Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
069-580-061
069-580-061 02- i 3 yALED BAILEY. CHARLES e 301-IGRCUI_I"SAVE.. OR .: NSF W/GARAGE AILED -061 BY 04-0250 t. BAILE 30 HERCULES AVE,OROV Cont: OWNER I LED RENEWAL OF 03-1304 _ -Qy 1 069-550-061 OS-2971 BAILEY, CHAR-LES 30 HERCULES AVE, OROVILLE Cont: OWNER . v 7 INSTALL -PELLET STOVE � l7 \� 18 Butte ty Department of Development Services. N 0 T E S 7 County Center Drive, Oroville, CA 95965 -7601 nty nqyoos (530) 538-7601 N T I A L APN:Eermit it No. 069-580-061 1-1015-2971 'I Owner: -BAILEY-CHARLES 30 HERCULES AVE, OIROVILLE Site Address: Cont:.OWNER Contractor INSTALL -PELLET STOVE Type of Permit: r VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE .1FILLY 10 G (F DATE JOB FINAD jib SIGNATURE: 'i rF7 SPECIAL CONDITIONS CHECKED BY, SRA FLOOD CERTIFICATE EQUIRED FIRE SPRINKLERS REQUIRED SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER ENCROACHMENT PERMIT REINSPECTION FEE PAID ENV HLTH CLEARANCE .1FILLY 10 G (F DATE JOB FINAD jib SIGNATURE: 'i rF7 = OK = Not OK MANUFACTURED HOMES MISCELLANEOUS DATE PERMANENT FOUNDATION SOFT -SET 1 Zoning -Setbacks -Easements 2 Soils; Special MH Support Sketch 3 Sewer; Loctn-Test; Fall/C/O-Concrete 4 Wtr; Loctn-Test-Easement Needed -Regulator 5 Elec Loctn-Clrncs-Grnd Amp -Concrete 6 Yard Gas; Loctn-Test-Wrap Nat ❑ or LPQ Inch Sz Ft Lngth 7 Blckng; Sz-Spacing-Marriage Line 8 Gas; MH Test-Demand-Valve-Cnnctr 9 Elec MH Cntnty Test-Crossovers -Breakers -CIrncs 10 Drain; MH Test -Fall -Flex Cnnctr 11 Wtr & Sewer Connected -C/O to Grade 12 Gas and Electricity Tagged 13 Tie Downs .Q Foundation Q 14 Exits 15 Cert of Occupancy 16 HUD Label/Insignia Numbers Serial Numbers DATE D E C K S`C O V E R S -CA _RPO R T S `GARAGE S 1 Zoning -Setbacks -Easements 2 Ftgs; Soils -Sz-Dpth-Spacing-CnnctrsSteeI 3 Decks, Girders/Joists-Dcking-Brcing Stairs-Guard/Handrails 4 Wood Awn; Posts -Bea ms-Rftrs-Cnnctrs-Shthg Frmg-Brcng 5 Alum Awn; Columns-CnnctnsSplice-Decal-Enclsrs 6 Carports; Wndws-Doors 7 Electric 8 Frmg; Sills -An chrs-Studs-Rftrs-Trusses 9 Siding; Nailing -Veneer -Stucco -Lath 10 Roof; Shthg-Roofing 11 Ext; Steps -Doors -Landings 12 Braced Wall pnls DATE IPOOLS 1 Setbacks -Easements 2 Soils; Compaction -Structure Stability 3 Pool Structure; Steel -Cnnctns-Thickness Dead Men -Lining 4 Elec Rcptcls/Lting; Distance-GFI 5 Elec Pool Lting; 15 volts-GFI 6 Elec Enclsrs; Conduit Entries -Terminals -Listed 7 Elec Bonding; Metal w/5'-Crcltng Eqp-Htr 8 Elec Grndng; Eqp w/5' Crcltng Eqp-Pool Ightg Bokes-Enclsrs-pniboards-Insultn to Main Conduit 9 Health Dept Apprvl 10 Plmb; Cir Test-Wtr Supply Test 11 Lt Niche 12 Enclsr, Fencing -Alarms 13 Bonding, Diving board or Slide °� Pool Drawing = OK 0 = Not OK RESMENTIAL (Single & Duplex') DATE JUNDERFLOOR DATE IPLUMBING 1 ZoningSetbacks-Easements-Flood-Slope 53 Wtr Htr; Vent-Acc-Cmbstn Air Baffle 2 Ftg Main; Soils-Elec Grnd Ftg Dpth 54 Wtr Pipe; Test & Anchr-Nail Prtctn 3 Ftg Garage; Soils-Steel-Elec Grnd Ftg Dpth. 55 DWV; Test Fittings & Anchr Nail Prtctn 4 Ftg Porches/Decks; Soils -Steel Ftg Dpth 56 Shwr Pan; Test, First fir -Tub Acc 5 Stemwalls Main; Steel-Blockouts-Wrapped 57 Test Tub & Shwr, 2nd flr - Tub.Acc 6 Stemwalls Garage; Steel-Blockouts-Wrapped• 58 Gas Pipe; Sz & Anchrs 69 Hold Downs and Special Anchrs 59 Fire Sprinkler; Test 7 Slab, Steel Wrapped 60 Yard Gas Piping 8 Piers-Frplc Ftg-Steel 9 DWV; Fall -Fitting -Test -2 -way CIO -Sewer Test 10 UF, Gas Pipe; Sz Anchrs-Sz Test�c 1.1 Wtr Pipe; Test-Anchrs-Rgltr-Service Test 12 Elec Undrgrnd DATE M E C H A N I C A L 13 Plenums & Ducts; Clrnc-MaterialSupport-Insultn 61 AC Ducts Insulin & Support 14 Girders -Si lls-Anchr Bolts Joists-Vnts-Cripples 62 Vent Fan, Exhaust abv Insultn 15 Acc & Vntltn 63 Condensate Drain & Ovrflw, Sz & Grade 16. Insulation 64 Furnace -Vent Acc-Comb Air Rtrn/Vent 115 Outlet 65 Attic Acc & Pltfrm if Furnace in attic 0'`0 0` °a 1 A S DATE IFRAMING 17 Sills Proper Materials & Anchrs DATE IFINAL 18 Walls Studs -Nailing Spacing & Braces -Plates -Sound 66 Ext Steps -Door & SideLt Prtctn-Landings 19 Bearing Walls over Girders & fir Nailing 67 Smoke Detector 20 Draft Stop in Walls (rat proof) 68 Furnace Vnts-Clrnc-Comb, Air-Cnnctr 21 Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs In Garage; abv-flr-Ducts-Mech Prtctn 22 Headers & Beams-Sz & Bearing 69 Bedroom Exiting 23 Hangers -Post Caps-Anchrs-Cnnctns 70 GFI & Bath