_Force — (Righting_Force) = 10273 Overturning_Force — Righting_Force Holddown force := Holddown force = 3848 — WallW2 A Use Simpson Strongwall SW32x10 (10100 allowable holdown) A:1Wind W2.mcd Myvalli Project Butte Valley, CA Overturning David W. Clark Civil Engineer 1/26/2003 Page 18of Wall—W2—B:= 4 Aspect—W2—B:= Height_W2 Aspect_W2_B = 2.5 Maximum = 3.5 Wall—W2-13 Lateral Force := Wall_W2_B • Base—Unit—Shear Lateral Force = 1641 Overturning_Force := Lateral—Force • Height_W2 Overt uning_Force = 16407 Dead Load Resisting Moment Section A Width := 28.7 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Section A Width Wall W2 B Righting_Force := (Roof_DL — Uplift) - I — — 1 + Wall—DL - Height_W21 • Wall_W2_B • — — 2 J J 2 Righting_Force = 1523 Overturning_Force — (Righting_Force) = 14884 Overturning_Force — Righting_Force Holddown_force :_ Wall W2 B Use Simpson Strongwall SW48x10 (10100 allowable holdown) A:\Wind W2.mcd Holddown force = 3721 • 9 • • • Myvalli Project Butte Valley, CA David W. Clark Civil Engineer 1/26/2003 Page 1 gof Overturning Wall—W2—C:= 6.67 Aspect—W2—C:= Height_W2 Aspect_W2_C = 1.5 Maximum = 3.5 Wall _W2_C Lateral Force := Wall W2 C • Base—Unit—Shear Lateral Force = 2736 Overturning_Force := Lateral—Force • Height_W2 Overturning_Force = 27359 Dead Load Resisting Moment Section A Width := 21 Roof DL := 18 Wall_DL := 10 Uplift := 11.7 C ( l 1 Righting_Force :_ (Roof DL —Uplift) • I\ Section_A —WidthJ +Wall— DL •Height W2J • Wall_W2_C • Wall—W2 — C 2 2 Righting_Force = 3696 Overturning_Force — (Righting_Force) = 23663 Overt ing_Force — Righting_Force Holddown force := unHolddown force = 3548 . — WallW2 C Use Simpson PHD2-SDS3 Holdown (3610 allowable tension) and Simpson SSTB16 Anchor Bolt (4420 allowable tension) A:\Wind W2.mcd W W. C No. C 63211 * Exp.6,- p- OG �OF CAS\F� Myvalli Project Butte Valley, CA Load Analysis for Shear Line W3 David W. Clark Civil Engineer Shear—Force—W3 := 1500 Height_W3 := 10 Line Length_W3 := 55 Shear Length_W3 := 5 Shear Force W3 Diaphragm Unit_Shear W3 :_ —— Diaphragm_Unit—Shear W3 = 27 Line Length_W3 — Base Unit Shear :_ Shear—Force—W3 Base Unit Shear = 300 Shear_Length—W3 — Shear panels use 3/8 CDX, applied directly to studs at 16"o.c. max. us 8d common or gals. box nails, spaced 4" on edge, 12" in field rated to 380 PLF per 1997 UBC Table 23 -II -1-1) Overturning 1/27/03 Page 3 p of Wall—W3—A:= 5 Aspect_W3_A := Height_W3 Aspect—w3_A = 2 Mabmum = 3.5 Wall—W3—A Lateral Force ;= Wall—W3 A • Base—Unit—Shear Lateral Force = 1500 Overturning Force := Lateral Force • Height W3 Overtuming_Force = 15000 Dead Load Resisting Moment Section_A Width 28.7 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Righting Force ;_ (Roof DL —Uplift) • ( Section—Width) —Width1 I +Wall DL • Height_W31 • Wall_W3 A • Wall —W3 —A 2 J J — 2 Righting_Force = 2380 Overturning_Force — (Righting_Force) = 12620 Holddown force := Overturning—Force — Righting_Force Wall W3 A Use Simpson,PHD2-SDS3 and SSTB16 anchor bolt each end. ofwall. 3610 allowable A:\W3 revise. mod Holddown force = 2524 CJ Wood Designr'r Nl� Beam L0ading,---,0 ,;,,.• DLr:= 14• psfpsf 27 tributary_area := (23 • ft) • 2 • ft tributary_area • (DLr + LQ W:= Span Allowable Bending Stress Slenderness ratio RB F�ed David W. Clark P.E. GARAGE RIDGE BEAM tributary_area = 311 ft2 w = 444 plf RB = 16.3 (after section 3.3.3, page 17, must be less than 50) KbE := 0.610 (after section 3.3.3, page 16) KbE ' Erb FbE := FbE = 4146 psi Fob := Basic—Fb • CM • Ct • Ci • CDS • CFb • Cr • Cc • Cf RB 2 2 1 } FbE 1 + FbE FbE Fob __ + _ Fob+ _ Fob d = 2.9 2 < d < 4 CL, 1 1.9 1.9 0.95 b b (not concurrent with volume factor, forced to 1 for this beam) Fb := BasiC_Fb • CM' Ct • Ci ' CDi • CL' CFb' Cv' Cfu • Cr' Cc' Cf Fb = i 2114 psi 1 Permanent CM = 1 Fb. • 1 2349 2 Ten Year Mallowablei = d-0.5 2702 3 Two Month Ct = 1 2937 4 One Week C; = 1 3759 Ten minute 4699 N Impact w•I2 M:= M = 244521b • ft M < Mallowable------»» OK 8 D:\MyValli\Design\Final Calc CL = 0.953 0.943 0.926 0.912 0.846 0.751 Mallowable i 33863 Ib • ft 37625 43269 47032 60200 75251 1/29/03 Wood Design David W. Clark P.E. GARAGE R(D6E 3«M Allowable Shear Stress (horizontal shear) F„ := Basic F,,. -.CD - CM - Ct - Ci - CH Ct:= 1 11/26/02 r No.E30 22 \* Exp. * OF co? (span — d) psi 1 Permanent CH = 1 f 90 2 u Ten Year f„ := 1.5 - VA 24s ,.3? Two Month 238 4 r .,One Week f„ = 80 psi 5° Ten minute 380 s Impact 80 < Fv —»»> OK Allowable Compression Stress (perpendicular to grain) Fc , := Basic -FC -1 - - CM - Ct - Ci • Cb Cb = 1 Fc -1- = 715 psi Bearin lb V g := F� b Bearing = 3664- V = 4103 lb Beanngmir, := Bearingmi� = 1.1 in In Bearing Allowable Deflections I = 21 ft I = 252 in K:= 0.5 (after UBC table 16-E, page 2-27) _ I I max - 2 I Amax = 1.05 in A'maxLL 3 I A'^' LL = 0.7 in % :_ tdbutary_area - (K • DLr + LQ (after UBC table 16-D, page 2-27) Span 5 wA 14 WA = 340 plf Amax :_ 384E'b - I tributary_area • (LLr) WALL Span WALL = 237 plf Amax = 0.57 in 0.57 in < 1.05 in >>> OK (after UBC table 16-D, page 2-27) 5 ' WALL a I Amaxll 384E'b - I DAMVVaIIIDesign\Final Calc AmaxLL = 0.4 in 0.4 in < 0.7 in >>> OK Wood Desi` n` ` 9 David W. Clark P.E. • , .GA"RAGE ;AT"Tlc WAC K -/N Beam Loading DL, := 14 • psf L, := 16 • psf LL := 40 • psf DL := 12 • psf fibutary_roof area := (16 • ft) • 27 • ft tributaryroof area = 108ft2 tributary_floor area := 16 • ft • 12 • ft tdbutary_floor area = 21 ft 11/26/02 23 No. C 63211 a * Exp. - 30-06 S CML NQ - OF tributary _roof area • (DL, + LLQ) tributary_floor area (DL + LL) w'= + w = 272If Span Span p Allowable Bendinq Stress Slenderness ratio R 1e d e := b2 RB = 13.5 (after section 3.3.3, page 17, must be less than 50) KbE := 0.610 (after section 3.3.3, page 16) • KbE • E'b FbE = 2 FbE = 6044 psi F'b := Basic_Fb • CM . Ct . CI . Coy •CFb . C, . Cc . Cf R s FbE z FbE 1 + 1 +(FbE F'b Fib F'b d d ' =2.6 2<b<4 ' 1.9 1.9 0.95 b CL = (not to be concurrent with volume factor, forced to 1 for this beam) 0!974 0.97 0.962 Fb:= Basic Fb • CM • Ct • C; • Co ' CL •CFb . Cv . Cb, . C� . Co Cf 0.957 0.932 Ft 2194 psi 1 Permanent CM= 1 Fb. • I 2437 2 Ten Year Mallowable. _ d • 0.5 Mallowable, _ 2803 3 Two Month Ct = 1 ' 3047 4 One Week 28456 Ib • ft 3900 5 Ten minute C' 1 31618 4875 6 Impact 36361 •50589 39523 2 w 1 M:= 8 M = 86991b • ft M < Mallowable »» OK 63236 DAMYVaIIADesign\Final Calc Wood Design David W. Clark RE I �' 1W 11/26/02 a No. C 63211 `1 &ARA(.E A rT!L WALk-/N * Exp• '3o -o6 * • Allowable Shear Stress (horizontal shear) q�F OF CAL1Fp F„1 := Basid_F„ - Coy,- CM - Ct - C, - CH F, = V:=w-(SZn -d) i= " 171 psi ? Permanent CH= 1 190 '2 Ten Year f„ := 1.5 - v 218 3 Two Month A 238 4 One Week f„ = 41 psi 13041 5 Ten minute 380 6 Impact 41 < Fv —»»> OK Allowable Compression Stress (perpendicular to grain) F,-,-:= Basic_Fc i_ • CM . Ct • Ci • Cb Cb = 1 F, -I- = 715 psi BearingIb V := Fc 1- • b Bearing= 3664lb V = 1869 lb Bearingmi„ := Bearingmi„ = 1 in in Bearing Allowable Deflections I= 16 ft 1= 192 in K:= 0.5 (after UBC table 16-E, page 2-27) I I Afmax -- 240 A'ma, = 0.8 in AlmaxLL 360 A'maxLL = 0.53 in tributary_roof area • tK • DLr + LLf� tributary_floor_area (K • DL + LL WD • S + ) (after UBC table 16-D, page 2-27) Span Span S.we.la w.&= 217 plf Amax: Amax = 0.17 in 384E'b I WALL := tributary_roof area • (LLr) + tributary. • (LL) Span Span 4 $ ' WA LL ' I WALL = 161 plf OmaxLL 384E • I AmaxLL = 0.13 in DAMyVaIIADesignlFinal Calc 0.17in<0.8in >>>OK (after UBC table 16-D, page 2-27) 0.13in<0.53in >>>OK • • • • vv Wood Deg �+'''�-"'' David W. Clark P.E. 11/26/02 0A 2-9 T u D iN Do W Beam Lo'adina3 DL, := 18 • psf LLr := 16 • psf tributa area :_ (Span) • 48 • ft tributa � C ry ry_area = 144 ft2 W. � 2 No. C 63211 � tributar"rea • (DLr+ Ll.:rQ * jtp. 30-06 W:= Span w = 816 pif C1MIL \P Allowable Bending Stress Slenderness ratio RB := le RB = 11.7 (after section 3.3.3, page 17, must be less than 50) b2 d KbE := 0.439 (after -section 3.3.3, page 16 —> 0.439 for visually graded lumber) KbE - Erb FbE := 2 FbE = 5479 psi F'b Basic_Fb • CM • Ct C; • CD • CFb Cr Cc Cf RB ' 2 1 + (�F bE FDE FbE'b� _ Fbi _ F'b b = 3.2 2 < d < 4 C = C�� 1.9 1.9 0.95 b �; Fb := Basic Fb • CM • Ct • Ci • CD • Ct, • CFb • CV • Cfu • Cr • Cc • Cf 1 1 Ft = i 979 psi 1 1087 2 1247 3 1353 4 1721 5 IN 6 0.989 0.988 0.985 0.984 0.978 0.969 Permanent CM = 1 Ft, Ten Year Mallavable� '= d • 0.5 Two Month Ct = 1 One Week CI = 1 Ten minute 1= Eft Impact w-12 M:= 8 M = 36721b - ft M < Mallowable »» OK D:\MvValli\Design\Final Calc Mallawable = 6025 Ib - ft 6685 7670 8323 10586 13117 F'b. _ 990 psi 1100 1265 1375 1760 2200 Wood Design David W. Claris P.E. y '' Ct := 1 W R °C No. C 63211 a STUDY WINDOW * Exp. C- 36 - COM pallowable. = Fc • A Allowable Tension Stress �s'� CIVIL �P CFc = 1 V .- w Span - dl OF cw'f I = Ft.:= Basic Ft - CD - CM • Ct • CR • Ci \ 2 I 86 psi 1 Permanent CH= 1 59062 T F � '_ � ,1' ,,,�$ "`W`•"`Ik= -' .. allowable. == t. - A Tallowable. Ten Year f,:= 1.5 • A 109 3 Two Month 73828 119 4 psi fv = 64 psi 152 permanent Ten minute 118125 23920 Ib Impact 64 < Fv —»»> OK 1 675 ry ` 2 Ten Year 26578 j 1 k 77fi 3 Two Month 30565 One Week 33223 1 � 1080,. „/V%, ''S 'Ten minute 42525 1350. �} s.; Impact 53156 Allowable Shear Stress (horizontal shear Allowable Compression Stress (perpendicular to grain) Fc I-:= Basic Fc I-• CM • Ct • Ci • Cb Cb = 1 FC -1- = 625 psi Bearing := Fc i_ • b Bearing = 2187Ib Ib V = 16831b Bearingmi„ :_ vin Bearing Allowable Compression Stress (parallel to grain Fc := Basic Fc • CDS Ct := 1 Fy := Basic_Fy • CD CM • Ct • Ci • CH COM pallowable. = Fc • A Fye ' CFc = 1 V .- w Span - dl 1350 I = Permanent CP = 1 \ 2 I 86 psi 1 Permanent CH= 1 59062 95 2 Ten Year f,:= 1.5 • A 109 3 Two Month 73828 119 4 One Week fv = 64 psi 152 5 Ten minute 118125 1 so sI Impact 64 < Fv —»»> OK Allowable Compression Stress (perpendicular to grain) Fc I-:= Basic Fc I-• CM • Ct • Ci • Cb Cb = 1 FC -1- = 625 psi Bearing := Fc i_ • b Bearing = 2187Ib Ib V = 16831b Bearingmi„ :_ vin Bearing Allowable Compression Stress (parallel to grain Fc := Basic Fc • CDS CM • Ct - CFc • Ci • CP COM pallowable. = Fc • A F c� = i = CFc = 1 COrnpajiowablei = 1350 psi 1 Permanent CP = 1 53156 Ib 1500 2 Ten Year 59062 1725 3 Two Month 67922 1875 4 One Week 73828 2400 5 Ten minute 94500 3000 61 Impact 118125 D:1MyValli\DesignXFinal Calc 11/26/02 2 c Bearingmin = 0.8 in Wood Design • • • David W. Clark P.E. 1/29/03 2-7 S 1V VY \A[//VVoW N Allowable'Deflection —' 1 - 6ft 1- 72 in K:= 0.5 (after UBC table 16-E, page 2-27) to f1 �� � 1 0 max •=•,—'� •d�"�� 60 max 3 in ma�L = — ma�L = 0.2 in 360 aA3+ tributary_area • (K • DL, + LL,) (after UBC table 16-D, page 2-27) WA := Span 5 wo 14 wo = 600 plf Omar :_ Amax = 0.02 in 0.02 in < 0.3 in -------»> OK 384Eb• I tributary_area • (LL,) WALL:-. n�� Span (after UBC table 16-D, page 2-27) 5•WALL •l4 WALL = 384 plf AmaX.L := OmaxLL = 0.016 in 0.016 in < 0.2 in -------->>> OK 384E'b • I D:\MvValli\Design\Final Calc W.C lF,yc • r< No. C 63211 a * Exp. :3 OC s� CIVIL 9 OF C`/ Bior Wood Design David W. Clark P.E. U L)RN1 2 WINDOW Beam Loading DLr = 18 • psf LL, := 16 • psf tributary48 _area := (Span) • 2 . ft tributary_area = 144 ft2 tributary_area • (DLr + LLr) W:= Span w = 816 plf r NO. C 63211 CIVIC �P OF CA1.\F� .i P:= 3020 • Ib - 2 . ft • w P = 13881b (additional load due to HG2 truss @ 4ft. from end of header) Allowable Bending Stress Slenderness ratio KbE := 0.439 KbE - Erb FbE := 2 RB 11/26/02 28 FI . d RB := b2 RB = 7.5 (after section 3.3.3, page 17, must be less than 50) (after section 3.3.3, page 16 —> 0.439 for visually graded lumber) FbE = 13236 psi Ft, := Basic-Fb - CM • Ct Ci • Cp CFb • Cr • Cc • Ct 2 1 + FbE 1 + FbE FbE F'b Fib F-0 _ CL1 1.9 1.9 0.95 d = 2.1 b Fb:= BASIC-Fb •. CM - Ct • Ci ' CD. ' CL. ' CFb ' CV ' Cfu - Cr . Cc . Cf i Fb� 897 - ' pSi, u • 1 f l;`-� Permanent 996 jr " 2 Ten Year 1145 3 .: Two Month 1244 1 _ _4 i One Week 1589, r Ten minute 1983 w, r Impact w•12 P -4 -ft -2 -ft 8 Span D:\MyValli\DesignlFinal Calc 2<d <4 b CL. _ 0.996 0.996 0.995 0.995 0.993 0.991 Cm= 1 Fb • I Mallawablei := d • 0.5 Ct = 1 Ci = 1 1=6ft M = 55231b • ft M < Mallowable »» OK Pb = 900 psi 1000 1150 1250 1600 2000 Maffawable. _ 9059 ' Ib • ft 10061 11563 12563 16054 20028 Wood Design David W. Clark P.E. Tallowable Ft ' A GDRM 2 vv ND6\N Allowable Tension Stress Ft := Basic -Ft -.CD. • CM' Ct' CFt' Ci Ftp F„ := Basic -F„ • CD CM • Ct • Ci • CH 608 psi 1 Permanent 675 2 Ten Year psi 776 -3 Two Month CH = 1 844 -M One Week loso Ten minute 1350 • I Impact David W. Clark P.E. Tallowable Ft ' A D:\MvValli\Design\Final Calc Tallowable. = 38424 I Ib 42694 49098 53367 68310 85387 (Span l P • 4 • ft V:= w• 2 -dI + SPan J V f„ := 1.5. A f„ = 61 psi 61 < Fv ---»»> OK Fc -l- = 625 psi 1/29/03 Z� V Beanngmin := Bearingmin = 0.8 in Bearing Compallawable := Fc . A COmpallanable."•= t'rr'= 185387'.`, Ib ' ,, Q 1;94875 11091,06 118594 1. 151800' -' 189750 �' i! Jf\ � �{'t •�'' Allowable Shear Stress (horizontal shear) Ct := 1 F„ := Basic -F„ • CD CM • Ct • Ci • CH F„ = i - 86 psi 1 Permanent CH = 1 95 2 Ten Year • 109 119 3 4 Two Month One Week 52 Ten minute Iso N Impact Allowable Compression Stress (perpendicular to grain) Fc_I_ := Basic -Fc i_ • CM • Ct • Ci • Cb Cb = 1 lb Bearing := Fc I • b Bearing = 3438 V = 2591 Ib -- in Allowable Compression Stress (parallel to grain) Fc := Basic-FcCD. ' CM' Ct' CFc' Ci ' CP Fc= i - CFc = 1 1350 psi 1 Permanent Cp = 1 1500 2 Ten Year 1725 3 Two Month 1875 4 One Week ;• 2400 5 Ten minute 300o s Impact D:\MvValli\Design\Final Calc Tallowable. = 38424 I Ib 42694 49098 53367 68310 85387 (Span l P • 4 • ft V:= w• 2 -dI + SPan J V f„ := 1.5. A f„ = 61 psi 61 < Fv ---»»> OK Fc -l- = 625 psi 1/29/03 Z� V Beanngmin := Bearingmin = 0.8 in Bearing Compallawable := Fc . A COmpallanable."•= t'rr'= 185387'.`, Ib ' ,, Q 1;94875 11091,06 118594 1. 151800' -' 189750 �' i! Jf\ � �{'t •�'' Wood Design David W. Clark P.E. 13DRA/\ 2 WINDOW Allowable Deflection 1= 6ft 1= 72 in K:= 0.5 (after UBC table 16-E, page 2-27) I I O,max 240 A'm = 0.3 in A�maA-L: 360 A'maxLL= 0.2 in tributary_area • (K • DL, + LQ W° We = 600p1f (after UBC table 16-D, page 2-27) Span Omax • a + 5•w°•I P•2•ft•4•ft•(Span+4•ft)• f3.2•ft-(Span+4•ft) 384 • E' I b 27 . E'b - I - Span Amax = 0.02 in 0.02 in < 0.3 in >>> OK tributary_area • (LLr) w°LL Span W°LL = 384 plf (after UBC table 16-D, page 2-27) Amaxt L 5•WALL P.2.ft-,4•ft- (Span +4•ft)• 3.2•ft- (Span+4•ft) 384E • I 4 + b 27 - E'b • I • Span I OmaxLL = 0.017 in 0.017 in < 0.2 in --->>> OK Q� W � r* ., No. C 632. r. *� -30 0 6 Cm+. `< F OF CAI ):\MyValli\Design\Final Calc 11/26/02 30 Wood Design David W. Clark P.E. • GARAGE Wkovnip LVI-. WAL/<-IN E Beam Loading DL := 14 • psf LL := 60 • psf tributary floor area := (Span) - 232 • ft tributary_ loor area = 35 ft 0 tributary_floor area • (DL + LL) W:= Span Allowable Bending Stress Slenderness ratio R FLIedB -b w = 851 plf W. VE o.C 63211 p'.(.