Fxtrs & Tub Acc-Spa 24 Ceiling Joist-Rftr Ties-Purlin-Roof Brac-TrussShthg 71 GFI Arc Fault 25 Frpic Ties or Type A Flue-Frpic Throat Clmc 72 Elec Trim & Subpnl, Breaker Szs & Labels 26 Attic Acc; Sz & Rmx Prtctn-Draft Stop -Ins Baffles 73 Stairs, Guard/Handrails 27 Bdrm Wndws or Exiting Doors -Sill Ht & Dimensions 74 Frplc or Stove, Cimc-Hearth 28 Garage Fire Prtctn Framing -RC Channel 75 Elec Outlets at Wood Pnl, Int & Ext 29 Prprty Line Firewall & Opngs 76 Ktchn, Fxtr & Appinc; Grnd-Air-Gap-Cooking Clmc 30 Ext Doors -One 3' -Check Garage 3rd Story, 2 Exits 77 Elec Outlets & Rcptcls at Ktchn Counter 31 Stairs; Width-Hdrm-Rise-Run-Landing-Fire Prtctn 78 Garage Fire Door; Swing -Landing -Closure 32 Plywd on Roof Ovrhng-Attic Vnts-Rftr Outrgrs 79 AC Duct in Garage -Damper 33 Siding -Nailing Veneer 80 Wtr Htr; Vnts-CImc-Com Air Cnnctr-PRV; abv fir 34 Stucco Lath -Weep Screed-Fndtn Vnts-Undrflr Acc Mech Prtctn; LPG Appince Undr House 3" drain 35 Glazing Area -Glass P rtctn-SkyLts -Plastic 81 Plmb; Elec & Mech Eqp Listed for Loctn 36 Shear Walls; Nailing -Bolts 82 Elec Rcptcls in Garage (GFI) Romex Prtctn 37 Brace Int/Ext Wall pnls 83 Insultn-Foam-Looked in Attic 38 Insulin -Walls -Ceilings 84 Guard Rails & Deck Cnstrctn-Post Caps 39 Infiltration-Walls-Wndws 85 Fndn Vnts & Crawl Hole Door Drnge & Wood -Earth 86 Clrnc Drnge Planters ❑Yes ❑No 87 Stucco Brown -Finish 88 AC Unit Dscnnct, Elec-Plmb 89 Vnts abv Roof, Plmb-Appinc-Frplc-Clrnc to Opngs DATE JELECTRICAL 90 Wtr Well, Dscnnct, Elec, Pimb 40 Fxtr & Trnsfrmr Clmc4ns Prtctn 91 Ext Elec Trim, GFI Rcptcl-Undrgrnd 41 Elec Rcptcls Spacing-Lts & Switches at Doors 92 Vntltn thru House 42 Sz Boxes & No Of Cndctrs Stapled 93 Glass Prtctn 43 Romex Installed Close to Edge of Studs & CJ 94 Corrections from previous Inspctns 44 Eqp Grnd made up w/Mech Fstnrs 95 Gas Test -Meters Tagged, Gas-Elec 45 Grndng Electrode Bond Gas & Wtr 96 Wtr & Sewer Cnnctd-C/O to grade -HD Apprvl 46 2 Appinc Cires in Ktchn & Cndctr Sz GFI 97 Energy Cmpinc Cert -Other Certs 47 Subfeed Wire Sz ga ❑ CU or ❑AL 98 Address Posted AC Wire Sz ga ❑CU or ❑AL 99 Fire Sprinkler 48 Range Circ Ba ❑ CU or ❑AL Oven Circ ga ❑ CU or ❑ AL Insulated Neutral ❑Yes 0 N 49 Service -Riser Cndctrs & Grnd Main Dscnnct 50 Eqp Cimcs pnls-Motors-Mech Eqp 51 Clothes Closet Lt-Shwr Lt -Spa Lt 52 Smoke Detector m` o'er m o'er o` BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #; (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BPO52971 A r aiiilrlinn Pormil n1-1R_nd nn 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date: 10/31/2005 APN: 069-580-061-000 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. Site Address: 30 HERCULES AVE ORO License Class : License Number: Map Index: Date: Contractor: Description: PELLET STOVE INSTALL(NE" OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 ' Business and Professions Code: Any city or county which requires a Owner: BAILEY CHARLES B & BEVERLEY N permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of 4380 LADNER ST the Contractor's Stale License Law (Chapter 9 commencing with Section FREMONT, CA 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom -and the basis for the alleged exemption. Any 94538-2838 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): 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 (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not.apply to an Applicant: BAILEY CHARLES B & BEVERLEY N owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for 4380 LADNER ST sale. If however, the building or improvements' are sold within one FREMONT, CA year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of 94538-2838 sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Prgfessions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). Contractor: ❑ I am Exempt under Article 3 of top Bus' ess and Profess ns Code Dale:, Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for License #: 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 Architect: required by Section 3700 the Labor Code, for the performance of Engineer: the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Policy#: Total Square Ft: 0 S. F. Iii I certify that in the performance of the work for which this permit is Valuation: $0.00 issued, I shall not employ any person in any manner so as to Census Code: become subject to the 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 