-.3ct-` OF CA��F� 11/26/02 31 RB = 9.4 (after section 3.3.3, page 17, must be less than 50) KbE := 0.439 (after section 3.3.3, page 16 —> 0.439 for visually graded lumber) KbE - Erb FbE := 2 FbE = 8532 psi F b := BaSIC Fb • CM • Ct • Ci • CD.. CFb • Cr • Cc • Cf RB 2 1+ FbE 1 + FbE FbE CL - ( Fb i) ( F b i) 1.9 1.9 0.95 d = 3.3 b Fk := Basic-Fb' CM ' Ct • Ci ' CDS ' CL� ' CFb . CV ' Cfu • Cr • Cc • Cf Fb 984 psi 1 Permanent 1092 2 Ten Year 1254 3 Two Month 1362 ;'4 _ One Week 1738 F 5: : Ten minute 2163I `f 6 Impact 15 0.1 � I` D:\MvValli\Design\Final Calc 2<-d<- 4 b CL 0.994 0.993 0.991 0.991 0.987 0.983 CM = 1 Ft, • I Malloaable. d 0.5 Ct = 1 Ci = 1 1=3ft M = 9571b • ft M < Mallowable --»» OK F'b = 990 psi 1100 1265 1375 1760 2200 Mallovable = 6323 I Ib - ft 7020 8063 8756 11172 13907 Wood Design David W. Clark P.E. ETAKAGEE G20VN p t_VL. WALK- /N Allowable Shear Stress (horizontal shear) Ct:= 1 F„ :- Basic_Fv - Cp CM • Ct . Ci • CH Fv� I - 86 psi 1 Permanent CH= 1 95 -2 Ten Year 109 3 Two Month 1 99 4 One Week 152 5' Ten minute Allowable Compression Stress (perpendicular to grain) [W-( S2n-d)] fv := 1.5. vA fv = 17 psi 17 < Fv —»»> OK Fc-:= Basic_Fc-i-• CM • Ct • Ci • Cb Cb = 1 Fc -1- 625 psi 11/26/02 31 Bearin F b Bearing 2187 Ib = 461 Ib Bearin V g ' �-�-' g = V 9min �= Bearin in Bearing groin = 0.2 in Allowable Deflection 1= 3ft 1= 36 in K:= 0.5 (after UBC table 16-E, page 2-27) I I Amax 240 A'max = 0.15 in A'maxLL = 360 A'm&&L = 0.1 in tributary_floor area • (K • DL + LL) WA = 770p1f (after UBC table 16-D, page 2-27 Span WA I .5. wo la Amax 384 E'b I Amax = 0.002 in 0.002 in < 0.15 in >>> OK tributary_floor area • (LL) w�i we�� = 690 plf Span 5•WALt_-1 a I = ( Amaxu •384E'b • I AmaxLL = 0.002 in 0.002 in < 0.1 in I D:\MvValli\Design\Final Calc (after UBC table 16-D, page 2-27) -»> OK c r No. C 63211 a * Exp. 6-30- G * \� VIIL F CAN O j OF CA1-\E • • . Wood Design DIN INt.w Noo/t 13 EAM Beam Loading DL, := 18 • psf LL, := 16 • psf David W. Clark P.E. tributary roof area:= (Span) • ftr ti�1 tnbukary,roo``f—area = 247 ft tributary_roof area • (DLr+�LL-r� t L'r'r •if r' } W:= " � Span Allowable Bending Stress 11/26/02 33 Slenderness ratio R Ie d e := 2 RB = 11.2 (after section 3.3.3, page 17, must be less than 50) b KbE := 0.610 (after section 3.3.3, page 16) KbE ' Erb FbE := 2 FbE = 8805 psi F'bBasic_Fb • CM • Ct • CI • CDS CFb • Cr • Cc • Cf RB 2 1 + FbE 1 + FbE FbE F'b. _ F,b1 _FF b = 2.6 2 < d <_ 4 CLQ 1.9 1.9 0.95 b CL 1 (not to be concurrent with volume factor, forced to 1 for this beam) Fb� := Basic Fb .. CM . Ct . CI . CDI . CL' CFb • CV • Cfu ' Cr • Cc • Cf Fb 2292 psi 1 Permanent CM = 1 Fb. • I 2547 2 Ten Year Mallowablei '= d • 0.5 2929 3 Two Month Ct = 1 3184 4 One Week 4075 5 Ten minute _ C� 1 5094 6 Impact w•12 M:= 8 M = 10821 Ib • ft M < Mallowable ----»» OK D:\MyValli\Design\Final Calc CL = 0.984 0.982 0.978 0.976 0.965 0.949 Mailawable i 29738 Ib • ft 33042 37998 41302 52867 66084 Wood Design David W. Clark P.E. 11/26/02 DIA104& Noo/< (39AM Allowable Tension Stress Ftp := Basic -Ft • CDS • CM • Ct - CFt • Ci Ft, Permanent ' X1150 `Y''yi2� \ 1 Ten Year 1322 3 Two Month ' 1438 `'` `� "'4 ' . One Week '1840' -- «--•,5 �-,` Ten minute 2300 .tr,� •s.. �� Impact .—_ - Allowable Shear Stress (horizontal shear) F„i:=Basic F„•CD•Cm.Ct•Ci•CH F°, = i = Tallowable_ := Ft - A No. C 63211 a .k l:xp. x-30_06 �t CML �0- Of CA1.`F Ct:= 1 Tallowable. 71609 Ib 79566 91500 99457 127305 159131 V:=w•(Sp2an -d) f„ 15 V A— — f„=71psi 71 < Fv —»»> OK Allowable Compression Stress (perpendicular to grain) Fc_i_ := Basic—Fc—l— • CM • Ct • Ci • Cb Cb = 1 Fc -l- = 715 psi Bearing := Fc I_ - b Bearing = 3664 lb V = 3284 lb in Allowable Compression Stress (parallel to grain) Fc � := Basic_Fc • CDS - CM ' Ct ' CFc • Ci 'CP Fc = 171 psl 1 Permanent Ten Year Two Month One Week Ten minute Impact CH= 1 _ 190 2 218 3 Two Month 238 4 304 R 38o Ten minute Ct:= 1 Tallowable. 71609 Ib 79566 91500 99457 127305 159131 V:=w•(Sp2an -d) f„ 15 V A— — f„=71psi 71 < Fv —»»> OK Allowable Compression Stress (perpendicular to grain) Fc_i_ := Basic—Fc—l— • CM • Ct • Ci • Cb Cb = 1 Fc -l- = 715 psi Bearing := Fc I_ - b Bearing = 3664 lb V = 3284 lb in Allowable Compression Stress (parallel to grain) Fc � := Basic_Fc • CDS - CM ' Ct ' CFc • Ci 'CP Fc = i= CFc = 1 1485 psi 1 Permanent CP = 1 1650 2 Ten Year 1898 3 Two Month 2063 4 One Week 26405 Ten minute 3300 6I Impact D:WvValli\Design\Final Calc Bearingmin :_ V Bearing COM Paliowable.:= Fc. • A COMPallowable. _ 102743 Ib' 114159 131283 142699 182655 228319 3y A Bearingmin = 0.9 in • • • Wood Design David W. Clark P.E. 11/26/02 DIN/N(, Now< GEAn/I 35 Allowable Deflection I= 10.3 ft 1= 1.24 in K:= 0.5 (after UBC table 16-E, page 2-27) I � Dmax° — —�� ite A'ma� `,0:52in 'maxLL - O'maxLL = 0.34 in 240 360 tnbiitary roof DLr + LQ -'Span, u. (after UBC table 16-D, page 2-27) 1 5. wA 14 w,&= 600 plf Amax .— WA .pb I Amax = 0.08 in 0.08 in < 0.52 in >>> OK tributary_roof area • (LLr) WALL Span (after UBC table 16-13, page 2-27) 5•W�L•14 WALL = 384 plf AmaxLL - WALL I -maxLL = 0.05 in 0.05 in < 0.34 in >>> OK D:\MyValliXDesignXFinal Calc Wood Design David W. Clark P.E. 1/29/03 I:VG. ROOM ,WINDOW \NALL HEAC)E/Z Beam Loading DL, := 18 • psf LL, := 16 • psf tributary_roof area := (Span) • 4848 . ft 2 tributary_roof area • (DLr + LQ W:= Span P:=1750•lb-2•ft. w P=1181b Allowable Bending Stress tributary_roof area = 300 ft2 w = 816 pif 3� Slenderness ratio RB :=F�ed RB = 12.1 (after section 3.3.3, page 17, must be less than 50) KbE := 0.610 (after section 3.3.3, page 16) KbE ' Erb FbE := 2 FbE = 7496 psi F 4 ;= Basic_Fb • CM • Ct • Cl . CDS • CFb • Cr . Cc . Cf RB 2 1 + FbE 1 + FbE )�FbE F,bI F,bi F'b+ b = 2.6 2 < b < 4 CL 1.9 1.9 0.95 (not to be concurrent with volume factor, forced to 1 for this beam) FbI:=Basic_Fb-CM-Ct•Ci-CD.- CL - CFb• CV•Cfu-Cr•Cc•Cf Fb 22481 , ;pS , 1` Permanent 2498 : f 2 TenYear 2873. I 3 Two Month 3123 ' ' '4 One Week 3997 ` - 'S' r 'Ten'n1inute 4996 , . ; ~``� . 16 ) - Impact w•12 P•(12.5-1.67)•ft•1.67•ft 8 Span D:\MvValli\Design\Final Calc CL = 0.981 0.978 0.973 0.969 0.954 0.931 Fb • I CM = 1 Mallowable. d • 0.5 Mallowable. _ Ct = 1 29167 Ib • ft Cl = 1 32408 37270 40510 51853 64817 M = 16108 lb • ft M < Mallowable-----»» OK • • Wood Design David W. Clark P.E. LVG 2oonA wiNc>ow WALL- 11 IEADE/Z Allowable Tension Stress Ft := Basic—Ft • CD. • CM - Ct' CFt' Ci Tallowable.:= Ft • A Tallowable. _ Ft = i= 71609 Ib 1650 2 79566 1035 psi 1 Permanent Two Month 2063 4 91500 1150 2 Ten Year Ten minute 33U0 6 99457 1322 3 Two Month 1438 4 One Week 127305 1840 5 Ten minute 159131 2300 6I Impact Allowable Shear Stress (horizontal shear) Ct := 1 F„ :=Basic_F„•CD. •CM•Ct-Ci•CH Span _ ) 171 psi 1 Permanent CH = 1 V 190 2 Ten Year f,:= 1.5 • A 218 3 Two Month 238 4 One Week f„ = 91 psi 304 5 Ten minute 380 6 Impact 91 < Fv ---»»> OK Allowable Compression Stress (perpendicular to -grain) Fc -I-:= Basic_Fc-I-- CM • Ct - Ci - Cb Cb = 1 F� = 715 psi Bearing := Fc I • b Bearing = 3664 Ib V = 4182lb -- in Allowable Compression Stress (parallel to -grain) Fc := Basic—Fc • CD - CM • Ct • CFc - Ci - CP Fc = i CFc = 1 1485 psi 1 Permanent CP = 1 1650 2 Ten Year 1898 3 Two Month 2063 4 One Week 2640 5 Ten minute 33U0 6 Impact D:\MvValli\Design\Final Calc 1/29/03 37 V Bearingmin := Bearingmin = 1.1 in Bearing COnlpallowable = Fc • A COmpallowable. _ '' 102743' Ib, 114159 O 131283, 1 142699 � f � � C�63211 a 182655 iir• �� � a -o6 228319 �,�"�?,`' Wood Design David W. Clark P.E. LV(T. 200M W///Dow WAc.1- lq EADE2 Allowable Deflection 1= 12.5 ft 1= 150 in K:= 0.5 (after UBC table 16-E, page 2-27) 1 1 Amax 240 O'max = 0.63 in 0'maxi-L360 O'maxLL = 0.42 in 1/29/03 38 tributary_roof area • (K • DLA + LQ (after UBC table 16-D, page 2-27) W° Span we = 600 plf 5 we 14 Amax 384E'b -I P•1.67•ft•(12.5-1.67)•ft•[Span +(12.5-1.67)•ft] • V3.1.67-ft•[Span +(12.5-1.67)•ft] 27 • E'b • I • Span Amax= 0.18 in 0.18 in < 0.63 in -------->>> OK tributary_roof area LLr WALL := WALL = 384 plf (after UBC table 16-D, page 2-27) Span 5•WALL •14 Amaxi-L •= 384E'b . I P•1.67-ft•(12.5-1.67)-ft•[Span +(12.5-1.67)•ft]• 3.1.67•ft•[Span+(12.5-1.67)•ft] 27 • E'b • I • Span AmaxLL = 0.11 in 0.11 in < 0.42 in ------»> OK D:\MyValli\Design\Final Calc Footing Locations C,i C4 6 Footings Footing # Max. Rctn q Area Min. Side Plan Call out Ib. lb. /ft.^2 ft.^2 in. per side Al 1760 1500 1.17 13 24 A2 5020 1500 3.35 22 24 A3 4710 1500 3.14 21 24 A4 4770 1500 3.18 21 24 A5 2600 1500 1.73 16 24 A6 2600 1500 1.73 16 24 B1 2546 1500 1.70 16 24 B2 4202 1500 2.80 20 24 B3 4202 1500 2.80 20 24 B4 5100 1500 3.40 22 24 B5 5100 1500 3.40 22 24 C1 2176 1500 1.45 14 22 C2 2176 1500 1.45 14 22 C3 2600 1500 1.73 16 20 C4 2670 1500 1.78 16 20 D1 4662 1500 3.11 21 24 D2 4662 1500 3.11 21 24 D3 * 50 1500 0.03 2 24 D4 * 50 1500 0.03 2 24 D5 * 50 1500 0.03 2 24 D6 * 50 1500 0.03 2 24 D7 * 50 1500 0.03 2 24 D8 * 50 1500 0.03 2 24 D9 2100 1500 1.40 14 24 * Columns at D3 through D8 are not load bearing columns. Corresponding footings drawn on plan sheet 2 of 7, "Foundation Plan," dated 5-3-02, may be reduced to 16" Sq. x 12" depth as drawn on Detail sheet 4, Porch/Patio Edge Footing. Q�V Lao/ r rn No. C 63211 CM1 OFCAO�� ;} . I* • r a A I 1 LAO N 't TABLE OF CONTENTS TOC jest Title .... .. DAVID & KATHLEEN CLARK Date 12/11/02 11:38:38 Project Address........ MYVALLI DRIVE BUTTE VALLEY, CA. 95965 *v6..01* Documentation Author... Barry Rubanoff ******* Building Permit # Endeavor Homes P.O. Box 1947 Plan Check / Date Oroville, CA 95965 ? 530-534-0300 Field Check/ Date Climate Zone.3....... 11 - ------------ Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -TOC %User#_MP1829 User -Endeavor Homes Run -CLARK _____________---------- -------------------------------------------------- R TABLE OF CONTENTS ----------------- , Report Page • FORM CF -1R ................ 1 FORM MF -1R.......... 5 FORM C -2R ................. 8 HVAC SIZING ............... 13 4 r i r CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R ject Title!.... .. . DAVID & KATHLEEN CLARK Date 12/11/02 11:38:38 Project Addr(As........ MYVALLI DRIVE ******* --------------------- BUTTE VALLEY, CA. 95965 *v6.01* Documentation`Author... Barr Rubanoff ******* Y Building Permit # Endeavor Homes P.O. Box 1947 Plan Check / Date Oroville, CA 95965 € 530-534-0300 Field Check/ Date Climate Zone.......... 11 --------------------- Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. a I MICROPAS6 v6.01 File-CLARK Wth-CTZ11S92 Program-FORM CF-1R '----User#-MP1829 User-Endeavor Homes Run-CLARK ------------- ---------------------------=------------------------------ GENERAL INFORMATION ------------------ Coriditioned Floor Area..... 2060 sf Building Type.............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 215 deg (SW) Number of Dwelling Units... 1 Number of Stories. ....... 2 Floor Construction Type.... Slab On Grade • Glazing Percentage......... 21.4 % of floor area Average Glazing U-factor... 0.39 Btu/hr-sf-F Average Glazing SHGC....... 0.41 Average Ceiling Height..... 9.5 ft i BUILDING SHELL INSULATION ------------------------- Component Frame Cavity Sheathing Total Assembly Type IType R-value R-value R-value U-factor Location/Comments ------------ -------------- ---------------------- ------------------------ Wall 'Wood R-17.8 R-0 R-17.8 0.064 Roof 'Wood R-38 R-0 R-38 0.033 Attic Roof Wood R-30 R-0 R__-_30 0.034 Attic SlabEdge _n/a R-0 R-n/a F2=0.760 S1abEdge n/a R-0 R-n/a F2=0.520 Floor Wood R-19 R-0 R-19 0.040 Door °n/a R-0 R-n/a R-0 0.330 ENTRY DOOR, TO GARAGE # TO BONUS ROOM FENESTRATION 1------------ Over- ' Area U- Exterior hang/ Orientation 1 (sf) Factor SHGC Shading Fins Location/Comments ----------- ----- ------ -------------- ----- -------------------------- W'#nd d Front.(SW) 9.6 0.350 0.320 Standard Yes Vinyl/Slider/LOWE/SC=0.88 8d Front (SW) 30.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWE/SC=0.88 Front (SW) 5.0 0.320 0.350 Standard Yes Vinyl/Fixed/LOWE/SC=0.88 Wind Front (SW) 6.8 0.320 0.350 Standard Yes Vinyl/Fixed/LOWS/SC=0.88 Wind Front (SW) 30.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWE/SC=0.88 Wind Front (SW) 30.0 0.350 0.320. Standard None Vinyl/Slider/LOWE/SC=0.88 s V ! ' 1 � CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R -------------=------------------------------------ _________________________________________________ ect Title-..... DAVID & KATHLEEN CLARK Date..12/11/02 11:38:38 MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM CF -1R # User#-MP1829 User -Endeavor Homes Run -CLARK -------------^------------------------------------------------------------------ j FENESTRATION ------------ Over- 3 Area U- t Exterior hang/ Orientation., (sf) Factor SHGC Shading Fins Location/Comments ----- ----- ------------- -------- ----- ---------- Wind Left (INW) 10.5 0.350 0.320 Standard Yes --------------- Vinyl/Slider/LOWE/SC=0.88 Wind Left (NW) 12.5 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 Door Left (NW) 18.0 0.500 0.650 Standard Yes METAL/Hinged/SC=0.88 Wind Left (NW) 12.5 0.350 0.320 Standard Yes Vinyl/Slider/LOWE/SC=0.88 Wind Back (NE) 10.5 0.350 0.320 Standard Yes Vinyl/Slider/LOWE/SC=0.88 Wind Back (NE) 20.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 Door Back (NE) 80.0 0.500 0.650 Standard Yes METAL/Hinged/SC=0.88 Wind Back (NE) 12.0 0.320 0.350 Standard Yes Vinyl/Fixed/LOWE/SC=0.88 Wind Back (NE) 20.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 Door Right (SE) 18.0 0.500 0.650 Standard Yes METAL/Hinged/SC=0.88 Wind Right (SE) 12.5 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 Wind Right (SE) 10.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 Wind Right (SE) 10.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 d *Wind Right (SE) 16.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWE/SC=0.88 d Right (SE) 15.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 Left (N) 10.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 Wind Back (lE) 10.0 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 Wind Left (N) 12.5 0.350 0.320 Standard Yes Vinyl/Slider/LOWE/SC=0.88 Wind Back (E) 12.5 0.350 0.320 Standard Yes Vinyl/Slider/LOWS/SC=0.88 Skyl Horz 8.0 0.410 0.290 None. None Metal/Fixed/SC=0.88 SLAB SURFACES f------------- ` Area Slab Type ---------------- (sf) Standard Slab ------ 1750 a HVAC SYSTEMS ------------ Refrigerant Tested ACOA Equipment f Minimum Charge and Duct Duct Duct Manual Thermostat Type ------------ ]Efficiency i----------- Airflow Location ------- ----------- R -value Leakage D Type Furnace 10.780 AFUE n/a Attic ------- R-4.2 ------- ------ ---------- No No Setback ACSplit 110.00 SEER No Attic R-4.2 No No Setback HPPackage 1 6.60 HSPF n/a None R-n/a n/a n/a Setback HPPackage ! 9.70 i SEER No None R-n/a n/a n/a Setback CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R ect Ti.tle..... DAVID & KATHLEEN CLARK Date..12/11/02 11:38:38 I MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM CF -1R User##-MP1829 User -Endeavor Homes Run -CLARK ---- ---------------------------------------------------------- WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type -'.Heater Type Distribution Type System Factor (gal) R -value -------- ------------------- -------------- ------ ---------- Storage :Gas Standard 1 0.62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ----7------------------------------------ *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** a This buildingiincorporates non-standard Natural Vent Area or Vent Height. REMARKS U CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF -1R *ject Ti.tle..... DAVID & KATHLEEN CLARK Date..12/11/02 11:38:38 I MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM CF -1R. ----User##-MP1829 User -Endeavor Homes Run -CLARK -------------- ---------------------------------------------------------- T COMPLIANCE STATEMENT -------------------- This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California- Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. Name.... Company. Address. Phone... License. Ogned.. Name.... Title... Agency.. Phone... Signed.. • DESIGNER or OWNER DAVID & KATHLEEN CLARK OWNER/BUILDER 2920 CLARK RD. 19C BUTTE VALLEY, CA. 95965 1-530-342-4620 ENFORCEMENT AGENCY DOCUMENTATION AUTHOR Name.... Barry Rubanoff Company. Endeavor Homes Address. P.O. Box 1947 Oroville, CA 95965 Phone... 530-534-0300 ( - 3e -03 Signed (date) (date) (date) MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 5 MF -1R Rject Title DAVID & KATHLEEN CLARK Date. 12/11/02 11:38:38 Project Address........ MYVALLI DRIVE ******* _____________________ BUTTE VALLEY, CA. 95965 *v6.01* Documentation Author... Barry Rubanoff ******* Endeavor Homes P.O. Box 1947 Building Permit # Plan Check / Date Oroville, CA 95965 530-534-0300 I Field Check/ Date Climate Zone.,. ........ 11 Compliance M6,thod...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICR0PAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM MF -1R t User#-MP1829 User -Endeavor Homes Run -CLARK ------------- I 2 --------------------------------------------------------------- Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. • BUILDING ENVELOPE MEASURES -------------------------- *150(a): Minimum R-19 ceiling insulation. 150(b): Loose fill insulation manufacturer's labeled R -Value *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent; U -factor in metal frame walls (does not apply Design- Enforce- er ment Li b to exterior mass walls) . *150(d): Minimum R-13 raised floor insulation in framed floors. 150(1): Slab edge insulation - water absorption rate no greater than 0.30, water vapor transmission rate no greater than 2.0 perm/inch. 118: Insulation specified or installed meets insulation quality standards., Indicate type and form. 116-17: Fenestration Products, Exterior Doors and Infiltration/ Exfiltrati'on Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. 0(f): Special infiltration barrier installed to comply with ec. 151 meets Commission quality standards. 0(e): Inst'allation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door I � i, f MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 6 MF -1R ject Title..... DAVID & KATHLEEN CLARK Date..12/11/02 11:38:38 I MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM MF -1R i User#-MP1829 User -Endeavor Homes Run -CLARK ---------------------------------------------------- b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES --------------------------------------------------------- Design- Enforce- ` er ment 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission.rL 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. 150(i): Setback thermostat on all applicable heating and/or cooling systems. 150(j): Pipe and Tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non= recirculating systems, insulated (R-4 or greater). •3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water system. 5. Cooling system piping below 55 degrees insulated. 6. Piping insulated between heating source and indirect hot water tank. *150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and in- sulated, to meet the requirements of the 1998 CMC sectons 601, 603, and 604, and standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber addhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Exhaust fan systems have backdraft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 4: Pool and Spa Heating Systems and Equipment 1. System is certified with 7801 thermal efficiency, on-off switch,,weatherproof operating instructions, no electric MANDATORY MEASURES CHECKLIST: RESIDENTIAL Page 7 MF -1R ;. ject Title........... DAVID & KATHLEEN CLARK Date..12/11/02 11:38:38 MICR6PAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM MF -1R ----User##-MP1829 User -Endeavor Homes Run -CLARK -------------- ---------------------------------------------------------- resistance heating and no pilot.light. 2. Systemlis installed with: a. At least 36 inches of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch... 115: Gas-fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr). LIGHTING MEASURES : ----------------- J 150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible *fighting control panel at an entrance to the kitchen.. (k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed inSec. 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 1 t 0 Design- Enforce- er ment E COMPUTER METHOD SUMMARY Page 8 C-2R Is _1-1 ject = Title -:DaVID & KATHLEEN CLARK Date..12/11/02 11:38:38 Project Address........ MYVALLI.DRIVE ******* _____________________ BUTTE VALLEY, CA. 95965 *v6.01* Documentation Author... Barry Rubanoff ******* Building Permit # Endeavor Homes P.O. Box 194.7 Plan Check / Date Oroville, CA 95965 530-534-0300 Field Check/ Date Climate Zone........... 11 ------------- Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM C -2R -User#_MP1829 User -Endeavor Homes Run-CLARK ---------------------------------------------------- MICROPAS6 ENERGY ENERGY USE SUMMARY = Energy Use Standard Proposed Compliance = _ (kBtu/sf-yr) Design Design Margin = = Space Heating.........: -- 22.3719.922.45 --- -- ---- = = Space Cooling.......... 10.55 11.92 -1.37 = = Water Heating.......... 12.80 10.83 1.97 = _ • = Total -------- 45.72 -------- 42.67 -------- - 3.05 = _ *** Building complies with Computer Performance GENERAL INFORMATION Conditioned Floor Area..... Building Type .............. Construction Type ......... Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... D 2060 sf Single Family New Front Facing 1 2 ReducedYear Detached 215 deg (SW) Slab On Grade 2 19584 cf 1750 sf 21.4 °s of floor area 0.39 Btu/hr-sf-F 0.41 9.5 ft COMPUTER METHOD SUMMARY Page 9 C -2R &ject Title.......... DAVID & KATHLEEN CLARK Date. 12/11/02 11:38:38 MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM C -2R User#-MP1829 User -Endeavor Homes Run -CLARK ------------------------------------------------------ BUILDING ZONE INFORMATION OPAQUE SURFACES Floor Area # of Insul Act Vent Vent Air Location/ Area 'Volume Dwell Cond- Thermostat Height Area Leakage Zone Type i (sf) ----- (cf) ------- Units ----- itioned Type (ft) (sf) Credit ZONE1 Wall 360 0.064 ------- ----------- ----- -------- --------- Residence 1750 17500 0.85 Yes Setback 2.0 Standard No ZONE2 OvWall 350 0.064 17.8 305 90 Yes Residence 310 2084 0.15 Yes Setback 8.0 Standard No OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor - R-val ----- Azm Tilt Gains Reference Comments ZONE1 --- ---- ----- ------------ ---------------- 1 Wall 360 0.064 17.8 215 90 Yes W.19.2X6.16 2 Wall 99 0.064 17.8 215 90 No W.19.2X6.16 OvWall 350 0.064 17.8 305 90 Yes W.19.2X6.16 all 68 0.064 17.8 305 90 No W.19.2X6.16 7 Wall 301 0.064 17.8 35 90 Yes W.19.2X6.16 9 Wall 1 390 0.064 17.8 125 90 Yes W.19.2X6.16 11 Wall 24 0.064 17.8 350 90 Yes W.19.2X6.16 12 Wall 24 0.064 17.8 80 90 Yes W.19.2X6.16 13 Wall 22 0.064 17.8 350 90 Yes W.19.2X6.16 14 Wall ? 22 0.064 17.8 80 90 Yes W.19.2X6.16 15 Roof 1742 0.033 38 n/a 0 Yes R.38.2X4.24 Attic 21 Door 20 0.330 0 215 90 Yes None ENTRY DOOR 22 Door 18 0.330 0 215 90 No None TO GARAGE ZONE2 3 Wall 76 0.064 17.8 215 90 Yes W.19.2X6.16 6 Wall 83 0.064 17.8 305 90 No W.19.2X6.16 8 Wall 88 0.064 17.8 35 90 Yes W.19.2X6.16 10 Wall 83 0.064 17.8 125 90 No W.19.2X6.16 16 Roof t 388 0.034 30 215 37 Yes R.30.2X10.24 Attic 20 Floor 310 0.040 19 n/a 0 No FC.19.38X146 23 Door 18 0.330 0 35 90 Yes None TO BONUS ROOM PERIMETER LOSSES Length ---------------- F2 Insul Solar Surface -- ------ (ft) Factor -------- R-val Gains Location/Comments •ZONE1 17 SlabEdge 94 0.760 ------- R-0 ----- ---------------------- No 18 SlabEdge 91 0.520 R-0 No 19 SlabEdge 15 0.520 R-0 No COMPUTER METHOD SUMMARY Page 10 C -2R ------------------------------------------------------------------------------- Spject Title..... DAVID & KATHLEEN CLARK Date..12/11/02 11:38:38 MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM C -2R ----User#-MP1829 User -Endeavor Homes Run -CLARK ------------- ----------------------------------------------------------- FENESTRATION SURFACES s Exterior Area U- _Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments -- ----- --- ---- -------- 1 Wind Front (SW) 9.6 0.350 0.320 215 90 Standard Vinyl/Slider/LOWS/SC=0.8 2 Wind Front (SW) 30.0 0.350 0.320 215 90 Standard Vinyl/Slider/LOWS/SC=0.8 3 Wind Front (SW) 5.0 0.320 0.350 215 90 Standard Vinyl/Fixed/LOWE/SC=0.88 4 Wind Front (SW) 6.8 0.320 0.350 215 90 Standard Vinyl/Fixed/LOWE/SC=0.88 5 Wind Front (SW) 30.0 0.350 0.320 215 90 Standard Vinyl/Slider/LOWE/SC=0.8 7 Wind Left (NW) 10.5 0.350 0.320 305 90 Standard Vinyl/Slider/LOWS/SC=0.8 8 Wind Left (NW) 12.5 0.350 0.320 305 90 Standard Vinyl/Slider/LOWE/SC=0.8 9 Door Left (NW) 18.0 0.500 0.650 305 90 Standard METAL/Hinged/SC=0.88 10 Wind Left (NW) 12.5 0.350 0.320 305 90 Standard Vinyl/Slider/LOWE/SC=0.8 11 Wind Back (NE) 10.5 0.350 0.320 35 90 Standard Vinyl/Slider/LOWE/SC=0.8 12 Wind Back (NE) 20.0 0.350 0.320 35 90 Standard Vinyl/Slider/LOWE/SC=0.8 13 Door Back (NE) 80.0 0.500 0.650 35 90 Standard METAL/Hinged/SC=0.88 1 Wind Back (NE) 12.0 0.320 0.350 35 90 Standard Vinyl/Fixed/LOWE/SC=0.88 ind Back (NE) 20.0 0.350 0.320 35 90 Standard Vinyl/Slider/LOWS/SC=0.8 1 Door Right (SE) 18.0 0.500 0.650 125 90 Standard METAL/Hinged/SC=0.88 17 Wind Right, (SE) 12.5 0.350 0.320 125 90 Standard Vinyl/Slider/LOWE/SC=0.8 18 Wind Right- (SE) 10.0 0.350 0.320 125 90 Standard Vinyl/Slider/LOWS/SC=0.8 19 Wind Right- (SE) 10.0 0.350 0.320 125 90 Standard Vinyl/Slider/LOWE/SC=0.8 20 Wind Right- (SE) 16.0 0.350 0.320 125 90 Standard Vinyl/Slider/LOWE/SC=0.8 21 Wind Righta(SE) 15.0 0.350 0.320 125 90 Standard Vinyl/Slider/LOWE/SC=0.8 22 Wind Left (N) 10.0 0.350 0.320 350 90 Standard Vinyl/Slider/LOWS/SC=0.8 23 Wind Back (E) 10.0 0.350 0.320 80 90 Standard Vinyl/Slider/LOWS/SC=0.8 24 Wind Left (N) 12.5 0.350 0.320 350 90 Standard Vinyl/Slider/LOWE/SC=0.8 25 Wind Back (E) 12.5 0.350 0.320 80 90 Standard Vinyl/Slider/LOWS/SC=0.8 26 Skyl Horz 8.0 0.410 0.290 215 0 None Metal/Fixed/SC=0.88 ZONE2 6 Wind Front (SW) 30.0 0.350 0.320 215 90 Standard Vinyl/Slider/LOWS/SC=0.8 OVERHANGS AND SIDE FINS ----------------------- ---Window-- ------ Overhang ----- ---Left Fin--- ---Right Fin -- Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ZONE1 1 Window 9.6 2.0 5.0 2.0 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 30.0 6.0 5.0 8.5 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 5.0 1.0 5.0 10.5 2.25 n/a n/a n/a n/a n/a n/a n/a n/a i.ndow 6.8 4.5 1.5 • 10.5 0.25 n/a n/a n/a n/a n/a n/a n/a n/a indow 30.0 6.0 5.0 8.5 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 10.5 3.0 3.5 1.33 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 8 Window 12.5 2.5 5.0 1.33 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 9 Door 18.0 2.67 6.67 1.33 2.25 n/a n/a n/a n/a n/a n/a n/a n/a COMPUTER METHOD SUMMARY Page 11 C -2R I*-* ect Title.......... DAVID & KATHLEEN CLARK Date..12/11/02 11:38:38 MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM C-2R ------------------User##-MP1829 User -Endeavor Homes Run -CLARK -------------- ------ ---------------------------- OVERHANGS AND SIDE FINS HVAC SYSTEMS System Minimum Refrigerant Charge and Duct ---Window-- ------Overhang----- ---Left Fin--- ---Right Fin-- -_-Type------ Efficiency --- Area R -value Leakage D 1.Left ZONE1 Rght ------------- ------- --------- -------- ---- Furnace ACSplit Surface (sf) Wdth Hgth ---- Dpth ---- Hght --- Ext Ext Ext Dpth Hght Ext Dpth Hght 10 Window 12.5 2.5 5.0 1.33 2.25 n/a n/a n/a n/a n/a _ n/a _ n/a ---- n/a 11 Window 10.5 3.0 3.5 13.0 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window •20.0 4.0 5.0 4.5 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 13 14 Door Window 80.0 12.0 6.67 11.0 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 12.0 20.0 12.0 4.0 1.0 11.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 16 Door 18.0 2.5 5.0 5.0 2.0 19.0 2.25 2.25 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 12.5 2.5 5.0 1.33 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 18 Window 10.0 2.0 5.0 1.33 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 19 Window. 10.0 2.0 5.0 1.33 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 20 Window 16.0 4.0 4.0 1.33 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 21 Window 15.0 3.0 5.0 1.33 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 10.0 2.0 5.0 10.0 2.25 n/a n/a n/a n/a n/a n/a n/a n/a indow Window 10.0 2.0 5.0 10.0 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 25 Window 12.5 2.5 5.0 2.0 2.25 n/a n/a n/a n/a n/a n/a n/a n/a 12.5 2.5 5.0 2.0 2.25 n/a n/a n/a n/a n/a n/a n/a n/a i ' SLAB SURFACES ------------- Area Slab Type ---------------- (sf) ZONE1 ------ Standard Slab 1750 HVAC SYSTEMS System Minimum Refrigerant Charge and Duct Duct Tested Duct ACCA Manual Duct -_-Type------ Efficiency --- Airflow Location ------- R -value Leakage D Eff ZONE1 ------------- ------- --------- -------- ---- Furnace ACSplit 0.780 AFUE 10.00 n/a Attic R-4.2 No No 0.767 ZONE2 SEER No Attic R-4.2 No No 0.669 HPPackage 6.60 HSPF n/a None R-n/a n/a n/a 1.000 HPPackage 9.70 SEER No None R-n/a n/a n/a 1.000 0 P COMPUTER METHOD SUMMARY Page 12 C -2R 9ject Title ........... DAVID & KATHLEEN CLARK Date .12/11/02 11:38:38 MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -FORM C-2R --------User##-MP1829 User -Endeavor Homes Run -CLARK ------------------------------------------------- WATER HEATING SYSTEMS --------------------- Number Tank External - in Energy Size Insulation Tank Type s Heater Type Distribution Type System Factor (gal) R -value --------------- -------------- ----=- 1 Storage Gas Standard 1 0.62 '40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS ----------------------------------------- *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building_ incorporates non-standard Natural Vent Area or Vent Height. ' REMARKS C �t- S HVAC SIZING Page 13 HVAC ject Title.. .... DAVID & KATHLEEN CLARK Date..12 11 02 11 Project Address........ MYVALLI DRIVE ******* ___-__/--/-----_38_38 BUTTE VALLEY, CA. 95965 *v6.01* Documentation Author... Barry Rubanoff ******* Building Permit # Endeavor Homes P.O. Box 1947 Plan Check / Date Oroville, CA 95965 530-534-0300 Field Check/ Date Climate Zone.... .... 11 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -HVAC SIZING _-_-__-_-User#-MP1829 User -Endeavor Homes Run -CLARK --------- -------------------------------------------------------- GENERAL INFORMATION ------------------- Floor Area ................. 2060 sf Volume.. 19584 cf t Front Orientation.......... Front Facing 215 deg (SW) Sizing Location.... ....... OROVILLE RS Latitude ................... 39.5 degrees s Winter Outside Design...... 30 F Winter Inside Design....... 70 F Summer Outside Design...... 