forthwith comply with those provisions. Date: l �— Applicant: WARNING: Failure to secure workers' compensa ion coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees./ / U TT i- h (%:3Z— %f [ CONSTRUCTION LENDING AGENCY Thispermit is hereby issued under the a ble provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the Resolutions t, do work indicated abov for w ich fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) P \ I Name: B y Date: Address:(D 1 PERMIT EXPIRES ON:_ �CJ te) ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purposes. Print Name::0— fiA RL 612 C Signature: Date: Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor A r aiiilrlinn Pormil n1-1R_nd nn 1 NOTES RESIDENTIAL 4 - 069-580=061 :02-1304 j PERMIT NO. BA`ICEY; C1-IARLES '30 HERCU'-ES AVL., OROVILLE. - 'NSF W/GARAGE Y 4 + ~ •. � _ 1 . - 1. i �[. � , r. • IG ' f• SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER t - r SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 - CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICA TION "PLEASE PRINT CLEARLY" OWNER Last Name9A i Le — irs ALI ,l_.J Address city V R ® LLt� Stated A Zi g6,cy6 f l0 Phone `/ 07/ Fax E-mail CONTRACTOR Name Q Lu Aj -p— Address Address City State Zip Phone Fax E-mail Lic. # Class APPLICANT NAME ARCHITECT/ENGINEER Name Address Address City City State State Zip Phone Fax Fax E-mail Map Book State License Number APPLICANT NAME n Name C- Ni� RL✓.s Zoning Address Flood Zone City SRA I State Zip Phone Name Fax E-mail % APPLICANT SIGNATURE I X For office use only: AP# r �5'� Zoning City Flood Zone WORKER'S COMPENSATION SRA I Yes I No Occ. Name Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT NO. ''-Z "/ 171BP BIN # LOCATION AP# r �5'� Property Address 30 e ccv Le Av2 lokoVItLe, City Cross Street e G A -L ( X WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address OVER FOR SUBMITTAL REQUIREMENTS Ll K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 Description or Scope of Work: Sq. Footage ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Reg Mied by: Amount: 1 Z�Bldg SRA Receipt #: V�(�� Sheriff c#� SMIP Date: Other Total REV 6-16-04 SUBMITTAL REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply fora permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. Residential, New, Remodels, Additions, and Accessory Structures: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPH PAPER! ❑ 2. 3 Complete sets of plans, signed by the preparer. NO GRAPH PAPER! OR 3 Sets Engineered plans (if required) with wet signature on plans AND 2 sets of stamped and signed ❑ 3. calculations. , ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation. (Note: Not required for additions to ❑ 7. mobile or modular homes) ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Detached Accessory Building Form, filled out by the property owner (if required). ❑ 8. Sanitation and site plan approval from the Environmental Health Department.. ❑ 9. Metal Buildings: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate, (D) Floor plans in triplicate, All of these must be stamped and wet -signed by the engineer. Mobile, Manufactured, or Modular Homes: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPH PAPER! ❑ 2. 2 Data sheets and installation instruction manual. ❑ 3. 2 Marriage line information. ❑ 4. 2 Floor plans. ❑ 5. 2 Engineered Tie Downs or Foundation plans. ❑ 6. Sanitation and site plan approval from the Environmental Health Department. ❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required). Commercial, New, Additions and Remodels: ❑ 1. 4 Site Plans, signed by the preparer. NO GRAPH PAPER! ❑ 2. 4 Engineered plans with wet signature on plans AND 2 sets of stamped and signed calculations, with code analysis. ❑ 3. 2 Engineered truss details and layouts (if required) (NO FAXES!). ❑ 4. Letter from Engineer or Architect for truss design review. ❑ 5. 2 Energy compliance design and supporting documentation (if required). ❑ 6. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 7. Statement of Intent for Non -heated and A/C (if required). ❑ 8. Metal Buildings: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate, (D) Floor plans in triplicate, All of these must be stamped and wet -signed by the engineer. ❑ 9. Letter of intent. ❑ 10. Hazardous Material Form. ❑ 11. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530) 538-7541. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 6-16-04 V= OK 0 = Not OK - =Not Applicable = Not Real MOBILE HOMES Dame ' MOBILE HOME UTILITIES (Plans) OK except #'s Zoning Requirements -Setbacks -Easements 1. _Zoning Requirements -Setbacks -Easements 3. 2. Soils; Special MH Support Sketch Electricity; MH Test -Crossovers -Breakers -Clearances 3. Sewer; Location -Test -Fall -C/O -Concrete 6. 4. Water; Location -Test -Easement Needed (Sketch) Water and Sewer Connected -C/O to Grade -HD Approval 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" 1-11. / /'Nat. or/ /"L"ft./ /'LPG 7. Well Clearance & Disconnect 8. Utilitv 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 12. Permanent Foundation Only; License Decal 9. Siding; Nailing -Veneer -Stucco -Mesh -. 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- RtIrs.-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 FINAL (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-GFI 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- Enclosure s- Pan elboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ✓ = OK 0 = Not OK - = Not Applicable = Not Ready RESIDENTIAL Date Card B-1 Date Card B-1 derfloor (Plans) OK except #'s ME ANICAL (Permit) OK except #'s Zo 'ng -Setbacks -Easements -Flood -Slope 4Zeftg., Ft Main , ; Soils-Elec. Grnd.-/ r Ftg. Depth Garage; Soils-Steel-Elec. Grnd.-/ r Ftg. Depth uyr/ace-Vent Access -Comb. Air -Return Air Vent 115 outlet 4. Ftg., Porches & Decks; Soils -Steel-/ r Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel -Blackouts -Wrapped Date 6a. Hold Downs and Special Anchors (Permit) OK except #'s 7. Slab, Steel -Wrapped iers-Fireplace Ftg.-Steel ti `j) _ ;L%!6W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test T1 LL-011er Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. S112 uders-Sills-Anchor Bolts-Joists-Vents-Crippies V5 -Access & Ventilation 16. Insulation Date S Z D-2, Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date P UMBING (Permit) OK except #'s W�terHtr.; Vent -Access -Combustion Air Baffle Wat ipe; Test & Anchor -Nail Protection 9 W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access ZR%as Pipe; Sixe & Anchors Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s FixtLkw'& Transformer Clearance -Ins. Protection le eceptacles Spacing -Lights & Switches at Doors iz�Boxes & No. of Conductors Stapled UA-fiornex Installed Close to Edge of Studs & C.J. r15Equp Ground made up w/Mech Fasteners -Bond Gas & Water 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI SuPee d Wire Size /,7 / ga. r AI-A.C. Wire Size/ / ga Cu or At Q.qAange Circle / / ga Cu r AI -Oven Circ. / / ga Cu or AI Insulated Neutral es O No 31. Service -Riser Conductors & Ground Main Disconnect 32. Equ' . Clearances Panels-Motors-Mech. Equip. s Closet Light -Shower Light -Spa Light 4 Smoke Detector (Single & Duplex) Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ME ANICAL (Permit) OK except #'s .C. ucts Insulation & Support 36. nt Fan, Exhaust above insulation 37. Cong ate Drain & Overflow, Size & Grade uyr/ace-Vent Access -Comb. Air -Return Air Vent 115 outlet 3aXttic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date (Permit) OK except #'s S' roRAMING per Materials & Anchors Studs -Nailing Spacing & Braces -Plates -Sound i . Bearing,Walls over Girders & Floor Nailina s, Furred Ceilings -Stairs -Chasers -Tubs & Beams -Size & Bearing Date /FRAMING (Continued) ' anger -Post Caps -Anchors -Connectors g. Joist-Rftr. Ties-Purlin-Roff Brac.-TrussIShting.-Rfng. 48. Fireplaces or Type A Flue -Fireplace Throat Clearance 4* AgieApens; Size & Romex Protection -Draft Stop -Ins. Baffles 50e-garm. Windows or Exiting Doors -Sill Ht. & Dimensions 94 Fire Protection Frami 52. Property Line Firewall & Openings &ors- ne 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; th-Headroom- Rise- Run- Land ing-Fire Protection pod on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. g Area -Glass Protection -Skylights -Plastic Shear Walls; Nailing -Bolts 60. Brace Interior/ xterior Wall Panels 61. Insulatio i ings 11- 62. Infiltration -Walls -Windows Date and B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date INAL (Plans) OK except #'s xt. ps-Door & Sidelight Protection -Landings 64.joyroke Detector mace Vents -clearance -Comb, Air -Connector - In rage; Above Floor-Ducts-Mech. Protection m Exiting A of 8 Bath Fixtures & Tub Access -Spa lec. Trim & Subpanel, Breaker Sizes & I abgls 6666e4s & Rails •Zi— Fireplace or Stove, Clearance -Hearth 7,U-Ilec. Outlets at Wood Panel, Int. & Ext. 72,.Yerr Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73,,,EV-c. Outlets & Receptacles at Kit. Counter 74�- arage Fire Door; Swing -Landing -Closure 7§,.A -C. Duct in Garage -Damper 7A--Wt—r. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in age; Above Floor-Mech. Protection A., Elec. & Mech. Equip. Listed for Location lec. Receptacles in Garage (F.F.I.)-Romex Protection 7%Xnsulation-Foam-Looked in Attic 80c"Guard Rails & Deck Construction -Post Caps 8j.,00Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth CI arance Looked under Floor ❑ Yes 8200OF'ollowing Instld./Drive i f -s J No/Walks J No/Planters Ye J No 83. Stucco Brown -Finish 8 '. .C. Unit Disconnect, Electrical -Plumbing 85_�Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 'V&.—W&ar Well, Disconnect, Electrical, Plumbing 87 xterior Elec. Trim. G.F.I. Receptacle-Underaround 84woWetilation Throughout House 8 lass Protection Corrections from Previous Inspections 9 as T -Meters Tagged, Gas -Electric 92,, er & Sewer Connected -C/O to Grade -HD Approval Certificate -Other Certificates .--9W-'RUUress Posted Date Card B-1 Date Card B-1 Date 1,1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION • " 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-75411 LRi�l? talo• (Rev. 12/96) APPLICATION AND PERMIT l/JJ _ 1/MVL ASSESSO RPARCEL NUMBER 069-580-061 ZONING ATI -1 BUILDING PERMIT OWNERTELEPHONE BAILEY CH,,RLES 510_6_57-6584 SO. FT. OCC. BUILDING VALUATION 1535 R 82 890.00 OWNER'S MAILING ADDRESS 4380 LADIFER FREMQiU CA 94538 662 U 11 916.00 CONTRACTOR'S NAME OWER TELEPHONE 391 open 2;737.00 312 COV 4056.00 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $1.01 599 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $646.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $420-2-1 su�,DI�I .SVG ��E`s ULES AVE. y OROVILLE Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 0,00 USEOFSTRUCTURE Xg SF t9 Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.001 Each gas water heater or vent 15.001 TYPE OF WORK New )C] Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NSF Til/GARAGE Gas piping system 1 - 5 outlets 15.00 15 00 Building sewer 15.0015 oo Mobile Home I S I G W 920.00 PERMIT FEE S ELECTRICAL PERMIT lFiOng-Feel 20.00 Main Service .OA OR LESS 23.00 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. License Class Lic. No. OWNER -BUILDER DECLARATION hereby affirm under penalty of perjury that I am exempt from the Contractors License Lawj the following reason: �- IFF] 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. ❑ I am exempt under Sec. Business and Professions Code for this reason Mein Service zoo. TO 1000A 46.00 NEW CONST. DWE]lINO OCCUP. SO gOU OR ADDNS. ( .ACC. BLDS. 3.5¢x. R.,MULTI-OtmFT g7.50 =R.,. POWER APPARnrus 8 SINGLE OUTLET CIR. 20 Q 1.00 Ex. Occup. OUTLET OR FIXTURES BAL. Q .50 FIX.I Ex. Occup. ounFrs PR=.oEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE $119. 90 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 MECHANICAL PERMIT Fling Fee 20.00 - Heating 15.00 Cooling Hood 6.50 6.50 Ventilation 4.50 4.90 PERMIT FEE $ 61 00 Policy Number he above sections need not be completed if the permit is for work of a valuation one hundred dollars ($100) or less.) Zertify 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 forthwit comply ith those provisio ^ X A Date �� 02 d �os Signa re of --Applicant - ❑ Owner ❑ Cc for ❑ Agent An OSHA permit is required for excavat ns ov r 5'0" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 occ R3 U CONST. TYPE VN TOT EE $ J 486, HAZ. D. FEES IM OD DF PAR PD p SUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work inr which fees have been paid. BM Date PERMIT EXPIRES ON 11-7101- ate Receipt No. P CT R GOLDENROD-APPCANT WHITE-D.D.S.- ANAVi E ' -PINK-INSPECTOR LI . ' . - .. - - .' .. �j � . r t t nf, � .. ., � � . f .. ,� � � s .. � y , , s .. .. � � _ ` � ; � r � .. . .N � � � �j .' r t t nf, � .. ., � � . COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-754 PERM T APPLICATION AND PERMIT ���`/J��L 'f SESI04P^AcnNUMBE" ZOM"° J� BUILDING ER I _ - 5R) -� C�� , 00 ! c"NEA 1�7� rE E u SO. Fr. I OIr-CC. BUIL ING VALUATION I "7 /1 .. ry - TELEPHONE Fireplace I I Total Valuatlon S LICENSE NO Filing Fee L+�1kE21D6� VIL1_4gC� ® U_ L3rN0. jjl 1 I SUeONSONS NAME �G.