104 F • Summer Inside Design....... 78 F Summer Range ............... 37 F Interior Shading Used...... Yes Exterior Shading Used...... No Overhang Shading Used...... Yes Latent Load Fraction....... 0.20 HEATING AND COOLING -------------------------------- LOAD SUMMARY Heating Cooling Description --------------------------------- (Btuh) (Btuh) Opaque Conduction and Solar...... ---------------------- 14217 6533 Glazing Conduction ............... 6872 4467 Glazing Solar .................... n/a 8992 Infiltration ..................... 11139 4573 Internal Gain .................... n/a 2100 Ducts ............................ 2852 2376 Sensible Load.................... 35080 29041 Latent Load ...................... n/a 5808 Minimum Total Load ----------- ----------- 35080 34849 Note: The loads shown are only one of the criteria affecting the selection ofHVAC equipment. Other relevant' design factors such as air flow quirements, outside air, outdoor design temperatures, coil sizing, vailability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designers responsibility to consider all factors when selecting the HVAC equipment. r L I HVAC SIZING Page 14 HVAC --------------------- iject Title ....... DAVID & KATHLEEN CLARK Date..12/11/02 11:38:38 I MICROPAS6 v6.01 File -CLARK Wth-CTZ11S92 Program -HVAC SIZING --------User#-MP1829 User -Endeavor Homes Run -CLARK ------------------------------------------------------------ HEATING AND COOLING LOAD SUMMARY BY ZONE ---------------------------------------- ZONE 'ZONE1' Floor,Area....................... 1750 sf Volume ........................... 17500 cf Heating Cooling Description --------------------------------- (Btuh) (Btuh) Opaque Conduction and Solar...... ----------- 12113 ----------- 5373 Glazing Conduction ............... 6452 4194 Glazing Solar .................... n/a 8320 Infiltration ..................... 9954 4087 Internal Gain .................... n/a 1785 Ducts ............................ 2852 2376 Sensible Load .................... 31371 26135 Latent Load.... ..:............. n/a 5227 Minimum Zone Load ----------- 31371 ----------- 31362 ZONE 'ZONE2' I F1'oor Area ....................... 310 sf Volume ........................... 2084 cf Heating Cooling Description --------------------------------- (Btuh) (Btuh) Opaque Conduction and Solar...... ----------- 2104 ----------- 1160 Glazing Conduction ............... 420 273 Glazing Solar .................... n/a 671 Infiltration ..................... 1185 487 Internal Gain .................... n/a 315 Dusts............................ 0 0 Sensible Load .................... 3709 2906 Latent Load ...................... n/a 581 ----------- ----------- Minimum Zone Load 3709 3487 • El /I 9 N Detail South Slope of Myvalli Plot Plan APN: 41-54-02 Dwn. By: David Clark I Scale: 1" = 50' January 21, 2003 _= 81, WELL flfl 155' flfl 25' Radius = 82' from well 100, SEPTIC TANK LEACH FIELD LOCATION - ALTERNATIVE 1 o typ. z. 200' typ. w Vj. 5 0' 4 w W - L °- LEACH FIELD. LOCATION 66 ALTERNATIVE 2 Q �r F-1 z: FT1 214.5' X LiJ 10' Driveway ALL Ni�(� AP 41-54-02 326' Detail South Slope of Myvalli Plot Plan APN: 41-54-02 Dwn. By: David Clark I Scale: 1" = 50' January 21, 2003 r, 'f7iy:5N�. David W. Clark, P.E. 2920 Clark Road # 19C Butte Valley, CA 95965 (530) 519-2456 June 17, 2003 (�> F d `-a; C) Q� Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 Mr. Philo Hunt Plan Check Engineer Re: Assessor Parcel No. 041-540-002 Building Permit No. 03-261 Dear Mr. Hunt: Thank you for reviewing the plans for my building project and taking the time to discuss them in our recent telephone conversation. This package of additional information, as well as the reprinted project plans, should provide the information you requested. Please find herewith: o Your letter dated March 27, 2003. . o A Plan Review Response Form (3 pages). o Additional information sheets (attached sections "A" through "H") o Project Plans dated June 16, 2003 including: 1 sheet of General Plan Notes Plan Sheets 1 through 7 Thank you for your consideration, David W. Clark, P.E. (—:�LD C QROFESS/pN� _ W. C . x No. C 63211 Exa Civil. OFC 3 0 March 27, 2003 David and Kathleen Clark 2920 Clark Road, No. 19C Butte Valley, CA 95965 Department of Development Services Building Division 7 County Center Drive Oroville. CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-540-002 Building Permit Number: 03-0261 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS None • STRUCTURAL COMMENTS 1. Please indicate the design criteria including seismic zone, wind speed, wind exposure, soil bearing capacity, etc. used in the structural calculations. 2. Provide a layout sheet indicating the locations of the "shear lines" addressed in the structural calculations. Please identify the location of sections A through G referenced in the calculations also. 3. Provide shear transfer details of roof diaphragm connections to the interior shear walls and the exterior shear walls at the porches. 4. Provide calculations for shear transfer from the drag trusses to the shear walls and specify connection requirements on the plans. Specify nail spacing required of roof sheathing to dr�;.g truss top chores. 5. Provide calculations for shear transfer from the shear walls to the foundation and show required anchor bolt spacing on the foundation plan. 6. Please show holdown anchor bolt locations on the foundation plan. 7. Provide calculations for chords and collectors. 8. Provide MST 148 strap and ECCLL column cap as specified on page 6 of the structural calculations. 9. Provide two complete identical truss packages. Two different truss packages were submitted and both appear to be incorrect. Packages are missing trusses and do not match the floor plan. Be sure to include drag trusses. 10. Provide documentation stating that you have reviewed the truss package and that it conforms to you structural analysis of the house. 1 of 2 11. The glulam beam over the nook does not appear to be necessary. The trusses (Al, A2, H2, • and H3) bear on the exterior wall of the nook. Please clarify. 12. Specify ceiling joist size and spacing over the master bedroom sitting area. 13. The plans specify PH Prime Source floorjoists in the bonus room. Should these be PRI joists? i If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Linda. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Linda Simpson Philo Hunt, E. Plans Examiner Plan Check Engineer 2 of 2 PLAN REVIEW RESPONSE FORM I OF 3 In order to expedite the review of your plaM% please complete the following information and return this form with Your roeftinal. if this form is not complete, as to all con don items, we will not be able to accept your rye -submittal for review, re1 wad sponse to every item requested in our plan correction letter. "Hy others" is not considered a valid response. p! correction a MAto each item and the location where the information can be found on the plans/calcs. hWic° y0°r CH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND OWNERS NAME OATS: - OR�SINAL PLANS. • -- •- - - ---..._..____ .... _...._ =- ..,• _. � t cz n_ ��.1��0� • ASSESSORS PARCEL NUMBER PERMIT NUMBER OLi I - S'Llo - of 03 - G Z C, I RESPONSE FOR PLAN CHECK LETTER DATED: 6 2 260-3 PLAN CHECK REM 0 RESPONSE BY: - - (�NGis�f; LOCATION ON PLAN CALCS: r2� . .. _. COMMENTS: Abpivor I N c L_tz. hS iZ _ rz L) S g ' QIYA L jrjC)tVU li by T1lIANGLLsS, ES 2 D � , �ZA K IADQ1TioVA I INP617MATI oN r ENTS LOC aT)n�i �� parr TRn �C-`t4 1'G AItF INDICATI; ON 2H_Dr_Al.v J&5 iN ADDITIoNA, 52MRT/o�/�jON �C�r THEM A&L AC OMPAW - uycr i�o.Jl�ir/G- L_RD. H1;14T5 iJ5 17 t=010. LA-If;RAL 1=6,2CIt CAL4fu�AT7nry<_ PLAN REVIEW RESPONSE FORM In order to expedite the review of your plans, please complete the following information and return this form with your rov4mbaL If this form is not complete, as to all, correction items, we will not be able to accept your m -submittal for review. cespoose to every item requested in our plan conection letter. -'By others" is not considered a valid Iresponse.Thm MM bC avalid MS- to each item and the location where the information can be found on the plandcalcs. Pled bmacaoe your ZCH THIS FORM TO A DOPY OF YOUR OW S NAME PLAN REVgw LETTER AND RETURN WITH REVISED AND ORLGINgI . - _ .... .... _ ..._ DATE: -. ANS. C) .\)D ASSESSORS PARCEL NUMBER n' (� T H L E E i�l CA r PERMIT NUMBER (D a - RESPONSE FOR PLAN CHECK LETTER DATED: M FF2CH L 7, 2OQ K ITEM 0 RESPONSE BY.- 1LOCATION ON LAN ALC h / ADDITIONA C- M A t ions, `�Z De CLATz�t Cc��I�tlrl�rL L- P N s rz rz-T.sI A N n 2 It — It S0 L r 0 IP -1 A tv 6 L Q-!5 6 I Dr f t -A 2)4 I • FLA" sNr--r5T RESPONSE BY: LOCATION ON PLAN ALCS: - 7 AA D1T10/vAL INPOr,AA ATi o/V Dv CLJ�2 K rb� N° :Ir„ '�� s FinlD TN•` itf-©uESr F—b c'AL e-ULAtfooyS IV 00ITIONA 0- Fo/zMATinA/ C5/Trn..1C `tri'' A..— 1% /1 PLAN REVIEW RESPONSE FORM 3 OF 3 In order to expedite the review of your plans, please complete the following information and return this form with yaw too this form is not eomplew, as to all correction items, we will not be able to accept your re -submittal for review. Tkm MM be response to every item requested in our plan correction letta. -By others" is not considered a valid a valid msffipe to each item and the location where the information can be found on the plans/calcs..° your CH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WITH REVISED AND ORIG�IIIL OW S NAME - - - • - - - - DATE: _ - .... . _. PLAN& b iD ASSESSORS PARCEL NUMBER PERMIT NUMBER 0 Lit-Sqo-oo REM 0RESPONSE BY: -- - LOCATION ON PLANS/ ALC iO b; CCAR1,� ADO!tiQNAC . Fo2 r-1 L� rrC> Doc 1-a 1= T P,I:s P A -C-k R DD 1 O ars A i� ni c c, n/ 1 i "" KESPONSE BY: L.A AI< 35t4os P-0 m 1=Loc tz jot TS fi� n j r /STS TN l yGp2 (� ,rz P P2Ul� 1c %5 ATION ON PLANS/CALCS: LAN S H 12 -CTS a ANo PLAN CHECK ITEM A RESPONSE BY: LOCATION ON PLANS/CALCS: • COMMENTS: -- - -- ". LUGATIUN OW PLANST!A (C ADDltioivAL 1NFd1WAT10A1 -AML i I D.1 C..L A rZ 1< PLAN C NTS: -amu s �� 2@ USSR " 2 wF Tc. a e vi IT&1755 CL ► 'yook. 7Or-I- ,6,w FU5,t 6-, wt/t `V PLC --ASF, F•/NO VE b -R•OM 'E Ari 16/-r =tom TAVSs • •-.-A'b If---rT 2u5`AS i, C �•cinn F'A41 A( -i► - /N 5i-GTlO/v PLAN CHECK ITEM p RESPONSE BY: LOCATION 0 PLANSI'CALCS: < COMMENTS: PLAN - P LILA S F i&j2 A6i ADDrzo eAL-LouT ON PLAk5j+EE7- 3 F0 .2 XL, ELiof , ,; ors r s Q-- .141/1 ,�, .- "" KESPONSE BY: L.A AI< 35t4os P-0 m 1=Loc tz jot TS fi� n j r /STS TN l yGp2 (� ,rz P P2Ul� 1c %5 ATION ON PLANS/CALCS: LAN S H 12 -CTS a ANo PLAN CHECK ITEM A RESPONSE BY: LOCATION ON PLANS/CALCS: • COMMENTS: • Wl a Notes a lI* Myvalli Project Butte Valley, CA Butte County Design Criteria Wind Design Wind_Speed := 75 -mph Site specific exposure is C Foundation Desian David W. Clark P.E. Allowable Bearing Pressure Soil_Bearing := 1500 psf Allowable Lateral Bearing (Passive) Soil_Passive := 200 psf/ft Allowable Friction Coefficient Friction : 0.35 Roof Live Loading, use CBC Table 16-C Floor Live Loading, use CBC Table 16-A Snow Load Snow Load := 0 (for elevations below 1500 ft.) Seismic Siesmic Zone 3 D:\MyValli\Design\Butte Co Criteria.mcd 4/13/03 Page of • • C7 �D e4 qC4 GN 6-5 17 VI/ H2.- A H3— A WI -r3 -,50 0 -rt4 Po fzc tj 0,6 31. GE HZ H 3 z.. - W3 - w2 HIi—[3 2— HII—M - wi W • Nal L'I • North/South Wind Loading Areas 73.33ft I � � A B 1 C �� p HI H2 H3 H4 r • North Projection Wind Loading Pressurelft"2 Sec. A 20 2 1370 89.98 899.8 20 3 113.3 1133 20 68.5 1370 64.66 0 20 01 0 0 20 31.49 0 0 20 7 27.26 545.2 20 8 71.83 1436.6 20 0 20 0 21.3 0 21.3 12 53.23 1133.799 21.3 0 21.3 0 21.8 15 12 261.6 21.8 0 15270.768 5409.999 Sec. 3A 8A 12B 16 B 0 63 630 0 0 0 0 31.5 630 0 0 0 31.5 670.95 0 0 0 12.24 266.832 2197.782 Sec. 4 9 13 �9- C 0 0 137 1370 150 0 0 0 0 68.5 1370 64.66 0. 01 0 68.5 1459.05 31.49 0 0 0 4199.05 Sec. 5 10 14 D 0 0 0 150 1500 0 0 0 0 64.66 1293.2 0 0 0 31.49 670.737 0 0 (C+o) 5409.999 2197.782 7662.987 H1 H2 H3 H4 2705 3803.891 4930.385 3831.494 3463.937 Sec. 1 2 6 7 11 • G 179.98 1799.8 89.98 899.8 0 0 72.26 1445.2 27.26 545.2 0 0 0 33.18 706.734 .0 0 0 0 0 5396.734 G1 G2 2698.367 2698.367 East/West Wind Loading Areas 1-1 22 17 19 18 20 21 1113 14 15 16 8 9 10 12 22ft 20f 15ft 10.00ft 8.oft I 2 3 4 5 6 7 29ft + 9ft 6ft� G I A I B I N I 14ft -F 28.7ft I 93ft 6ft -moi GS WI W2 W3 NN • East Projection Wind Loading Pressure/ft^2 sec. Area A B 20 1 107.64 0 0 0 0 20 2 20 20 200 52 520 0 20 3 110 110 1100 32.1 0 20 4 125 0 0 125 1250 20 5 52 0 0 0 20 6 93 0 0 0 20 7 32.1 0 0 288.9 0 20 8 69.27 0 0 0 20 9 10.58 10.58 211.6 0 20 10 7.51 7.51 150.2 2158.7 0 20 11 24.4 24.4 488 0 20 12 30.04 30.04 600.8 0 20 13 62.5 0 62.5 1250 20 14 26 0 0 20 15 30.94 0 0 20 16 14.445 0 0 21.3 17 102.83 0 0 21.3 18 22.41 22.41 477.333 0 21.3 19 20.07 0 20.07 427.491 21.3 20 38.57 0 38.57 821.541 21.3 21 9.63 0 0 21.8 22 8.08 0 8.08 176.144 10556.928 3227.933 3925.176 A 8398.228 W1 W2 4199.114 5278.464 0 0 0 0 0 .0 0 0 52 520 0 0 93 930 0 32.1 321 •0 0 0 0 0 0 0 0 0 0 0 0 26 520 0 0 30.94 618.8 0 14.445 288.9 0 0 0 0 0 0 0 0 9.63 205.119 0 0 0 1245.119 2158.7 It r 5. 168 1680 0 0 0 0 0 0 168 3360 0 0 0 0 0 0 0 0 120 2556 0 0 0 0 0 7596 B 2158.7 W3 G1 G2 1079.35 3798 3798 r Plan Area NS p 778.0 54 A B C 41310 168255 128250- 287 1168 891-116=775 E F 16744 61008 116 423--1-16=30r— North / South Seismic Loads Section A B C D E F Area 775 287. 1168 54 424 116 15500 5740 23360 1080 8480 2320 ROOF DUft"2 20 20 20 20 20 20 t Ext Wall Length 67 12.75 85.85 19 35.5 ` 3685 701.25 4721.75 1045 248.5 0 Ext Wall DUft. 55 55 55 •55 7 Floor Floor Int Wall Length 35 45 90 40 40' 1575 2025 4050 0 16960 4640 Int Wall DUft. 45 45 45 96131.5 20760 8466.25 32131.75 2125 25688.5 6960 Seismic Coeff. - 0.164 3404.64 1388.465 5269.607 348.5 4212.914 1141.44 H1 H2 H3 H4 GW GE 1702.32 2396.553 3329.036 2634.804 2677.177 2677.177 r East / West Seismic Loads ' section A B E F Area 1585 665 424 116 28530 11970 7632 2088 Roof DUft^2 18 18 18 18 Ext Wall Length 70 75 35.5 3850 4125 248.5 0 Ext Wall DUft. 55 55 7 Floor Floor Int Wall Length 40 0 40 40 1800 0 16960 4640 Int Wall DUft. 45 45 81843.5 34180 & 16095 24840.5 6728 Seismic Coeff. 0.164 5605.52 2639.58 4073.842 1103.392 W1 W2 W3 GW GE 2802.76 4122.55 1319.79 2588.617 2588.617 • D 9" Ip, J Notes • • North Projection Wind Loading of Roof Pressureff ^2 Sec. A Sec. 20 2 0 0 20 3 0 0 3A 20 0 20 C 20 Sec. 20 7 20 8 20 20 1436.6 21.3 0 21.3 12 21.3 0 21.3 0 21.8 15 21.8 1133.799 9737.968 H1 1688.6 B 0 Sec. C 0 Sec. D 0 Sec. 27.26 545.2 71.83 1436.6 8A 0 0 0 0 0 0 0 0 53.23 1133.799 12B 0 0 2 0 0 12 261.6 4 0 0 16 3377.199 0 3377.199 H1 1688.6 B H3 Sec. C G2 Sec. D 2396.494 Sec. G 0 0 0 1 0 0 0 0 0 0 2 0 0 0 4 0 0 0 0 0 0 5 0 0 0 0 0 0 6 72.26 1445.2 0 0 0 7 27.26 545.2 31.5 630 0 0 0 0 9 68.5 1370 0 0 0 0 10 64.66 1293.2 0 0 0 0 11 33.18 706.734 31.5 670.95 0 0 0 0 13 68.5 1459.05 0 0 0 0 14 31.49 670.737 0 0 0 0 0 12.24 266.832 0 0 0 1567.782 2829.05 1963.937 2697.134 (C+o) 1567.782 4792.987 H2 H3 H4 G1 G2 2472.491 3180.385 2396.494 1348.567 1348.567 East Projection Wind Loading of Roof Pressure!@"2 sec. Area A B C D G 20 1 107.64 0 0 0 0 0' 0 20 2 20 0 0 0 0 0 0 20 3 110 0 0 0 0 0 0 20 4 .125 0 0 0 0 0 0. 20 5 52 0 0 0 0 0 0 20 6 93 0 0 0 0 0 0 20 7 32.1 0 0 0 0 0 0 20 8 69.27 0 0 0 0 69.27 1385.4 20 9 10.58 10.58 211.6 0 0 0 0 20 10 7.51 7.51 150.2 0 0 0 0 20 11 24.4 24.4 488 0 0 0 0 20 12 30.04 30.04 600.8 0 0 0 0 20 13 62.5 0 62.5 1250 0 0 0 20 14 26 0 0 26 520 0 0 ` 20 15 30.94 0 0 0 30.94 618.8 0 20 16 14.445 0 0 0 14.445 288.9 0 21.3 17 102.83 0 0 0 0 102.83 2190.279 21.3 18 22.41 22.41 477.333 0 0 0 0 21.3 19 20.07 0 20.07 427.491 0 0 0 21.3 20 38.57 0 38.57 821.541. 0 0 0 21.3 21 9.63 0 0 9.63 205.119 0 0 21.8 22 8.08 0 8.08 176.144 0 0 0 6235.928 1927.933 2675.176 725.119 907.7 3576.679 A B 5328.228 907.7 W1 W2 W3 GS GN 2664.114 3117.964 453.85 1787.84 1787.84 �' HZ H3 2SPLFxSO= 1 IN l- 0 U- 1 J J �,; 9G x1o= xY PcFx 15,3= 11470 11 kp • n fi J 1 � N I r' kL i LL �- � 1 18 2 I 1 1 I • 8,g � �I . s �` I� _o I 9/xG= '9 944 i wr i-� . ao o : �.o 1 ur I- �t �, 1 .I 13� �� 1 to a,l � ao N t rn 17 M r •- ---------...._. 31.1 1 .._ �------' l S ;._..--- AAA)( ColLlfc-ron foitr f e, i -I 1 - 11SU w 1 - SSv GN - 3oo Z )rG 0cupce. Top r'LA7 i iwrslor.t p.' �1 G7SP5� I4Z- l2s(> w1- ty7o GS- 300 w -F9' - C -U= !.c (.7,5-x.9 x I.G = 972 M 3 ZyS2 (710 3 - ,`(oo GF - C. � -.I$lo Notes 0 Foundation/Sill Plata Bolting Requirements e - Line Lat Force Base Lgth. Base Unit Shr. Wa1LA�A Shr. Min. Bolts Max S H1 2705 16.8 161.0 16.8 2705 4 5.3 X 3600 H2 3804 12.2 311.8 8.2 2557 3 3.6 X 2700 H3 4930 11 448.2 11 4930 6 2.0 X SW 5400 H4 3832 22 174.2 7.3 1272 2 6.0 24.67 1800 W 1 4200 24.67 170.2 3.67 625 2 2.7 409.3 1800 W2 5280 12.9 409.3 2.67 1093 2 1.7 SW 1800 W3 1500 5 300.0 5 1500 2 4.0 1800 Gy 2330 4.65 501.1 2.4 1203 2 1.4 SW 1800 E 2330 13.8 168.8 13.8 2330 0 6.0 0.0 2700 GN 2700 11.4 236.8 11.4 2700 3 5.2 X 2700 GS 2700 6 450.0 6 2700 3 2.5 X 2700 Line Lat. Force Base Lgth. Base Unit Shr. WallZ ,B Shr. Min. Bolls Max S H1 2705 16.8 161.0 0 0 2 0.0 1800 H2 3804 12.2 311.8 4 1247 2 3.0 1800 H3 4930 11 448.2 0 0 2 0.0 1800 H4 3832 22 174.2 8.4 1463 .2' 3 6.o --I=' 2 7 O 0 W 1 4200 24.67 170.2 4 681 2 3.0 1800 W2 5280 12.9 409.3 4 1637 2- 3.0 SW 1800 W3 1500 5 300.0 0 0 2 0.0 1800 W 2330 4.65 501.1 2.25 1127 2 1.3 SW 1800 GE 2330 13.8 168.8 0 0 0.0 1800 GN 2700 11.4 236.8 0 0 2 0.0 1800 GS 2700 6- 450.0 0 0 2 0.0 1800 Line Lat. Force Base Lgth. Base Unit Shr. Wall C C Shr. L� Min Bolts Max Spcg HI 2705 16.8 161.0 0 2 0.0 1800 H2 3804 12.2 311.8 0 2 0.0 1800 H3 4930 11 448.2 0 2 0.0 1800 H4 3832 22 174.2 7.4 1289 2 6.0 1800 W1 4200 24.67 170.2 4 681 2 3.0 1800 W2 5280 12.9 409.3 6.7 2742 4 1.9 X 3600 W3 1500 5 300.0 0 2 0.0 1800 G W 2330 4.65 501.1 0 2 0.0 1800 GE 2330 13.8 168.8 0 2 0.0 1800 GN 2700 11.4 236.8 0 2 0.0 1800 GS 2700 6 450.0 0 2 0.0 1800 Line Lal. Force Base Lgth. Base Unit Shr.rWall_D D Shr. Min. Bolts Max Speg H1 2705 16.8 161.0 0 2 0.0 1800 H2 3804 12.2 311.8 0 2 0.0 1800 H3 4930 11 448.2 0 2 0.0 1800 H4 3832 22 174.2 0 2 0.0 1800 W1 4200 - 24.67 170.2 8 1362 3 6.0 _1896- 2 70 O W2 5280 12.9 409.3 0 2 0.0 18W W3 1500 5 300.0 0 2 0.0 1800 G 2330 4.65 501.1 0 2 0.0 1800 GE 2330 13.8 168.8 0 0.0 1800 GN 2700 11.4 236.8 0 2 0.0 1800 GS 2700 6 450.0 0 2 0.0 1800 Line Lat. Force Base Lgth. Base Unit Shr. Nall,E E Shr. Min. Bolts Max Spc H1 2705 16.8 161.0 0 2 0.0 1800 H2 3804 12.2 311.8 0 2 0.0 1800 H3 4930 11 448.2 0 2 0.0 1800 H4 3832 22 174.2 0 2 0.0 1800 W 1 4200 24.67 170.2 5 851 2 4.0 1800 W2 5280 12.9 409.3 0 2 0.0 1800 W3 1500 5 300.0 0 2 0.0 1800 GW 2330 4.65 501.1 0 2 0.0 1800 be 2330 13.8 168.8 0 2 0.0 1800 GN 2700 11.4 236.8 0 2 0.0 1800 GS 2700 6 450.0 0 2 0.0 1800 US t Al (�r V = 440 1� Y8OL7- 0 �fl t 9 ( . Line H2 8.5 3 ►So�rS I 29.5 B ............ ------------ .5 5.5 8.2 - - 4.6 .7 5.5 - - 4.0-- .5 10.7 38.0 Z 66tTS S r2on/(y w d L L Line H3 I 35.5 2.5 A 8.5 l 15 4.0 —9.7- 38.0 .738.0 • Z 601 S 3 ¢0 175 Line H4 �/ 2 QoLTs 10.0 —+-2.0 -7.3 2.0 8.4 4.0--- 1.1I —3.0 7.4 --�I 36.0 2 60 LITS Z l3bcTS Line W1 = _ 2 Boci5 3 86 QTS 2 6oe-iS 46.670 A B C D E 10.000 II .........".I I ............I [.2.330i— — 6.000 3.670 #-- 5.670 --t-- 4.000 --}-- 6.000 4.000 #-- 8.000 2.000 F-- 5.000 I 30� i S Line W2 y 1 Si20uVGwAL� SrtioNG wh-� Vl '� 55 y 29.2 C A B 10.000 6.700 1 10.400 ---2.6 0)--I 12.2 1 4.000 --{ Line W3 Z • 56Lr5 55.000 -_' 10.000 10.000 k� 0 Im Elm Notes " V I C: .7 Myvalli Project Butte Valley CA David W. Clark Civil Engineer Horizontal Diaphragm Shear and Mabmum Chord Force West Diaphragm TA DepthA:= 45 WidthA := 20 WidthA Force—West—Section = 5447 Aspect Ratio = 0.4 DepthA Diaphragm Unit Shear Force_ West_ Section = 60.5 2.45 Force—West—Section Section • WidthA Ma�amum Chord Force = 303 (8 • DepthA Middle Diaphragm TB DepthB := 45 WidthB := 20 WidthB Force—Middle—Section = 6387 Aspect Ratio = 0.4 DepthB Diaphragm Unit Shear Force Middle_Section _ 71 2 • DepthB Force—Middle—Section Section • WidthB Ma�amum Chord Force = 355 (8 • DepthB East Diaphragm Tc Depths := 36.25 Widths := 15 Width Force—East—Section = 3479 Aspect Ratio = 0.4 Depth Diaphragm Unit Shear Force—East—Section _ 48 2 • Depth Force—East—Section Section • Width Mabmum Chord Force = 180 (8 • Depthc) D:\MyValli\Design\Normal Wind r.mcd Page of 5/4/03 Myvalli Project Butte Valley CA 1 • David W. Clark Civil Engineer Check 2x6 double top plate for chord force. Tension Parallel to Grain Fit CD := 1.6 CM := 1.0 Ct := 0.9 CF := 1.3 C; := 1.0 A:= 8.25 Ft:=575•CD•CM•Ct•CF•Ci Ft=1x103 Single 2x6 Ft • A = 8880 Double 2x6 Ft • 2 • A = 17761 Ft • 2 • A> 355 OK 5/4/03 Page of Compression Parallel to Grain Fac CD := 1.6 CM := 1.0 Ct := 0.9 CF := 1.05 Ci := 1.0 Cp := 1.0 F,:=1350•CD•CM•Ct•CF•Ci•Cp F,=2041 Single 2x6 F, • A = 16840 Double 2x6 Fc • 2 • A = 33680 Fc • 2 • A> 355 OK D:\MVValli\Design\Normal Wind r.mcd A:= 8.25 l i Notes • • i � '� �� f;. Notes • • June 16, 2003 I have inspected the truss package provided by Trojan Truss Company through Endeavor Homes, and found that it conforms to the structural analysis that I performed for the residence that is to be constructed for David' and Kathleen Clark on Myvalli Drive in Butte County. The truss package consists of twenty pages prepared by Mr.Robert C. Anderson, and Mr. Redong Yu. QROFESS/o/k • I �Q P�\0 W. rn No. C 63211 * Exp. sr CI I\. q OF \F0� David W. Clark, P.E. 2920 Clark Road # 19C Butte Valley, CA 95965 (530) 519-2456 July 8, 2003 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 Mr. Philo Hunt Plan Check Engineer Re: Assessor Parcel No. 041-540-002 Building Permit No. 03-261 Dear Mr. Hunt: • Thank you for reviewing the plans for my building project and taking the time to discuss them in our recent telephone conversation. This package of additional information, as well as the reprinted project plan sheets 2 and 3, should provide `} the information you requested. Please find herewith: o Your letter dated June 23, 2003. o A Plan Review Response Form (1 page). o Additional information sheets (attached sheets 1 through 3) o Reprinted Project Plan sheets 2 of 7, and 3 of 7. Thank you for your consideration, David W. Clark, P.E. • l-- 0 June 23, 2003 David and Kathleen Clark 2920 Clark Road, No. 19C Butte Valley, CA 95965 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 041-540-002 Building Permit Number: 03-0261 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: None STRUCTURAL COMMENTS: 1. Provide shear transfer details showing how lateral forces will be transferred from the roof diaphragm to the exterior shear walls at the porches. Provide truss blocking or porch soffit, etc. designed to transfer lateral forces. Provide supporting calculations and detail connection requirements on the plans. 2. Provide calculations for shear transfer from the drag trusses to the shear walls and specify connection requirements on the plans. 3. Provide a shear transfer detail of the roof diaphragm connection to the gable end walls of the garage/bonus room. 4. Please specify connection (including the number of nails required) of the MST126 strap shown at the right side of the master bedroom on sheet 3/7. How will this strap connect the top plate to blocking if the top plate is perpendicular to the blocking? Please clarify. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Linda. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. • Linda Simpson Plans Examiner Philo Hunt, P.E. Plan Check Engineer 1 of 1 PLAN REVIEW RESPONSE FORM In order to expedite the review of your plans, please complete the following information and return this form with your reeftgttjL If this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There >g be a valid response to every item requested in our plan correction letter. "By others" is not considered a valid response.- please your to each item and the location where the information can be found on the plans/calcs. AINICH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER AND RETURN WrTH REVISED AND ORIGINAL p{,AN� OWNERS NAME _...... GATE: _. DAVID £ kAr lLrz-tn/ CC.A2K 7- 8.-03 ASSESSORS PARCEL NUMBER PERMIT NUMBER 041- S`lo - oo 83- oZ(. I RESPONSE FOR PLAN CHECK LETTER DATED: �L) kIE- 23, 2 003 K ITEM # RESPONSE BY: -- - LOCATION ON PLANS/CALCS: EI-JG/NE- E-iL PLAnf E-Tg.._� A,1_0 3.. I b- e-LA2/Z IfALe- SIIE�r l - ET E02 POn C P SOFF/7- 14A LiP•/ RESPONSE BY: LOCATION ON PLANS/CALCS: (>LA" SPEEr 3 Z D� L�A2l� CALe- SNl:ET 1. LA L L- ov 0(2 CON ELZ-ro2 S 6,14 S NE E r a PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: Pt - Adv SNE-- 2 3 D� GLA/2/< CAL -c SNP -ET- 3 .;OMMENTS: I ApDl'_D CALLouT FO/Z- eo/'/^1Eerb 5 oni SNl;V.T 2 PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: I"L- A" $ NE. ET 3 y h, GLA 2/< <ALL SNG- LE.r 3 COMMENTS: A A L)� j- < «OvT _ oni Pus r• 3 . PLAN CHECK ITEM # I • LOCATION ON PLANS/CALCS. V/ r-;> G." cLAfZ)<-I I?F- , f Ato Ste`?' / of 3 7-g-03 CALcvLAT10AIS Fol 0,YVALL-I GOIL-DIt'/G- No, 03-026 / RES PonrSE TO PL-Ok#,, CkLuc Ln t>ATILD S 1 n V C.T URA!.. CG A1\AA E N T S r (Fn2o Wr LPo tZ /HZ) / T }� / �y ! 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V rz.- L I S `1 7 2 11, S H P 2 L I P,, I� 2 L�N�TH 15 y4. 2 X17) ! ti y, D k A C9- C o L L E - L 7 o /L a F w A LL (-E 1- z) 7- A.'L f� oa -c 15 y, 7 f�, l `�, 7 ft X = 82Z IDAA0 cTo2 DF wATo WALL H 2-7 x !g !6 + �7Z �� _ (y9L/ nn ('s o /�[. r N Gy F-QJALLy SPA CE --D (50 8a 15 x. • -� 80 > 1� 5 L/ 0 LATERAL 1 ''"-ni "v2 Ls AT SHF- Arz LINE_ H3 IS 3lgo 11 3160lb / �yyS :�-= 71,s ceL.LF 4.. F20�An wr4L� Pc�acH IS 2 2• S fZ 7/.5 /s/� 22, - s� S(An x Pso�v ' H7 -Cy AS ASovE_ l� 80 •� r 15 -3118 I 1, D'/ A P 14 Q P t4 t_ T H �S SS fit. 3 tl 8 IS hAvrp cL_n2fL til; 3 OF 3 /5,3 �t x S78�-7 /AA Psi CS I( COIL ST21} R A TTA CNE.o' FULL_ (L"ALL w2-ATp G- 7- OF QLOC./1/n/G: • S T' A V L -t V A- A L C o n A M I` IV T S (C o N! T, i EN CA Pf►C lT y / 5 I (o S6 IS 3 s I_ A S l /w 5 -F > 51&-1V L A T 2 /1 L F o Z C E— A T- 6ArtA (i Ro0F L'�\I►LL ► 5 1788 16, CASE 5/AA Pso AIPS Ar RIO'A 130A2D Tv tot' PLA Tr . CA PA cl-r-Y = ySU IS.I EA (2 0o F IZS l Pte MAn!, 1788/! 2)(6 -top PLArL , . R�S.Q01/LF,�AENTS. - _ yse t5 y An !�tl�� v�A , �� o ; �s A �n o T -o F> .5 s1-fE�T 2. 1NLArrL AAIti//AAuA/\ `1 A 3s CLtP5 AT- w021 -H 6A2A6E— WALL- AttD y8o,c, AT SOUTH CAnA, E Des/6N LAi-,E2 A L Fo2c. E- AT w Z moo F LE - 15 -3118 I 1, D'/ A P 14 Q P t4 t_ T H �S SS fit. 3 tl 8 IS _ S7 /I _ ff /r ->G- cn«� �To2 rs X5,3 T i~. /5,3 �t x S78�-7 /AA Psi CS I( COIL ST21} R A TTA CNE.o' FULL_ (L"ALL w2-ATp G- 7- OF QLOC./1/n/G: L Hy ..q) CS l(o i EN CA Pf►C lT y / 5 I (o S6 IS NAIL PE2 FAANvFAc7 u2'zit 2E Qu►2 Con/A/ELTib fi AT- 6u Lf- A A LTA 2n(A T!V E t ALTj.nNATrljL Z VSE ly „ a RuH ove2 zxG 8dl x f '/2 CS t v _ SP 1>MC) o 3�� tun! vE/Z 2-)(LIL RER • NAIL To TO 5 STUD P�ATF Ajll) Pte MAn!, Lu(LAP tlMDv2 - 2)(6 -top PLArL , . R�S.Q01/LF,�AENTS. - NAI&- Ail SPACE_ use Oak 07 WAt-L NAILS N 4 -A r Myvalli Project Butte Valley, CA David W. Clark. 7/26/02 Civil Engineer Page I of 1997 UBC Section 1630 - Minimum Design Lateral Forces And Related Effects 1630.1.1 Earthquake Loads Load on Element E = p - Eh + E„ Estimated Ma)amum Earthquake Force Em = n, • Eh 1630.2 Static Force Procedure 1630.2.1 Design Base Shear (using soil profile So) Method A: Ct := 0.02 k:= 10 T:= Ct • h.0-75 T = 0.112 C,:= 0.54 1:= 1.0 R:= 5.5 C.:= 0.36 C�•I , Vbasio = R T Vbasic = 0.873 2.5•Ca•I VtnaxR V,n ax = 0.164 V.;":= 0.11 • Ca • I Viin = 0.04 3.0 • Ca Vsimplified R Vaimplified = 0.196 (' I ISE, w 0 .royl D:\MyValli\Desian\UBC 1630 mrd. �•►'� North / South Seismic Loads section�,..- - A ., B C D E F �� w Area r _ 775.,• . '*N ' 287 1168 54 307 116 - ''•-\.',15500 Roof DUf02 i 20 �' 20 5740 23360 1080 6140 232a ��A\ 20 20 20 20 Ext Wall Length- 67 12.75 85.85 19 35.5 3685 Ext Wall DLaft. — 55✓ " ' 55 701.25 4721.75 1045 248.5 p V 55 55 7 Int Wall Length" ti,.� - � 35 - 45 90 Floor Floor 1575 Int Wall DUft. 45 45 2025 4050 0 40 12280 40 4640 45 89111.5 20760 8466.25 32131.75 2125 18668.5 6960 Seismic Coeff. 0.164 H1 3404.64 1388.465 5269:607 348.5 H2 H3 H4 * RCG,11S 1702.32 2396.553 3329.036 2634.804 S F .ay X96 Oo ^i .0 r �` 3061.634 1141.44 G1 G2 2101.537 2101.537 East / West Seismic Loads Section A B E F Area�` 1585 665 0 0 fix �i?jt 28530 11970 0 0 'Roof DUft^<2,z- N 18 18 18 18 � Ext Wall Lengthy F 70 75 35.5 ca, # 3850 4125 248.5 0 Fs v Ext Wall DL/ft. aE55 .55 f 7 . 1. Floor Floor 'Int pII.Length 40 0 40 40 ;�. 1800 0 0 0 IntrWall-DL/ft. 45 45 50523.5 34180 16095 248.5 0 Seismic Coeff. 0.164 _ 5605.52 2639.58 40.754 0 EW1 EW2 EW3 G1 G2 2802.76 4122.55 1319.79 20.377 20.377 LIN S5 , p ate, h n 0 LIN .0 H1 2705 5409.999 7P 0 63 630 179.98 North Projection'Wind'Loading, 89.98 899.8 0 Pressure/ft^2, Section "A, i 31.5 i 20: 89.98 ! 899.8 20 113.3 1133 0 31.5 670.95 33.18 0 20`� -- 0 20 27.26 545.2 20 71.83 1436.6 20 0 20 0 21.3 0 21.3 53.23 1133.799 21.3 0 21.3 0 21.8 12 261.8 21.8 0 15270.768 5409.999 .0 H1 2705 5409.999 7P 0 63 630 179.98 0 89.98 899.8 0 0 31.5 630 27.26 0 0 0 31.5 670.95 33.18 0 0 0 12.24 266.832 'H2 3803.891 2197.782 2197.782 A 0 137 1370 0 0 68.5 1370 0 0 68.5 1459.05 0 0 H3 4930.385 C 41 AA (1-9; 7662.987 No 0 0 150 1500 0 r 0 0 0 64.66 1293.2 0 0 i 0 31.49 670.737 0 0 3463.937 f H4 i 3831.494 i i i i G 179.98 1799.8 89.98 899.8 0 72.26 1445.2 27.26 545.2 0 0 33.18 706.734 0 0 0 5396.734 G1 G2 2698.367 2698.367 0 1 East Projection Wind Loading Pressure/ft^2 section Area A B C D G 20 1 107.64 0 0 0 0 107.64 1076.4 20 2 20 20 200 0 0 0 0 20 3 110 110 1100 0 0 0 0 20 4 125 0 125 1250 0. 0 0 20 5 52 0 0 52 520 0 0 20 6 93 0 0 0 93 930 0 20 7 32.1 0 l 0 0 32.1 321 0 20 8 69.27 0 0 0 0 69.27 1385.4 20 9 10.58 10.58 211.6 0 0 0 0 20 10 7.51 7.51 150.2 0 0 0 0 .'• 2Q+, 11 24.4 24.4 488 0 0 0 0 12 30.04 30.04 600.8 0 0 0 0 201 13 62.5 0 62.5 1250 0 0 0 r `^ • = ,20v 14 26 0 0 26 520 0 0 t2b3 i f 15 30.94 0 0 0 30.94 618.8 0 �t y�20 16 14.445 0 0 0 14.445 288.9 0 17 102.83 0. 