— 11' 15 I�! — 8 PARCEI ( �/1 USEOFSTRUCTURE IZO�C- SF b( Duplex O Mobilehome ❑ Other s PEC IFv t TYPE OF WORK 1 :tiew Addition ❑ Remodel O Utilities ❑ Installation ❑ Other O _ Describe Work: _ I *PSUAI ' FEE PA30 SRA SHERIFF OTHPt AA0k* -T RECEMb •err N,kuee �S?03 * TO " wr sotto coMwrea Permit Fee 4 (,S $ Plan Checking_Fee Zo. S Energy Plan Checking Fee $ S PERMIT FEE 3� PLUMBING PERMIT Each Trap CY Solar or heat pump water heater Water piping i Each gas water heater or vent —t1 Gas piping system 1 - 5 outlets I Building sewer Mobile Home I S I G I W` PERMIT FEE I S ELECTRICAL PERMIT I Main Service mOOOVrul OORR JLEsSSS ! Main Service -- TO I—. NEW CONST. Ow'SLING OCCUP. OR ADONS. ( L ACC. SLOS. i SINOLE OUTLET CIR Ex. Occup. ( OUTLET OR FOrrURES EX. Occup.FO(EO "EO APP OR (ovnETs tREs o.l EJL Temporary Service Mobile Home Facilities Misc. Wiri z_0 C: i_ing Fees 20.00 ? 00; rA 23.011 I S.00i iS'Lo 15.001__LO t 5.001 15.0015: _ 920.00' Filing Fee; 20.0-3 23.00 5F� 46.00' _ 3.5csc;+ fT.; (P7.50; i a • 23.00: 20.00' 23.00 PERMIT FEE S n ft A _ MECHANICAL PERMIT Filing Fee 1 20 C. Heating CoolingS 1JL Hood 6.50 Ventilation I 4 Sn• 11 ' 7i PERMIT FEE I S Mobile Home Installation Fee $ Energy Inspection Fee $ 2XGG) d I CONST. ITO,TAL FEE $ HA Z. oo. I COF 6& 1 1H0 ssL= V l I This permit is here y issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Re;.eiptNo•PERMIT EXPIRES ON WHIYE-0.0.3.-9.0. CANARY -ASSESSOR PINK -INSPECTOR OOLOENROO•APPLICANT Date __ 0` 1ER S��77y�yM ILINO ADOAESS COM RAC TOq S tM4E -U COrRRACTCRS MAIUNO ADOPESS 1 C3NS rauCTiON LENOEA at ;DEA S kWUNG ADORESS APCHrTECT OR ENGINEER ARCHITECT OR ENGINEERS WULING AOCRESS B�ILOING AOORESS _"_ TELEPHONE Fireplace I I Total Valuatlon S LICENSE NO Filing Fee L+�1kE21D6� VIL1_4gC� ® U_ L3rN0. jjl 1 I SUeONSONS NAME �G.— 11' 15 I�! — 8 PARCEI ( �/1 USEOFSTRUCTURE IZO�C- SF b( Duplex O Mobilehome ❑ Other s PEC IFv t TYPE OF WORK 1 :tiew Addition ❑ Remodel O Utilities ❑ Installation ❑ Other O _ Describe Work: _ I *PSUAI ' FEE PA30 SRA SHERIFF OTHPt AA0k* -T RECEMb •err N,kuee �S?03 * TO " wr sotto coMwrea Permit Fee 4 (,S $ Plan Checking_Fee Zo. S Energy Plan Checking Fee $ S PERMIT FEE 3� PLUMBING PERMIT Each Trap CY Solar or heat pump water heater Water piping i Each gas water heater or vent —t1 Gas piping system 1 - 5 outlets I Building sewer Mobile Home I S I G I W` PERMIT FEE I S ELECTRICAL PERMIT I Main Service mOOOVrul OORR JLEsSSS ! Main Service -- TO I—. NEW CONST. Ow'SLING OCCUP. OR ADONS. ( L ACC. SLOS. i SINOLE OUTLET CIR Ex. Occup. ( OUTLET OR FOrrURES EX. Occup.FO(EO "EO APP OR (ovnETs tREs o.l EJL Temporary Service Mobile Home Facilities Misc. Wiri z_0 C: i_ing Fees 20.00 ? 00; rA 23.011 I S.00i iS'Lo 15.001__LO t 5.001 15.0015: _ 920.00' Filing Fee; 20.0-3 23.00 5F� 46.00' _ 3.5csc;+ fT.; (P7.50; i a • 23.00: 20.00' 23.00 PERMIT FEE S n ft A _ MECHANICAL PERMIT Filing Fee 1 20 C. Heating CoolingS 1JL Hood 6.50 Ventilation I 4 Sn• 11 ' 7i PERMIT FEE I S Mobile Home Installation Fee $ Energy Inspection Fee $ 2XGG) d I CONST. ITO,TAL FEE $ HA Z. oo. I COF 6& 1 1H0 ssL= V l I This permit is here y issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Re;.eiptNo•PERMIT EXPIRES ON WHIYE-0.0.3.-9.0. CANARY -ASSESSOR PINK -INSPECTOR OOLOENROO•APPLICANT Date __ COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER:��/-ktF�AN�ZFVFf?a?Z1 �ASSESSORPARCELNUMBER O� . 6v— Proposed Building Use: R FS 10 r (l 1'^'t Counter Technician: Date: >' Item 'required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1. Plot plans, 3 or 4 sets, signed by the preparer of the plans. 1/2. Complete plans, 3 or 4 sets, signed by the l reparer of the plans. V� Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ^/. Engineered truss details and layouts in duplicate. No faxes! lQ 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. r ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. e (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 8.. ;Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9 - Pl'otiplan and business license approval from the City of Biggs .................................... ❑ 10.1,11'Lett6,,of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... F1 11 Pn7arrinnc Mntarinl Fnrm ❑ 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) R(14. Fees as shown on the attached Schedule of Fees Due Sheet ......................................... ` *_/,I Statement of Intent for Non -heated and A/C Buildings..................................i.../��{j Sanitation and plot plan approval from the Environmental Health De in in L�.V RCity of Chico Plumbing permit ........................:... ............ ......J 8. California Department of Forestry plan approval paid. Sent by:�': .. * . .. Planning approval for (A) Use: O K (B)Parking: (C) P r6el1heck'r�`?Z'3w- Q�L 0. Contact Land Development about ❑ Improvements, ❑ Drainage.... ...... ... r ' t ' ►' 1 Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). 6i0 S ❑ 22. Pre -Inspection for required ................ 5 oz. ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ..❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26: Letter of Signature authorization.................................................................... 7. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ f ❑ 31. Other: _' 4.�n Y� When issued Teleohone and hold for pickup. I have been informe f the above items and requi ements for obtaining a building perm' Applicant: Date: ' V 1. Index permit application for the above items numbed:Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the ab ve data by ❑ phone, ❑ mail, ❑ cy Date: Plans reviewed by: Ci Date: Q2. Plans approved by: Date: Structural reviewed by: Date: effio Z Structural approved by: Date:�Z� Note transfer by: Date: Yellow: Building Division N ' COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER. —" PROPOSED BUILDING USE_?3��r 1. BUILDING PERMIT FEES , --Balance Due ........................................................ $ --Additional Fees Due ............................................ $ --Additional Fees Due ............................................ $ --Revised Plan Checking Fee .......................... :...... $ r Y-2. SCHOOL DISTRICT FEES "L (paid at District Office) G IOen o . QGvn er �� "o3 ' SHERIFF FEES (paid at Building Division) Residential .................................... x $360.00 = $� Units Commercial (sq. ft.) ...................... Sq. ft. 4. URBAN AREA FEES Residential ............................ x # Units Commercial (Sq. ft.) ............. x Sq. ft. x $0.03 = $ ` Amt. Amt. 5. RECREATION DISTRICT FEES 6. THERMALITO DRAINAGE DISTRICT FEES "4$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. # — VIJ y�%31 DATE RECEIPT # DATE REC. 3s3�t� �a- 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 the plan checking process. APPLICANT 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 been 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 - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) ' BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM "...# (One form per Building) t School District flfy d c SCV j(l u C Building Department No. ' I A.P. Number ��� �� u —0' Jurisdiction: city �(! Property Owner Property Location/Address Subdivision H ercckf e Prvf-,. V-av/'/t e_ Lot No. ................................................................................................................. . Residential Development © Sq. Footage No of Living Mobile Home Addition/ *Supplemental to Units Installation Conversion Permit # *(No foundation inspection): Commercial/Industrial t New Addition } Building Department Representative t dans reviewed by School District Personnel) /535 - (Group R) Sq. Footage (Including Exterior Roofed Areas) Date ' District Identification No. School District certifies that„���J� (Applicant) (Street Address) (Phone Number) (City) (State) (Zip Code) p has complied with the requirements of Resolution No.—�joZ /� by payment of $ representing Nj�3S' square feet. AB 2926 $ FULL MITIGATION $ School District Representative Date Paid by Check rr Remarks: 9a - yaahz Notice: You may protest the imposition of the fees identified above by submitting a written protest to (he 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 California 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 (10/981dmm 0 COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES • 411 Main Street • ChicoACA • (530) 891-2751 7 County Center Drive • Ordville, CA • (530) 538-7541 CORRECTION NOTICE 0,11,0 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 comp' ted. If you have`any questions pertaining to this matter, or need additional explanation, ple contact this office immediately. A111..