0 0 0 102.83 2190.279 �icrty 21':318 22.41 22.41 477.333 0 0 0 0 %21.3 19 20.07 0 20.07 427.491 0 0 0 21.3- 20 38.57 0 38.57 821.541 0 0 0 21.3 21 9.63 0 0 9.63 205.119 0 0 21.8 22 8.08 0 8.08 176.144 0 0 0 10556.928 3227.933 3925.176 1245.119 2158.7 4652.079 REG TF A B 8398.228 2158.7 H1 H2 H3 4199.114 5278.464 - 1079.35 G1 G2 2326.04 2326.04 VT Myvalli Project David W. Clark Butte Valley, CA Civil Engineer Wnd Load Analysis for Shear Line H1 ABC 8/26/02 Page G'of Shear -Force -HI := 2705 Height H1 := 10 Line Length_ 11 := 31.9 Shear Length_ n := 16.8 Diaphragm_Unit Shear Hl := Shear—Force—Hi Line Length Hl Diaphragm Unit Shear HI = 85 Base Unit_Shear := Shear Force H1 Base_Unit_Shear = 161 Shear Length H1 Use 3/8 CDX, applied directly to studs at 16"o.c. max. 8d common or gale. box nails, spaced 4" on edge, 12" in field rated to 380 PLF per 1997 UBC Table 23 -II -1-1 Overturning (no window in utility room)_ Wall—HI—A:= 16.8H1_A := Height H1 t Wall Hl A Aspect -141_A = 0.595 Lateral_Force := WallH1 A • Base—Unit—Shear Lateral Force = 2705 Overhuning Force := Lateral Form • Height Hl Overtummg_Force= 27050 Dead Load Resisting Moment Section A Width := 20 Roof DL := 18 Wall DL := 10 Uplift := 11.7 use 3/8 w 4" nailing no laundry room window use skylight instead Righting Force :_ C(Roof DL — U lift Section _A_Width Wall Hl A Uplift) 2 + WallDL • Height Hll • Wall Hl_A J _ 2 Righting Force = 23003 Overhuning Force — (Righting Force) = 4047 Holddown_force:= OvertumingForce — RightingForce WallHl A Use Simpson PHD2-SDS3 and SSTB16 anchor bolt. T Connect 412 beam to 2x6 double top plate with Use Simpson ECCLL at column cap. OQ� k�`\0 W. i W D:\MyValli\Design\Wind H1 ABC.mcd Holddown force = 241 10d Common nails No. C 63211 ) 5 r OF t 11 Myvalli Project David W. Clark 1/26/03 Butte Valley, CA Civil Engineer Page 7 of • Wind Load Analysis for Shear Line H2 ABC Shear. Force 142:= 3804 Height_H2 := 10 Line Length 12 := 38 Shear Length_H2 := 12.2 Diaphragm_Unit Shear Shear_Force_H2 H2 := Diaphragm_Unit_Shear H2 = 100 Line Length H2 — Base Unit Shear := Shear_Force_H2 Base Unit Shear = 312 _ ShearLength H2 — Use 3/8 CD, applied directly to studs at 16'..Wc. max. use 8d common nails spaced 4" on edge, 12" in field rated to 380 PLF r:1997 UBC Table 23 -II -I-1 Overturninq Wall—H2—A:= 8.2 Aspect—H2-A:= Height_1-12 Aspect H2_A = 1.2 Wall H2 A Lateral Force := Wall._H2—A • Base—Unit—Shear Lateral—Force = 2557 • Overtuming_Force :=Lateral Force • Height_H2 OverturningForce = 25568 Dead Load Resisting Moment Section A Width := 20 Section. B—Width := 5.67 Roof DL := 18 Wall DL := 10 Uplift := 11 .7 Righting_Force:_ (Roof DL —Uplift) • Section —Width ght_... + Wall—DL • HeiH2 •Wall HWall—H2—A. • — A 2 A 2 H2 Section B Width 2 Righting_Force = 6081 Overturnmg_Force = (Righting_Force) = 19487 Overturning_Force — Righting_Force Holddown f Holddown force := — Wall _H2_A - —. ! % ROFESS/O Use Simpson PHD2-SDS3 l,; !r W`C c and SSTB16 anchor bolt. w 1 a:,, a ,� __.NOrC63211 r rr .,Fj _30;'06�t cm. �P �reOF CA"WO�� C:\Mv Documents\Wind H2 ABC.mcd Myvalli Project David W. Clark 1126/03 Butte Valley, CA Civil Engineer Page 'Sof . Wal. H2 B := 4 Aspect—H2—B:= Height H2 AspectB = 2.5 Wall H2 B — — Lateral Force := Wall—1-12—B • Base—Unit—Shear Lateral Force = 1247 Overtuming_Force := Lateral- Force • Height H2 Overturning—Force = 12472 Dead Load Resistin4 Moment Section A Width := 20 Section B_Width := 5.67 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Righting Force :_ (Roof DL — Uplift) Section A_Width Wall _142_B P ) 2 + Wall DL • Height H2 • Wall H2 B _ 2 Section B Width 2 Righting—Force = 1447 Overturning_Force — (Righting Force) = 11025 Overturning_Force — Righting Force Holddownforce:= Holddown force = 2756 Wal1H2B — Use Simpson PHD2-SDS3 and SSTB16 anchor bolt. C:\My Documentsmind H2 ABC.mcd Myvalli Project David W. Clark 8/26/02 Butte Valley, CA Civil Engineer • Wind Load Analysis for Shear Line H3 ABC • Page 9 . of Shear -Force -H3 := 4930 Height -H3 := 10 Line Length H3 := 45 Shear Length H3 := 11 Diaphragm_Unit_Shear HShear_Force_H3 3 := Diaphragm_Unit Shear H3 = 110 Line Length_H3 Base_Unit_Shear := Shear -Force -H3 Base Unit Shear = 448 Shear Length H3 Use 3/8 CDX, applied directly to studs at 16"o.c. max. use 8d common nails spaced 4" on edge, 12" in field rated to 380 PLF per 1997 UBC Table 23 -II -1-1 Overturning Wall_H3_A := 11t H3_A := Height H3 A AsPec Wall A spec[ H3_A = 0.9 Lateral Force := Wall ID A - Base Unit Shear Lateral Force = 4930 Overturning -Force := Lateral Force - Height H3 Overturning Force = 49300 Dead Load Resistinq Moment Use one Simpson SW48x10 Strongwall (rated 1024 Ib/ft allowable shear) and 3/8 CD w/4" nailing at edges elsewhere use simpson clips to be truss bottom chord as drag strut Section B_Width := 5.67 Section C_Width := 29 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Ri n Roof DL - Uplift) Section_ B_ Width Wall H3 A 2 �tigForce:= � P ) • ... + Wall_DL •Height H3 •Wall H3 A - 2 Section C Width 2 Righting Force = 12657 Overturning -Force - (Righting Force) = 36643 Holddown force :_ Overturning_Force - Righting_Force Wall H3 A Use Simpson PHD2-SDS3 and SSTB16 anchor bolt. D:\MyValli\Design\Wind H3 ABC.mcd Holddown force = 3331 No. C 63211 a �t Exp•c- o # 0 Myvalli Project David W. Clark Butte Valley, CA Civil Engineer Wind Load Analysis for Shear Line H4 8/26/02 Page I pof Shear -Force -H4 := 3831 Height H4 := 10 Line Length_H4 := 36 Shear Length_H4 := 7 + 8 + 7 Diaphragm_Unit Shear H4 := Shear -Force -H4 Line Length_H4 Diaphragm Unit Shear H4 = 106 Base -Unit -Shear -= Shear -Force H4 Shear Length H4 B Unit Shear = 174 Use 3/8 CDX, applied directly to studs at 16"o.c.max. use 8d common or gale, box nails, spaced 4" on edge, 12" in field rated to 380 PLF per 1997 UBC Table 23-11-1-1 Overturning WallH4_A := 7 Aspect H4 A := Height_H4 WallH4 A Lateral Force := Wall -114-A - Base -Unit -Shear Overturning Force := Lateral Force - Height H4 Dead Load Resisting Moment Aspect H4_A = 1.4 Overturning Force = 12190 Section C_Width := 29 Roof DL := 18 Wall_DL := 10 Uplift := 11.7 Righting Force := C(Roof DL -uplift).( Section C_Width Wall _H4_A L 2 + Wall DL • Height H4l • Wall H4 A J 2 Righting Force = 4688 Overturning -Force - (Righting -Force) = 7501 Holddown_force:= Overturning -Force - Righting Force Wall H4 A .Use Simpson-PHD2-SDS1aq d,SST616`anchoi bolt. D:1MyValli\QesignlWind H4 ABC. mcd `� No. C 63211 a Exp. C -3o-a 6 Holddown-force = 1072 • • • • Myvalli Project Butte Valley, CA David W. Clark Civil Engineer 8/26/02 Page of Height_H4 Wall—H4—B:= 8 Aspect—H4—B:= Wall H4 B Aspect_H4_13 = 1.3 Lateral Force := Wall_1-14 B - Base—Unit—Shear Lateral Force = 1393 Overturning Force := Lateral Force - Height_H4 Overturning_ Force = 13931 Dead Load Resisting Moment Section C_Width := 29 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Ri tin Force := C Roof DL — Uplift) Section—C—Width) Wall -114 —B g ( p ) C 2 I +Wall DL •Height H4� Wall H4 B • 2 Righting Force = 6123 Overturning_Force — (Righting Force) = 7808 Holddown force := Overturning Force — Righting Force WallH4. B Use Simpson PHD2-SDS3 and SSTB16 anchor bolt. D:WIyValli\Design\Wind H4 ABC.mcd Holddown force = 976 F, Myvalli Project Butte Valley, CA David W. Clark Civil Engineer Wall—H4—C:= 7 Aspect _H4 _C := Hei g' t — H4 Wall H4 C Aspect H4_C = 1.4 Lateral Force := WallH4_C • Base—Unit—Shear Lateral Force = 1219 8/26/.02 Page I Zof • Overturning Force := Lateral Force • Height H4 Oveft unmg_Force = 12190 Dead Load Resisting Moment Section C_Width := 29 Roof DL := 18 Wall—DL := 10 Uplift := 11.7 Righting Force :=C(Roof DL — Up) ' hft Scetron_C_Width} L — ( 2 J +Wall DL •Height Hol •Wall H4 C Wall_H4_C J 2 Righting Force = 4688 Overtutning_Force — (Righting—Force) = 7501 Holddown force := ming—force — Righting Force Wall H4 C Holddown_force = 1072 Use Simpson PHD2-SDS3 and SSTB16 anchor bolt. ;CZ321.1 EXp.6-3a-oG°' "XL I I D:\MVValli\Design\Wind H4 ABC.mcd • • Myvalli Project Butte Valley, CA Wind Load Analysis for Shear Line_W1.-... David W. Clark Civil Engineer 8/26/02 Page ( 3 of Shear—Force—WI := 4199 Height_Wl := 10 Line_Length_W1 := 46.67 Shear Length W1 := 24.67 Dia hra Unit_Shear W1 := Shear Force _Wl p � _ Diaphragm_Unit_Shear W 1 = 90 Line Lengih_W 1 — Base Unit_Shear:= Shear Force_W 1 She;Length W 1 Base_Unit Shear = 170 Shear panels use 3/8 CDX, applied directly to studs at 16"o.c. max. use 8d common or gals. box nails, spaced 4" on edge, 12" in field rated to 380 PLP per 1997 UBC Table 23 -II -1-1 Overturning . Wall -WI A := 3.67Height Wl Aspect_Wl_A := Aspect_Wl_A = 2.7 Maximum = 3.5 Wall -WI -A. Lateral Force := Wall W I _A • Base—Unit—Shear Lateral Force = 625 Overturning Force:= Lateral Force • Height W l Overturning Force = 6247 Dead Load Resistina Moment Section A Width = 28.7 Roof DL := 18 Wall -DL= 10 Uplift := 11.7 Ri tin Force:=[(RooLDLSection A Width) Wall Wl A gh g —Uplift) • ( 2 — J + Wall DL • Height_W 1� •Wall W 1_A A. — - — 2 Righting Force = 1282 Overturning Force — (Righting Force) = 4964 Holddown force := Overturning -Force — Righting Force Wall_W l_A Use Simpson PHD2-SDS3 and SST616 anchor bolt each and of wall. D:1MyVallilDesign\Wind W1.mcd Holddown force = 1353 1 `W. " i S ' NO..0 ;* E)a C Myvalli Project David W. Clark Butte Valley, CA 8/26/02 Civil Engineer Page y of 11 Overturning Wall_W 1 B := 4 Aspect_W 1 B := Height W I Wall—WI-13 Aspect W1_B = 2.5 Mabmum = 3.5 Lateral Force := Wall_W I B - Base—Unit—Shear Lateral Force = 681 Overturning Force := Lateral Force . Height_W 1 Oveduming—Force = 6808 Dead Load Resisting Moment Section A Width := 28.7 Roof DL := 18 WallDL := 10 Uplift := 11.7 Righting_Force:=(Roo_DL — Uplift) C Section A WidthlI +Wall DL •Height W.lJ Wall WlB Wall—W 1 BC2 2 Righting Force = 1523 Overturning—Force — (Righting Force) = 5285 Holddown force := Ov nling—Force — Righting Force Holddown force = 1321 Wall W 1 B Use Simpson PHD2-SDS3 and SSTB16 anchor bolt each and of wall. Wall—WI—C:= WallWl B D:\MyValliNDesign\Wind W1.mcd Myvalli Project Butte Valley, CA • Overturning • David W. Clark Civil Engineer 8/26/02 Page J S of Wall_W1 D := 8 Aspect—WI D := Height_W 1 Wall_W I D Aspect Wl_D = 1.3 Maximum = 3.5 , Lateral Force := WaII_W 1 D • Base—Unit—Shear Lateral Force = 1362 Overturning Force := Lateral Force • Height W 1 Overturning_Force = 13617 Dead Load Resisting Moment Section—A—Width := 28.7 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Ri tin Force :=Section_A Width Wall W 1 D gh g [(RooJLDL —Uplift) • (2+Wall DL • HeightW 1 • WallW1 D• —— ` J J 2 Righting_Force = 6093 I Overturning Force — (Righting Force) = 7524 Holddown_force := Overturning Force — Righting_Force Wall_Wl_D Use Simpson PHD2-SDS3 and SSTB16 anchor bolt each and of wall. D:\MyValli\Design\Wind W1.mcd Holddown force = 940 Myvalli Project David W. Clark Butte Valley, CA Civil Engineer 8/26!.02 Paae I loaf • Overturninq Wall_W l E := 5 Asper W 1 E Height_W 1 Wall Wl E ''cel Wl_E = 2 Mabmum = 3.5 Lateral Force := Wall -W 1-E • Base -Unit -Shear Lateral Force = 851 Overhuning-Force:= Lateral -Force - Height W 1 Overturning Force = 8510 Dead Load Resisting Moment Section A Width :- 28.7 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Ri tin -Force ;=[(RooLDLSection_A Width! f'� g -Uplift) • C 2 - I + Wall DL •Height Wl1 Wall Wl E • Wall-Wl_E j J 2 Righting Force = 2380 Overturning Force - (Righting Force) = 6130 Holddown_force := Overture ing Force - RightmgForce Wall Wl E Holddown force = 1226 Use Simpson PHD2-SDS3 and SSTB16 anchor bolt each nd of wall. D:WIyVallilDesign\Wind W1.mcd C7 • • Myvalli Project Butte Valley, CA C Wind Load Analysis for Shear Line W2 David W. Clark Civil Engineer 1/26/2003 Page 17 of Shear—Force—W2 := 5279 Height_W2 := 10 Line Length_W2 := 55 Shear Length_W2 := 12.87 Diaphragm_Unit_Sheaz_W2 :_ Shear—Force—W2 Diaphragm_Unit_Sheaz W2 = 96 Line_Length_W2 — Shear Force W2 Base—Unit—Shear Shear_Length W2 :_ — — Base—Unit—Shear = 410 Shear panels use 10' Simpson Strongwall shear panels. 1- SW32x10 (923 Ib/ft allowable shear) and 1 SW48x10 1024 Ib/ft allowable shear). Overturning Wall—W2—A:= 2.67 Aspect—W2—A:= Height_W2 Aspect W2 A = 3.7 Maximum = 3.5 Wall_W2_A — — (Use Strongwall) Lateral_Force := WallW2_A • Base—Unit—Shear Lateral—Force = 1095 Overt uning_Force := Lateral Force • Height_W2 Overturning_Force = 10952 Dead Load Resisting Moment Section A Width := 28.7 Roof DL := 18 Wall DL := 10 Uplift := 11.7 Righting_Force :_ (Roof DL —Uplift) • ( — — Section A Width l +Wall DL • Height_W21 • Wall W2 A • Wall—W2 —A 2 J J - 2 Righting_Force = 679 Overturning_Force — (Righting_Force) = 10273 Holddown force :_ Overturning_Force — Righting_Force WallW2 A Use Simpson Strongwall SW32x10 (10100 allowable holdown) A:\Wind W2.mcd Holddown force = 3848 w. °C No: C f W •�.n` r est - . r� ^N Myvalli Project David W. Clark 1/26/2003 Butte Valley, CA Civil Engineer Page 18f Overturning Wall—W2—B:= 4 Aspect—W2—B:= Height_W2 Aspect_W2_B = 2.5 Maximum = 3.5 Wall W2 B Lateral Force := Wall_W2_B • Base—Unit—Shear Lateral Force = 1641 Overturning_Force := Lateral Force • Height_W2 Overt uning_Force = 16407 Dead Load Resisting Moment Section A Width := 28.7 Roof DL := 18 Wall _DL := 10 Uplift := 11.7 Ri Force := I Roof DL — U hft C Section_ A_Widthl — Wall—W2 ��� ( _ p • ) • l 2 J +Wall DL • Height_W21 •Wall W2 B J - - 2 Righti%_Force = 1523 Overtuming_Force — (Righting_Force) = 14884 Holddown force := Overhuning_Force — Righting—Force _ Holddown force = 3721 WallW2 B — Use Simpson Strongwall SW48x10 (10 100 allowable holdown) A:\Wind W2.mcd • is • Myvalli Project Butte Valley, CA Overturning David W. Clark Civil Engineer 1/26/2003 Page g of Wall—W2—C:= 6.67 Aspect W2_C := Height_W2 Aspect W2_C = 1.5 Maximum = 3.5 Wall W2 C Lateral Force := Wall W2 C • Base—Unit—Shear Lateral Force = 2736 Overtuming_Force := Lateral Force • Height_W2 Overtuming_Force = 27359 Dead Load Resisting Moment Section A Width := 21 Roof DL := 18 Wall_DL := 10 Uplift := 11.7 C ( — Righting_Force :_ (Roof DL —Uplift) Section A Width l /I +Wall DL Height W2 Wall W2 Wall W2 C — — C 2 — — 2 Righting_Force = 3696 Ovemh rning_Force — (Righting_Force) = 23663 Overtuming_Force — Righting_Force Holddown— WallW2 C force := Holddown— force = 3548 Use Simpson PHD2-SDS3 Holdown (3610 allowable tension) and Simpson SSTB16 Anchor Bolt (4420 allowable tension) A:\Wind W2.mcd Myvalli Project David W. Clark 1/27/03 Butte Valley, CA Civil Engineer Page 2 o of Load Analysis for Shear Line W3 Shear—Force—W3 := 1500 Height_W3 := 10 Line Length_W3 := 55 Shear Length_W3 := 5 Dia hr Unit_Shear W3:= Shear _W3 P � _ ForceDiaphragm_Unit_Shear W3 = 27 Line Length_W3 — Base Unit—Shear := Shear—Force—W3 Base—Unit—Shear Shear = 300 Shear—Length_W3 Shear panels use 3/8 CDX, applied directly to studs at 16"o.c. max. us 8d common or gals box nails, spaced 4" on edge, 12" in field rated to 380 PLF per 1997 UBC Table 23 -II -1-1) Overturning Wall—W3—A:= 5 Aspect_W3—A := Height_W3 Wall W3 A Aspect_W3_A = 2 Ma>amum = 3.5 Lateral Force := Wall—W3 A • Base—Unit—Shear Lateral Force = 1500 Overturning Force := Lateral Force • Height W3 Overturning Force = 15000 Dead Load Resisting Moment Section A Width 28.7 Roof DL := 18 Wall_DL := 10 Uplift := 11.7 Righting_Force :=C(Roof DL — Uplift) `Section_A_Widthl L P • ) • l /{ +Wall DL • Height_W3] •Wall—W3—A. Wall_W3 A 2 2 Righting Force = 2380 Overturning Force — (Righting_Force) = 12620 Holddown force := Overt uzung Force — Righting Force Wall W3 A Use,Simpson PHD2-SDS3 and',SSTB16 anchor bolt each end of wall. 3610 allowable 4 A:\W3 revise.mcd Holddown force = 2524 Wood Desig107 ,� David W. Clark P.E. Bead GA 2A GE R I V G E Q LA M DLr:= 14psf�A LLI ' 6. psf _ tributa 27 2 W. ry_area :_ (23 • ft) • 2 • ft tributary_area = 311 ft � No. C 63211 tributary_area • (DLr + LQ * Exp•to- 30 -06 W:= w = 444 plf Span C grFOF CAS\F�El Allowable Bending Stress Slenderness ratio RB := led 2RB = 16.3 (after section 3.3.3, page 17, must be less than 50) b KbE := 0.610 (after section 3.3.3, page 16) KbE • Erb FbE := FbE = 4146 psi F't := BaSiC_Fb • CM • Ct • C; • CDI • CFb • Cr • Cc • Cf R 13 2 ' 1 + FbE 1 + FbE FbE __ F1bi _ F,bi _ F,b b = 2.9 2 < b < 4 CL 1.9 1.9 0.95 (not concurrent with volume factor, forced to 1 for this beam) Fb� := BasiC_Fb • CM • Ct • Ci • CDi ' CL CFb ' CV ' Cfu Cr' Cc . Cf Fbi I = 2114 psi 1 Permanent Cm= 1 Fb. ' I 2349 2 Ten Year Mallowablei d - 0.5 2702 3 Two Month Cf = 1 2937 4 One Week C; = 1 3759 5 Ten minute 4699 6 Impact w 12 M:= 8 M = 244521b • ft M < Mallowable ---»» OK D:\MyValli\Design\Final Calc CL = 0.953 0.943 0.926 0.912 0.846 0.751 Mallowable = i 33863 Ib • ft 37625 43269 47032 602b0 75251 1/29/03 9 Wood Design David W. Clark P.E. GARAGE RIDGE BEAM Allowable Shear Stress (horizontal shear) Basic_F„- CD - CM' Ct • C; - CH 2 11/26/02 r No. C 63211 �'r 2 23 F = V := W . (Span ) 171 •psi 1. Permanent CH= 1 190 2' Ten Year f„ := 1.5 • 218 .3 Two Month A 238 4 One Week f„ = 80 psi 304 5 Ten minute 380 6 Impact 80 < Fv —»»> OK Allowable Compression Stress (perpendicular to grain) F,:-,-:= Basic -FC -1- . CM - Ct • Ci • Cb Cb = 1 F,, i_ = 715 psi Bearing := Fc 1 - b . Bearing = 3664 lb V = 4103 lb Bearin V in gmie Bearing Allowable Deflections 1= 21 ft 1= 252 in K:= 0.5 (after UBC table 16-E, page 2-27) I i Oomax 240 A'^ = 1.05 in D'maxLL 360 O'maxLL = 0.7 in W,& :_ tributary_area • (K • DLr + LQ (after UBC table 16-D, page 2-27) Span Bearingmin = 1.1 in WA = 340 pif 0 5 WA l4 max ` 384E'b - I Amax = 0.57 in 0.57 in < 1.05 in >>> OK tributary_area • (LL,) w°LL (after UBC table 16-D, page 2-27} Span 5 WALL 1 4 WALL = 237 pif DmaxLL 384E'b - I emaxLL = 0.4 in DAMyVaIllDesignlFinal Calc Wood Design''�" l CTA RA GE A Tvc Beam Loading,, . DLr := 14 • psf. LLr :=16psf tributary—roof area := (16 • ft) • 27 . ft tributary_floor area := 16 • ft • 12 ft • David W. Clark P.E. WAc.k-!N LL := 40 • psf DL :=12 • psf tributary_roof area= 108 ft2 tdbutary_floor area = 21 ft2 11/26/02 23 r No. C 63211 a * EJcp. - 30-00 # \� CIVIL O� j OF CA0 tributary roof area (DLr + LQ + tdbutary_floor area • (DL + LL) W:= w = 272If Span Span p . Allowable Bending Stress Slenderness ratio RB s b2 RB = 13.5 (after section 3.3.3, page 17, must be less than 50) KE := 0.610 (after section 3.3.3, page 16) KbE - E'b FbE R 2 FbE = 6044 psi F'b := Basic_Fb - CM • Ct • Ci • Co' • CFb• Cr . Cr • Cf B z 1 + FbE 1 + FbE FbE F'b. F'b. F'b. d d ' _ =2.6 2<_<4 C t; 1.9 1.9 0.95 b b C :=1 (not to be concurrent with volume factor, forced to 1 for this beam) Fbi:=Basic Fb•CM•Ct•CI•Co •CL•CFb'CV•Cfu.Cr,Co•Cf Fb 2194 psi 1 Permanent cm= 1 Fbi I 2437 2 Ten Year Mallowable = d • 0.5 2803 3 Two Month ct = 1 3047 4 One Week 3soo 5 Ten minute �' =1 4875 6 Impact M:= w8 M = 86991b - ft DAMVVaIIADesign\Final Calc M < Mallowable »» OK CL = 0.974 0.97 0.962 0.957 0.932 0.892 Mallowable = 28456 Ib • ft 31618 36361 39523 50589 63236 . Wood Design David W. Clark P.E. &AI'ZA(zE ArTlL WALk-/N 1 Allowable Shear Stress horizontal shear Ct := 1 F" := Basic_F„ - CD. • CM - Ct - Ci • CH 2 11/26/02 L tT No. C 63211 z y Exp. L- 30 - Co OF Allowable Com PressionStress (perpendicular to grain) F,-,-:= Basic FC j- • CM • Ct • Ci • Cb Cb = 1 F, -I- = 715 psi Bearing := Fc i_ . b Bearing = 3664 Ib V = 18691b Bearingmin := V Bearin in Bearing gmin = 1 in Allowable Deflections 1=16ft 1=192in , I A max 240 Amax= 0.8 in K:= 0.5 (after UBC table 16-E, page 2-27) I n=LL • 360 naxLL = 0.53 in tributary_roof area • (K • DLA + LLT tributary -floor area + K • DL LL wA • S + ( ) (after UBC table 16-D, page 2-27) Span Span 5•wA-14 wA = 217 plf Amax- Amax = 0.17 in 384E'b I WALL := tributary_roof area • (LLQ) + tributary floor area • (LL) - Span Span 4 WALL = 161 plf A 5' weL� • I maxLl 384E'b • I AmaxLL = 0.13 in DAMVVallilDesign\Final Calc 0.17in<0.8in »>OK (after UBC table 16-1), page 2-27) 0.13 in < 0.53 in >>> OK (Span - d a J psi 1, Permanent c.= 1 2 Ten Year f„ ._ 1.5 j2308 3 Two Month A 4 One Week f„ = 41 psi s Ten minute 6 Impact 41 < Fv --»»> OK Allowable Com PressionStress (perpendicular to grain) F,-,-:= Basic FC j- • CM • Ct • Ci • Cb Cb = 1 F, -I- = 715 psi Bearing := Fc i_ . b Bearing = 3664 Ib V = 18691b Bearingmin := V Bearin in Bearing gmin = 1 in Allowable Deflections 1=16ft 1=192in , I A max 240 Amax= 0.8 in K:= 0.5 (after UBC table 16-E, page 2-27) I n=LL • 360 naxLL = 0.53 in tributary_roof area • (K • DLA + LLT tributary -floor area + K • DL LL wA • S + ( ) (after UBC table 16-D, page 2-27) Span Span 5•wA-14 wA = 217 plf Amax- Amax = 0.17 in 384E'b I WALL := tributary_roof area • (LLQ) + tributary floor area • (LL) - Span Span 4 WALL = 161 plf A 5' weL� • I maxLl 384E'b • I AmaxLL = 0.13 in DAMVVallilDesign\Final Calc 0.17in<0.8in »>OK (after UBC table 16-1), page 2-27) 0.13 in < 0.53 in >>> OK • • • Wood Design zolyuy WINDOW Beam Loading DLr := 18 • psf LLr := 16 - psf David W. Clark P.E. tributary_area :_ (Span) • 2 • ft tributary_area = 144 ft2 2 i j " i� �JJI: j tributary__ • (DLr+ LL�/t,`` Span 1 I,1.,LO J .y Allowable Bending Stress le • d W. cNo. C 63211 a Exp. \ CIV11. � OF CALIF 11/26/02 Z9 Slenderness ratio RB := b2 RB = 11.7 (after section 3.3.3, page 17, must be less than 50) KbE := 0.439 (after section 3.3.3, page 16 —> 0.439 for visually graded lumber) KbE ' Fb FbE := 2 FbE = 5479 psi F'b := Basic Fb ' CM - Ct - C; - CD. - CFb - Cr - Cc - Cf RB ' 2 1 + FbE 1 + FbE FbE Fb. _ Fb. _ Fb a = 3.2 C� 1.9' 1.9' 0.95 b Fb�:=BasicFb•CM-Ct-CI•CD�.C�-CFb-CV-Cfu•Cr•Cc-Cf Fb= i 979 psi 1 1087 2 1247 3 1353 4 1721 5 2132 6 Permanent Ten Year Two Month One Week Ten minute Impact 2<d <_4 b Ct; _ 0.989 0.988 0.985 0.984 0.978 0.969 CM = 1 Fb , - Mallowable.:= d - 0.5 Ct = 1 CI = 1 1=6ft w-12 M:= 8 M = 36721b - ft M < Mallowable »» OK D:WIyValliXDesignlFinal Calc Mallowablei = 6025 lb -ft 6685 7670 8323 10586 13117 990 psi 1100 1265 1375 1760 2200 Wood Design STUDY Allowable Tension Stress WIN DO Ftp := Basic_Ft : CDS : CM- Ct . CFt . Ci CFc= 1 r Ftp 1350 psi 'Fsob Permanent CP = 1 1500 t Ten Year psi 1 Two Month Permanent . 675 2400 2 "' Ten Year N , �, 776 3 + ,, Two Month .`` 844 / ,4 One Week 5. 'f Ten minute 1350 "y 6 1 Impact David W. Clark P.E. Ft A Allowable Shear Stress (horizontal shear) F„ Basic_F„ • CD • CM • Ct • Cl . CH Fye = i- 86 psi 1 Permanent CH = 1 95 2 Ten Year 109 3 Two Month 119 4 One Week 152 5 Ten minute 1 so s Impact Ct = 1 Tallowa* = 23920 Ib 26578 30565 33223 I 42525 53156 V:=mr•I Stn -dl f,,:=1.5•A f„ = 64 psi 64 < Fv —»»> OK Allowable Compression Stress (perpendicular to grain) Fc I_:= Basic Fc I-• CM • Ct • Ci . Cb Cb = 1 Fc -l- = 625 psi Bearing := Fc I • b Bearing = 2187b V = 16831b In Allowable Compression Stress (parallel to grain) Fci := Basic -Fc • CD • CM • Ct • CFc • Ci • CP Fc-= CFc= 1 i= 1350 psi 1 Permanent CP = 1 1500 2 Ten Year 1725 3 Two Month 1875 4 One Week 2400 5 Ten minute 3000 6 Impact D:WyVallilDesignXFinal Calc Bearingmin V Bearing COM patlowabte.:= Fc. • A Compallowable, _ 53156 Ib 59062 67922 73828 118 94500 125 11/26/02 2C Bearingmin = 0.8 in 0 Wood Design David W. Clark P.E. 51 vuY uv1/vpow Allowable Deflection 1 - 6ft ='./ s'IS=72 in a '. R K:= 0.5 (after UBC table 16-E, page 2-27) Almax: max =' 0.3 in AlmaxLL = — A'maxLL = 0.2 in X240 , • -A ,,• ,.r� 360 t 'b K D 1/29/03 27 I utary_area • • Lr+ LLrj (after UBC table 16-D, page 2-27) WA Span 5-w°•l4 w° = 600 plf Am".- Art,a = 0.02 in 0.02 in < 0.3 in >>> OK 384E'b - I tributary_area - (LL,) w°LL Span (after UBC table 16-D, page 2-27) 5 ' W°LL ' 14 WALL = 384 plf AmaXLL := AmaxLL = 0.016 in 0.016 in < 0.2 in >>> OK 384E'b - D:\MyValli\Design\Final Calc Wood Design David W. Clark P.E. O UNIVI 1 W/NUOW Beam Loading ESS/ N �O DLr := 18 • psf LLr := 16 - psf Q�\0 48 2 No. C 63211 tributa a ry_area := (Span) • 2 • ft tributary_area = 144 f * Exp. e- 3o-06 tributary_area • �DLr + LQ S'jq CIVIL �P W:= Span w = 816 plf OF MY i P 3020 • Ib — 2 • ft • w P = 13881b (additional load due to HG2 truss @ 4% from end of header) Allowable Bending Stress 11/26/02 2-8 . Slenderness ratio R le d Re := b2 RB = 7.5 (after section 3.3.3, page 17, must be less than 50) 14,E := 0.439 (after section 3.3.3, page 16 —> 0.439 for visually graded lumber) KbE - Erb FbE ' 2 FbE = 13236 psi Pb Basic Fb • CM • Ct • Ci • CD • CFb • Cr . Cc Cf Re Pb = FbE 2 F900 bE psi 1 + -- (FbE 1+ 1000 Pb- Ct; _ Pb. Fibd _ i d 2.1 2< d — <4 1150 1.9 1.9 0.95 b b CL,� = 1250 0.996 1600 0.996 2000 Fb =Basic Fb•CM•Ct•C;•CD CL 0.995 0.995 ' 0.995 Fb� ~ 897 !ipsi ' -1 ' Permanent CM = 1 Fb ' 996' . ( Mana zLble 2 Ten�.Year = 1145�- ; d - 0.5 3 Two'. Month Ct = 1 Maflowable. _ 1244 ti. \ 4, One Week C, 1 ' 1589 ., — 5 Ten. minute 9059 lb -ft , 1983 } 1 = 6 ft 6 impact 10061 ,, 11563 12563 2 w•1P-4-ft-2 ft 16054 M • 8 + Span M = 55231b . ft M < Mallowable »» OK 20028 D:\MyValli\Design\Final Calc Wood Design David W. Clark P.E. 13DRM 2- vV/AtDow • Allowable Tension Stress Allowable Compression Stress (perpendicular to -grain) Fc I_ := Basic—Fc—l— • CM • Ct • Ci • Cb Cb = 1 Fc -1- = 625 psi Bearing := Fc 1 • b Bearing = 3438b V = 2591 Ib -- In Allowable Compression Stress (parallel to -grain) Fc := Basic Fc • CDi CM-Ct- CFc • Ci " CP Fc = • Ft := Basic—Ft • CD. ' CM " Ct . CFt' Ci 1350 psi Fti = i = Tallowablei := FtI • A Tallowablei = 1725 3 608 psi 1 5 Permanent 6 38424 Ib 675 2 Ten Year 42694 776 3 Two Month 49098 844 4 One Week 53367 1080 5 Ten minute 68310 1350 6I Impact 85387 Allowable Shear Stress (horizontal shear) Ct:= 1 F„ := Basic_F„ • CD ' CM " Ct • Ci ' CH P F, = i = V := L (Span w 2 + San d/J Span 86 psi 1 Permanent CH= 1 V 95 2 Ten Year f":= 1.5 • _ 109 3 Two Month A 119 4 One Week f„ = 61 psi X52 5 Ten minute 190 6 Impact 61 < Fv ---»»> OK Allowable Compression Stress (perpendicular to -grain) Fc I_ := Basic—Fc—l— • CM • Ct • Ci • Cb Cb = 1 Fc -1- = 625 psi Bearing := Fc 1 • b Bearing = 3438b V = 2591 Ib -- In Allowable Compression Stress (parallel to -grain) Fc := Basic Fc • CDi CM-Ct- CFc • Ci " CP Fc = • 1350 psi 1 1500 2 1725 3 1875 4 2400 5 3000 6 D:\MyValli\Design\Final Calc CFc = 1 Permanent CP = 1 Ten Year Two Month One Week Ten minute Impact 1/29103 I9 V Beanngmi„ := Bearingmin = 0.8 in Bearing Cornpallowablei i == Fc ' A COrn pallowable. '_ 853871 ' Ib 94875 t 109106 , Q Q W. 118594 , 151800. '"" - No•'C 63211 .< x �(P CIMVIL Wood Design David W. Clark P.E.11/26/02 3a �3D42/v� 2 WlN pow r Allowable Deflection 1= 6ft 1= 72 in K:= 0.5 (after UBC table 16-E, page 2-27) I Amax •- 240 Amax = 0.3 in A'ma&L := 360 Aima LL = 0.2 in tnbutary_area • (K • Dl., + LQ w° Span We = 600plf (after UBC table 16-D, page 2-27) 4 _ 5 -WA -1 4 P•2- ft. 4•ft- (Span +4•ft) • 3.2•ft- (Span+4•ft) Amax 38- E'b I + 27 • E'b . I - Span Amax = 0.02 in 0.02 in < 0.3 in >>> OK tributary_area • (LQ WAUSpan WALL = 384 plf (after UBC table 16-D, page 2-27) 4 5'WeLL'I P-2•ft;4•ft•(Span +4•ft) • 3.2-ft•(Span+4•ft) AmaA-L = 384E I + b • 27 • E'b - I • Span Ama,LL = 0.017 in 0.017 in < 0.2 in >>> OK D:1MvValli1Design\Final Calc • • Wood Design David W. Clark P.E. 11/26/02 ' 31 GARAGE Beam Loadinq GRoUnjD LVL. WALK -1N DL := 14 • psf LL := 60 • psf y �c?' J� , C " tributary—floor area := (Span) • 23 2 • ft tributary—floor 2 �c area = 35 ft I No. C 63211 a tributaryfloor area • (DL + LL) Exp. -3a,cG k Span w = 851 plf s CIVIL �P OF CPVW Allowable Bending Stress Slenderness ratio RF,2 B :=RB = 9.4 (after section 3.3.3, page 17, must be less than 50) KbE := 0.439 (after section 3.3.3, page 16 --> 0.439 for visually graded lumber) KbE ' Fb FbE := 2 FbE = 8532 psi F'b := Basic Fb • CM • Ct • Ci • CD • CFb • Cr • Cc - Cf RB i S 1 + FbE 2 1 + FbE FbE Fb. FbI Fib Ct1 1.9 1.9 0.95 d = 3.3 b Fbi =Basic—Fb•CM•Ct•Ci• CD i•CLi•CFb•CV•Cfu•Cr" Cc•Cf Fbi = i 984 psi 1 Permanent 1092 2 Ten Year 1254 3 Two Month 1362 r 4` One Week 1738,E 2163 i 2, .- sl w. M := t g�. D:\MvValllDesign\Final Calc 2<b<_4 C` 1 0.994 0.993 0.991 0.991 0.987 0.983 F'b = 990 psi 1100 1265 1375 1760 2200 CM = 1 Fb • I Mallowable� d • 0.5 Ct = 1 Mallowable = CI = 1 6323 Ib • ft I = 3 ft 7020 8063 8756 11172 M = 9571b • ft M < Mallowable »» OK 13907 Wood Design David W. Clark P.E. /_. A A A/ !t / w A .. . ...... t7,.- L3/tV V -v LJ �-v A- vvn.-w-IrY Allowable Shear Stress (horizontal shear) Ct:= 1 F„ := Basic -F„ . CD • CM • Ct • Ci • CH ( (Span Fv• i _ V Cw I 2 - dll \l JJ 86 psi 1 Permanent CH = 1 95 2 Ten Year f,:= 1.5 • V 109.„'3. Two Month A 1194 One Week f„ = 17 psi :152 5 Ten minute Iso 6 Impact 17 < Fv—»»> OK Allowable Compression Stress (perpendicular to rain Fc I_ Basic_Fc i- • CIVI • Ct • Ci • Cb Cb = 1 Fc -1- = 625 psi 11/26102 32- Bearing Fc iIb V - • b Bearing = 2187— V = 461 Ib Bearingmi„ := Bearin Bearingrt,in = 0.2 in in g Allowable Deflection 1= 3ft 1= 36 in K:= 0.5 (after UBC table 16-E, page 2-27) Almac •= 2 I A'ma, = 0.15 in A'm� := I A'ma)&L = 0.1 in tributary_floor area • (K . DL + LL) Span wA = 770plf (after UBC table 16-D, page 2-27 5•wA•14 Amax • 384 E'b • I Amax = 0.002 in 0.002 in < 0.15 in >>>” OK tributary -floor -area area • (LL) WALL := w& = 690plf (after UBC table 16-D, page 2-27) Span ,�, 5•WALL-14 V AmaxLL • 384E'b • I Ama)&L = 0.002 in 0.002 in < 0.1 in DAMYVaIIADesignXFinal Calc Wood Design David W. Clark P.E. D IN INte Noa/t 13 EAM Beam Loading DLr := 18 • psf LLr := 16 • psf 48 VI tributary_roof area := (Span) - - ft tributary•=roof area = 247 ft 2 f FbE := No. C 63211 tributary_roof area • (DLr + L * : Exp, C "3 -Q'. Span ` _" M ,.cl ,�y SA CMS�P q� R 2 s OF CAL1F0 i Allowable Bending Stress FbE 2 FbE FbE 11/26102 33 Slenderness ratio . R led a := 2 RB = 11.2 (after section 3.3.3, page 17, must be less than 50) b KbE := 0.610 (after section 3.3.3, page 16) ' Fb •KbE FbE := FbE = 8805 psi F'b� Basic Fb • CM - Ct • CI • CDi • Crt, • Cr - Cc - Cf R 2 s FbE 2 FbE FbE 1 + 1 + Fbi F'bi Fb d d CLi = 2.6 2 < < 4 1.9 1.9 0.95 b b CL = i (not to be concurrent with volume factor, forced to 1 for this beam) 0.984 0.982 0.978 F :- Basic F- b — b C C- C" • C - C C C C C• C• C M' t i DL Fb ' V' fu ' r c f 0.976 0.965 Fb i= 2292 psi 1 Permanent cm= 1 Fb. 2547 2 Ten Year Mat�a"able� ' d - 0.5 Mat owable = 2929 3 Two Month ct = 1 3184 4 One Week 29738 lb -ft 4075 5 Ten minute Ci 1 33042 5094 6 Impact 37998 41302 • 52867 w - 12 66084 M:= M = 10821 Ib . ft M < Mallowable --»» OK 8 D:\MyValli\Design\Final Calc Wood Design DlNlt4& Nool< BEAM David W. Clark P.E. Tallowabie. Ft • A W. No. C 63211 * Exp.C-3o-0 C ik FOF CA1-\FD Allowable Shear Stress (horizontal shear) Allowable Tension Stress Ct:= 1 Ft := Basic_Ft • CD • CM- Ct- CFt . Ci Permanent CP = 1 Fis-+: f Fv Ten Year 1898 3 Two Month 171 1035 pi > 2s4o ' Permanent 3300 190 1150 2 12 Ten Year Ten Year +t 218 '1322 3 13 Two Month Two Month + 238 '1438,' "" 4 One Week One Week 3oa t�sa� 5 5 Ten minute Ten minute �- :2300 �. �. M• 6 Impact David W. Clark P.E. Tallowabie. Ft • A W. No. C 63211 * Exp.C-3o-0 C ik FOF CA1-\FD Allowable Shear Stress (horizontal shear) Ct:= 1 F„ Basic F„•CD •CM.Ct.Ci.CH Permanent CP = 1 1650 Fv Ten Year 1898 3 Two Month 171 Psi 1 2s4o Permanent CH = 1 3300 190 Impact 2 Ten Year 218 3 Two Month _ 238 4 One Week 3oa 5 Ten minute 38o sI Impact Allowable Compression Stress (perpendicular to grain) Fc_i_ := Basic_Fc i ' CM • Ct • Ci • Cb Cb = 1 Bearing := Fc i_ • b Bearing = 3664 lb V = 3284 lb in Allowable Compression Stress (parallel to grain) Fc := Basic Fc . CDS • CM • Ct . CFc • Ci • CP Fc = CFc = 1 1485 psi 1 Permanent CP = 1 1650 2 Ten Year 1898 3 Two Month 20634 One Week 2s4o 5 Ten minute 3300 s Impact D:1MyVaIllDesignWinal Calc Tallowable = 71609' Ib 79566 91500 99457 127305 159131 V:=w.(Span _d) v = 1.5 • — f„ = 71 psi 71 < Fv —»»> OK Fc -l- = 715 psi Bearingmin V Bearing COM paiiowable. = Fc, • A Compaliowable. _ 102743 Ib' 114159 131283 142699 182655 228319 11126/02 3y Bearingmin = 0.9 in • Wood Design DIN/.A/(r NOo/< f3EA'NI David W. Clark P.E. Allowable Deflection 1= 10.3 ft 1= 124 in K:= 0.5 (after UBC table 16-E, page 2-27) At 240.1/ Oinaz .� 0.52 in A ma�L = — 360 AmaxLL = 0.34 in 11126/02 35 � r• � i . WA tnbuta roof area11 • K • D + LQ (after UBC table 16-D page 2-27 4 Span ����,�� ,..E . 5-w° 14 w° = 600 plf Amax 384E b I Amax = 0.08 in 0.08 in < 0.52 in >>> OK WALL := tributary_roof area . (LL,) (after UBC table 16-D, page 2-27) Span 5 w� l4 .. w� = 384 plf AmaxLL = - w LL I AmaA-L = 0.05 in 0.05 in < 0.34 in >>> OK D:1MyVa11i1DesignlFinal Calc Wood Design David W. Clark P.E. 1/29/03 3(. LVG. A00M W(NDOW WALL HEADEk As Beam Loading D Lr := 18 - psf LLr := 16 - psf tributary_roof area := (Span) • 4848 • ft 2 tributary_roof area • (DLr + LQ W:= Span P:=1750.16-2.ft•w P=;1181b Allowable Bending Stress Slenderness ratio KbE := 0.610 KbE - Erb FbE:= RB 2 [�e •RB.2 b tributary_roof area = 300 ft2 w = 816 pif No. C 632100Exp. CIV OF >k CAI.\F� RB = 12.1 (after section 3.3.3, page 17, must be less than 50) (after section 3.3.3, page 16) FbE = 7496 psi F b BasiC_Fb • CM • Ct • CI - CD • CFb - Cr. Cc • Cf - ( 2 1 FbE 1 FbE FbE + + _ F'b' _ F,b. _ 2.6 2 < d < 4 CLQ 1.9 1.9 0.95 b b (not to be concurrent with volume factor, forced to 1 for this beam) Fbi:=Basic Fb•CM-Ct-Ci•CDi-CL•CFb•CV-C(,•Cr•Cc•Cf Fb� 2248 , psi 1 Permanent 2498;.;, 2 Ten Year 2873 , , Two Month 3123 --3 4 , f One Week ,� ' S Ten minute 4996 6 Impact M:= w-12 + P-(12.5-1.67)•ft-1.67-ft 8 Span D:\MvValli\Design\Final Calc CL = I 0.981 0.978 0.973 0.969 0.954 0.931 CM = 1 Fb , • I Mallowabfe. Ct = 1 d . 0.5 Mallawable. _ 29167 Ib - ft CI = 1 32408 37270 40510 51853 64817 M = 16108 lb - ft M < Mallowable »» OK 'Wood Design Ct := 1 David W. Clark P.E. I_v& RooAA L.-wi N C>ow wAL1- 11 t-7ADE12 Allowable Tension Stress Ft := Basic -Ft CD. • CM Ct . CFt . Ci Tallaaable.:= Ft A Ft1 1 4 1035 psi 1 Permanent 1150 2 Ten Year 1322 3 Two Month 1438 4 One Week 1840 5 Ten minute 2300 s Impact • Allowable Shear Stress (horizontal shear Fc I_ := Basic -Fc -l- • CM • Ct • Ci . Cb Cb = 1 Bearing := Fc 1 • b Bearing = 3664 Ib V = 41821b -- in Allowable Compression Stress (parallel to grain) Fc1 := Basic -Fc • CD • CM • Ci • CFc • Ci • CP Fc = 1485 Ct := 1 F„ := Basic_F„ • CD • CM • Ct. Ci • CH 1 1 F°� i = 171 psi 1 4 Permanent CH = 1 5 190 2 182655 Ten Year , � 218 3 Two Month 238 4 One Week 304 5 Ten minute 380 s Impact Allowable_ Compression Stress (perpendicular to grain) Fc I_ := Basic -Fc -l- • CM • Ct • Ci . Cb Cb = 1 Bearing := Fc 1 • b Bearing = 3664 Ib V = 41821b -- in Allowable Compression Stress (parallel to grain) Fc1 := Basic -Fc • CD • CM • Ci • CFc • Ci • CP Fc = 1485 psi 1 1650 2 1898 3 2063 `tu 4 2640 5 330 6 D:\MyValli\Design\Final Calc Permanent Ten Year Two Month One Week Ten minute Impact CFc = 1 CP = 1 1 TallaNable. _ 716091 Ib 79566 91500 99457 127305 159131 C Span V:=w• 2 d v f,:= 1.5 - A f„=91 psi 91 < Fv --»»> OK Fj:_L = 715 psi V Bearingmin =_ Bearing COmpallaNable Fc • p 1/29103 37 Bearingmin = 1.1 in w:,, F�\ No. C 632111 R' C -3 0/- 1 I COn'1pallaNable 102743 Ib �r 114159 `tu 131283 142699 t 182655 *, , � 228319 1/29103 37 Bearingmin = 1.1 in w:,, F�\ No. C 632111 R' C -3 0/- Wood Design David W. Clark P.E. 1/29/03 L(s, 20OAA WIMDow WALi- i.{ P-ADr--2 38I Allowable Deflection 1= 12.5 ft 1= 150 in K:= 0.5 (after UBC table 16-E, page 2-27) I I Afmax • 240 Amax = 0.63 in O'maxLL 360 4aLL = 0.42 in tributary_roof area - (K - DLr + LLQ) (after UBC table 16-D, page 2-27) W° Span We = 600 plf 5•w°•14 Amax 384E'b -I ... P•1.67 -ft -(12.5 -1.67) -ft -[ Span +(12.5-1.67)•ft] 3.1.67-ft-[Span+(12.5-1.67)•ft] 27 - E'b - I - Span Amax= 0.18 in 0.18 in < 0.63 in >>> OK tributary_roof area • (LL,) (after UBC table 16-D, page 2-27) �+°1,L = Span wets = 384 plf 5 -WALL -14 OmaxLL:= 384E'b - P•1.67-ft•(12.5-1.67)-ft•[Span +(12.5-1.67)•ft] • 3.1.67•ft•[Span+(12.5-1.67)•ft] 27 • E'b • I - Span = 0.t1 in 0.11 in < 0.42 in >>> OK f No. C 632111' ; M • d'� _ `CM1.� gyp' \ CNt1F�� D:\MyValli\Design\Final Calc • • 3? Footings Footing # Max: Rctn q Area Min. Side Plan Call out Ib. Ib./ft.^2 ft.^2 in. per side Al 1760 1500 1.17. 13 24 A2 5020 1500 3.35 22 24 A3 4710 1.500 3.14 21 24 A4 .4770 1500 3.18 21 24 A5 2600 1500 1.73 16 24 A6 2600 1500 1.73 16 24 131 2546 1500 1.70 16 24 B2 4202 1500 2.80 20 24 B3 4202 1500 2.80 20 24 B4 5100 1500 3.40 22 24 135 5100 1500 3.40 22 24 C1 2176 1500 1.45 14 22 C2 2176 1500 1.45 14 22 C3 2600 1500 1.73 16 20 C4 2670 1500 1.78 16 20 D1 4662 1500 3.11 21 24 D2 4662 1500 3.11 21 24 D3 * 50 1500 0.03 2 24 D4 * 50 1500 0.03 2 24 D5 * 50 1500 0.03 2 24 D6 * 50 1500 0.03 2 24 07 * 50 1500 0.03 2 24 D8 * 50 1500 0.03 2 24 D9 2100 1500 1.40 14 24 * Columns at D3 through D8 are not load bearing columns. Corresponding footings drawn on plan sheet 2 of 7, "Foundation Plan," dated 5-3-02, may be reduced to 16" Sq. x 12" depth as drawn on Detail sheet 4, Porch/Patio Edge Footing. No. C 63211 j a {t Exp.(, -3^-O" \� CMI oma/ OF CA1.1F 0 CJ FD. %A.P. LS 3834 PER,R3) 297.72' (R2) 297.56' (M) SEE DETAIL "A" WOVEN & BARB WIRE STOCK FENCE-----o.- IS 2.3' EAST OF PROPERTY LINE r BARB WIRE STOCK FENCE�,._,.�,, IS 0.5 EAST OF PROPERTY LINE It WOVEN & BARB WIRE STOCK FENCE, IS 0.1 EAST OF PROPERTY LINE I .SEE DETAIL "B" FD. 3/4" I.P. LS 2843 3 BASIS. OF ?BE GS 6$ S 89'09'35" W (, 2,D,M) 965.63' (M) 985.89' (R2) -------:----- _____________--------- 326.82' (R2,D) 326.93' (M) 0�- x x x0--- x 0 0 v C� o I co O m I .ti r I I t I I I I I 10' WIDE BY 730' I►•----- P.G.& E EASEMENT PER 2962 O.R. 27 LANDS OF BEDOYA O.R. 90--33878 *10.5167 ACRES GROSS ;�S25 341.35' (R2) 341.14' (M) S26 I 1/4 SECTION CORNER FD. 2.75" TOPPER L.S. 2780 PER (R,R2) SEE NOTE #3 - X - WOVEN & co ccQ C6 BARB *WIRE V LENGTH STOCK FENCEIS S ,. 1.0' EAST 11.0 0:0' L1 OF PROPERTY a vt LINE A v N 78°27'00"E R2 D a L2 it 78028'25"E M o L3 N o a r-1 L3 N 89°55'1.6" W o z WOVEN & z 78'27'00" W BARB WIRE IA STOCK FENCE.,,. 7-890825" W M. IS 1.1 EAST L5 S OF PROPERTY LINE BARB WIRE STOCK FENCE�,._,.�,, IS 0.5 EAST OF PROPERTY LINE It WOVEN & BARB WIRE STOCK FENCE, IS 0.1 EAST OF PROPERTY LINE I .SEE DETAIL "B" FD. 3/4" I.P. LS 2843 3 BASIS. OF ?BE GS 6$ S 89'09'35" W (, 2,D,M) 965.63' (M) 985.89' (R2) -------:----- _____________--------- 326.82' (R2,D) 326.93' (M) 0�- x x x0--- x 0 0 v C� o I co O m I .ti r I I t I I I I I 10' WIDE BY 730' I►•----- P.G.& E EASEMENT PER 2962 O.R. 27 LANDS OF BEDOYA O.R. 90--33878 *10.5167 ACRES GROSS ;�S25 341.35' (R2) 341.14' (M) S26 I 1/4 SECTION CORNER FD. 2.75" TOPPER L.S. 2780 PER (R,R2) SEE NOTE #3 LINE TABLE LINE BEARING LENGTH S 89'59'30"E (R2 ,D) 11.0 0:0' L1 S 8.9°5.5'16"EM ..R 10:9.96' L2 N 78°27'00"E R2 D 221.2.6' :R L2 N 78028'25"E M 221.28' ::Id L3 N 89°59'30" W R2 r-1 L3 N 89°55'1.6" W .M. 12.99' M. L4 S 78'27'00" W M IA S 7-890825" W M. L5 S 89048'39" W 0 L7 N 89048'39" E M' L8 N 78027'00" (EMD) ; L8 N ----3,4,5,D,0' 78028'25"PIM) q4-5-().9' M co co co 01) A a N a O er r1 r-1 C O o z a 0 o z S 89°09'35" W (R,R2.,D,M) 326.93' (M) SEE NOTES #1 0.5194 ACRES m 0 x x x L7 .. FENCE CORNER X ' 5 STRAND BARB WIRE FENCE DETAIL '°A" v N.T.S. BuTrE Co • AEcorzlJt2 X30014 of MAPS (4`) PAGE 77 APN : I-!(-S4i-o2_ i- Eqo ae CQ CQ Z pis I � a N co ig CQ I � W F•a �"I M 1 r I I I I r 14 Ll L3 r LS _,._ -- ----- Ap -'' -DRIVE Ada .------ ------ 60' WIDE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES PER O.R. 88-44086, 1729 O.R. 333 SEE NOTE #2 NOTES: 1) THE OWNERSHIP OF T FENCE SHOWN IN DETAIL ' PAGE 70, IS, AND HAS BE THE BED'OYA LANDS AS PT 37, MAPS PAGE 70. NO AS AS TO THE CORRECTNESS i OR AS TO THE OWNERSH 2) MWAL11 DRIVE AND CAS( OF THAT ROAD MAINTENANCI AT PAGE 442. 3) ADDITIONAL INFOR &IT -11 SECTION 26, TO THE POSE SECTION 26, AND TO THE I THE BUTTE COUNTY SURVEY( 49 AND MC COY MAP "M-4 FD. 3 4 H.P. IS 3634 PER R,R3) 297.72' (R2) 297.56' (M) SEE DETAIL "A" WOVEN & BARB WIRE STOCK FENCE____....,. IS 2.3 EAST OF PROPERTY LINE 3�13 g 93 O �40 g• BASIS OF BE, 6a S 89.09'35" W (R, 2,D,M) 985.63' (M) 985.89' (R2) --------------------------- -------- BARB WIRE STOCK FENCE IS 1.1' EAST OF PROPERTY LINE WOVEN & BARB WIRE STOCK FENCE IS 0.5' EAST OF PROPERTY LINE WOVEN & BARB WIRE STOCK FENCE _.•� IS 0.1 EAST OF PROPERTY LINE i .SEE DETAIL "B" La w FD. 3/4" I.P. LS 2843 326.82' (R2,D) 326.93' (M) L5 x x x 0.--- x _4__—__..___________________ C LINE TABLE WOVEN & 0 CQ BARB ' WIRE 10 10 STOCK FENCE_—_____� S 89'5:9'30" E IS 1.0 EAST Mco OF PROPERTY cn Lo LINE q N r, ,D) R L2 N 78.28'25"E M rl N O p - DRIVE ------ o c 89055'16" W o z WOVEN & z 78.27'00" W BARB WIRE STOCK FENCE IS 1.1' EAST OF PROPERTY LINE WOVEN & BARB WIRE STOCK FENCE IS 0.5' EAST OF PROPERTY LINE WOVEN & BARB WIRE STOCK FENCE _.•� IS 0.1 EAST OF PROPERTY LINE i .SEE DETAIL "B" La w FD. 3/4" I.P. LS 2843 326.82' (R2,D) 326.93' (M) L5 x x x 0.--- x _4__—__..___________________ 10' WIDE BY 730' �E-+�------ P.G.& E EASEMENT i PER 2982 O.R. 27 i i f i i LANDS OF BEDOYA O.R. 90--33878 ±10.5167 ACRES GROSS L4 �Ll CL3 @2 525 341.35' (R2) 341.14' (M) S26 1/4 SEC'T'ION CORNER FD. 2.75" TOPPER L.S. 2780 PER (R,R2) SEE NOTE #3 E- W cn c LINE TABLE C LINE o Z BEARING M LENGTH S 89'5:9'30" E R2 D Mco S cn Lo rl �— N r, 10' WIDE BY 730' �E-+�------ P.G.& E EASEMENT i PER 2982 O.R. 27 i i f i i LANDS OF BEDOYA O.R. 90--33878 ±10.5167 ACRES GROSS L4 �Ll CL3 @2 525 341.35' (R2) 341.14' (M) S26 1/4 SEC'T'ION CORNER FD. 2.75" TOPPER L.S. 2780 PER (R,R2) SEE NOTE #3 E- W cn c LINE TABLE LINE o Z BEARING M LENGTH S 89'5:9'30" E R2 D Ll S 89'5.5'18"E M 10:9.96' �— N 78.27'00"E (R2 ,D) 221.2:68(R L2 N 78.28'25"E M 221.28'( N 89°59'30" W R2 - DRIVE ------ L3 N 89055'16" W .M IA S 78.27'00" W M IA S 78.28'25" W M 21:8 20'. L5 S 89.48'39" W 326.89'.:M' 0 L7 N 89.48'3... " EM 0.89' L8 N 78027'00" R2, D 3.45 00` L8 N78°28'25"E(M) 3+5.09' t co E- W cn c IR co o Z co M M �w ► W A co m a �— A CQ C6 o� •d - DRIVE ------ 0 0 O 0 z 0 0 0 z S 89.09'35" W (R,R2.,D,M) 326.93' (M) SEE NOTES #1 & #3 0.5194 ACRES in Li o cmc L5 x x x x L7 FENCE CORNER x 5 STRAND BARB WIRE FENCE DETAIL '$A" N.T.S. OUTTE Co. AECo2DE/1 r3o0l< of MAPS 1419 PAGE 77 AP I: 41-S4i-oz --'' 60' WIDE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES PER O.R. 88-44066, 1729 O.R. 333 SEE NOTE #2 NOTES: 1) THE OWNERSHIP OF T FENCE SHOWN IN DETAIL ' PAGE 70, IS, AND HMA- BEE THE BEDOYA LANDS AS P't 37, MAPS PAGE 70. NO AS AS TO THE COR-RECTNESS OR AS TO THE OWNER -SH 2) MYVAI,LI DRIVE AND CAS( OF THAT ROAD MAINTENAM AT PAGE 442. 3) ADDITIONAL INFORJdAT SECTION 26, TO THE POST SECTION 26, AND TO THE I THE BUTTE COUNTY SURVEY( 49 AND MC COY MAP "M-4 E- W cn c z .Q CQ� c p; o Z M �w ► W co m �w CQ A CQ - DRIVE ------ --'' 60' WIDE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES PER O.R. 88-44066, 1729 O.R. 333 SEE NOTE #2 NOTES: 1) THE OWNERSHIP OF T FENCE SHOWN IN DETAIL ' PAGE 70, IS, AND HMA- BEE THE BEDOYA LANDS AS P't 37, MAPS PAGE 70. NO AS AS TO THE COR-RECTNESS OR AS TO THE OWNER -SH 2) MYVAI,LI DRIVE AND CAS( OF THAT ROAD MAINTENAM AT PAGE 442. 3) ADDITIONAL INFORJdAT SECTION 26, TO THE POST SECTION 26, AND TO THE I THE BUTTE COUNTY SURVEY( 49 AND MC COY MAP "M-4 r---% �FD. 5/4" I.P. IS 3834 PER (R,R3) r 297.72' (R2) 297.56' (M) SEE DETAIL "A" WOVEN & BARB WIRE STOCK IS 2.3' EAST OF PROPERTY LINE g 9$• 0.0 1$ 0 V-1. BASIS OF BEI 'GS rola S 89109'35" W (R'#R2,D,M) 965.63' (M) 965.89' (R2) ------------------------------------- WOVEN & BARB WIRE STOCK FENCE IS 0.5' EAST OF PROPERTY LINE WOVEN & BARB WIRE STOCK FENCE op IS 0.1EAST! OF PROPERTY LINE SEE DETAIL "B" FD. 3/4" I.P. LS 2843 $26.82' (R,2,D) 3.26.93' (M) 0�—x — x xo— x is., cl, Im co 1-4 Q In' 04o-% 0 P4 00 0) 10' WIDE BY 730' P.G.& E EASEMENT PER 2982 O.R. 27 LANDS OF BEDOYA O.R. 90-33878 ±10.6.167 ACRES GROSS S26 341.35' (R2) 341.14' (M) S26 . . 1 1/4 '•SECTI . ON CORNER PD. 2.15" TOPPER L.S. 2780 'PER (R,R2) SEE NOTE #3 UNE TABLE WOVEN WOVEN & ce cQ CQ BARB WIRE 'w -0 STOCK FENCE S 89'59'30"E" (R2,D) IS 1.0' EAST Ll OF PROPERTY 890-5.5'16"E (M) LINE L2 N 78*27'00"'E (R;a,D) ?21,.2,Q'(R L2 N 78*28'25"E 0 "4 L3 N b (M) L3 N a ,-Z WOVEN & z IA BARB MIRE 78*27'00'* W (M) STOCK FENCE L4 S IS 1.1 EAST (M) _-;Q go' OF? PROPERTY S 8r48,39" W LINE '28 89'.:M' WOVEN & BARB WIRE STOCK FENCE IS 0.5' EAST OF PROPERTY LINE WOVEN & BARB WIRE STOCK FENCE op IS 0.1EAST! OF PROPERTY LINE SEE DETAIL "B" FD. 3/4" I.P. LS 2843 $26.82' (R,2,D) 3.26.93' (M) 0�—x — x xo— x is., cl, Im co 1-4 Q In' 04o-% 0 P4 00 0) 10' WIDE BY 730' P.G.& E EASEMENT PER 2982 O.R. 27 LANDS OF BEDOYA O.R. 90-33878 ±10.6.167 ACRES GROSS S26 341.35' (R2) 341.14' (M) S26 . . 1 1/4 '•SECTI . ON CORNER PD. 2.15" TOPPER L.S. 2780 'PER (R,R2) SEE NOTE #3 0; co 0 0 E7_ S 89*09'35" W (RR2-,D,M) 326.93' (M) .—I SEE NOTES #1 & #S 1�241 0.5194 ACRES co r-: L5 x x X u FENCE CORNER 6 -STRAND BARB WIRE FENCE DETAIL A N.T.S. BOTM CO. AECOIZI)e-k 1300le- of MAPS 1 fy'� PA(,F- 77 A P N , 'Ll 41 - c, 2. E_ UNE TABLE LINE BEARING: LELGTH Li S 89'59'30"E" (R2,D) Ll S 890-5.5'16"E (M) 10.9.961 L2 N 78*27'00"'E (R;a,D) ?21,.2,Q'(R L2 N 78*28'25"E (M) L3 N 8:9°6;9' W (M) L3 N 89°55'W." Lff (M) b IA S 78*27'00'* W (M) L4 S 78-2§'25- W (M) _-;Q go' L5 S 8r48,39" W (M) '28 89'.:M' b L7 N 89•.8' 390 E (M) Le N 78°27'00" 4 R 3. 5., r Q,01 L8 N 11002.8'25"E.(d) 1 1 1- ,k 345.0.9' ( 0; co 0 0 E7_ S 89*09'35" W (RR2-,D,M) 326.93' (M) .—I SEE NOTES #1 & #S 1�241 0.5194 ACRES co r-: L5 x x X u FENCE CORNER 6 -STRAND BARB WIRE FENCE DETAIL A N.T.S. BOTM CO. AECOIZI)e-k 1300le- of MAPS 1 fy'� PA(,F- 77 A P N , 'Ll 41 - c, 2. E_ co .0 V co 013 CQ cQ co cQ X4 b z b z 0; co 0 0 E7_ S 89*09'35" W (RR2-,D,M) 326.93' (M) .—I SEE NOTES #1 & #S 1�241 0.5194 ACRES co r-: L5 x x X u FENCE CORNER 6 -STRAND BARB WIRE FENCE DETAIL A N.T.S. BOTM CO. AECOIZI)e-k 1300le- of MAPS 1 fy'� PA(,F- 77 A P N , 'Ll 41 - c, 2. E_ co .0 V a�rri� CQ cQ DRI --------- — VE ------ DRI 60' WIDE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES PER O.R. 88-440-66, 1729 O.R. 333 SEE NOTE #2 NOTES: 1) . THE OWN"ERSI-RUP OF 7 FENCE SHOWN IN DETAIL ' PAGE 70, IS, AND HMA- BEV THE BEDOYA LANDS AS Pit 37, MAPS PAGE 70. NO ASZ AS TO THE CORRECTNESS i OR -,,AS TO THE OWN:ERISH?. 2)' MWA.W. DRIVE AND CAS. OF THAT ROAD MAINTENANO AT PAGE 442. 3) ADDITIONAL INFORMATI, SECTION 26, TO THE P061! SECTION 26, AND TO THE .1 THE BUTTE COUNTY SUWZY"I 49 AND MC COY MAP "M-4 DRAWN BY, B, RUBANOFF CHECKED:` BVICKLAS DATE: 4-29-02 SCALE: JOB: CLARK SHEET # OF 7 717 j U-- < 0 uj LL. Z > LLJ Lj LLJ 2: Z -1 < < > Uj Li s. F - 7) m DRAWN BY, B, RUBANOFF CHECKED:` BVICKLAS DATE: 4-29-02 SCALE: JOB: CLARK SHEET # OF 7 717 j