[ ->0M 1/4 R t, t { if Date 7 2 " Inspector @ \ 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 J 6/ 1(i� ,- 13Uy OW E1 R—� PERMIT NO. A routine inspection indicates4hat the following violations of butte county Ordinances exist at the I bove 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 off ce immediately. 1> { es i7 (e/n/ i ' _ l /#%Z1 -, -1/,/ / rRGrD� - /// rlti. il++•.�.._-- .f rwr.�Aw.r- �s....-- '1vi. a.,`.= an r a .-.- { ' . COUNTY OF BUTTE i 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 OWNER PERK41T 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 u completed. If you have any questions pertaining to this matter, or need additional explanation, ,} please contact this office immediately. 4�1� ♦ ��Gd� .�/ 5 �/r c rXl F�41 L-- } S e f:. Date Inspector REV 10/92 �� R-.rY .,,yti,�sfi.;y-..,��.rvV'N �'w-.T.rv'r.•"�..%i�r TiT s COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES �I 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 r CORRECTION NOTICE 2 -- 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. 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 , 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. /Le2c� x 4—:11 usti vl . e ti2,6 L x Date .ell,,Inspector REV 10192 4 , ' � 1 F NOTES RESIDENTIAL PERMIT NO. z 069-580-061 04-0250 -��.oy � � c3. ..� :-��` � - — *BAILEY � � . • ��� ' : r ""...' _ 30'HERCULES AVE, OROVILLE L © — Cont: OWNER " ,'t' ? RENEWAL OF 0A-"1304 I ISPECIAL CONDITIONS I CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY Address " W�• 4�. GAS C Meter By— Datev I rPTRlr- M2 ELECTRIC Meter By Date. ' JOB FINALED (Date) Signature J=OK . 0 = Not OK Not . NotReadyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch. 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5.. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6.. Gas; Location -Test -Wrap;-/ P' L 'ft. / P Nat. or/ P' L "ft./ P LPG 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 1. Card B-1 Date Card B-1 Date 3. Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. 1. Zoning Requirements -Setbacks -Easements Electric 8. 2. Footings; Size -Spacing -Marriage Line Siding; Nailing -Veneer -Stucco -Mesh 10. 3. Blocking Ext.; Steps -Doors -Landings 12. 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-GFI 5. Elec.; Pool Lighting; 15 Volts -GF] 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 UNDERFLOOR (Plans) OK except#'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" 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 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. 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-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test 72. Elec. Outlets at Wood Panel, Int. & Ext. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral 0 Yes 0 No _ 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector -eT�yater Well, Disconnect, Electrical, Plumbing Date 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 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Date 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBerYM& Crawl Hole Door Drainage & Wood -Earth Clearance Looked'Vnder Floor 0 Yes _ 83. Following Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No 84. Stucco Brown -Finish A.C. Unit Disconnect, Electrical -Plumbing 1�-nts Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings -eT�yater Well, Disconnect, Electrical, Plumbing WExterior Elec. Trim, G.F.I. Receptacle -Underground 8,%. -Ventilation Throughout House 99/Glass Protection 9J!Corrections from Previous Inspections 9-, ,Gas Test -Meters Tagged, Gas -Electric 9Pe Water & Sewer Connected -C/O to Grade -HD Approval IV Energy Compliance Certificate -Other Certificates Address Posted "9a, a Sprinkler Date Ot Card B-1 ' Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Insulation Certificate • ��01 �4 MR i BUILDING LOCATION: Description of Installation ROOF Material Thickness (inches) BUILDING PERMIT #: Brand Name Thermal Resistance (R -Value) CEILING // BaBlanket Type �O Brand Name Thickness ('orches) /Z Thermal Resistance. -(R -Value) — Loose Fill Type Brand Name Contractor's minimum installed weight/ft lb Minimum thickness inches Manufacturer's installed weight per square foot to acheive Thermal Resistance (R -Value) EXTERIOR WALL Material Brand Name Thickness (inches) Thermal Resistance (R -Value) — RAISED FLOOR,p Material Brand Name Thickness (inches) Thermal Resistance (R -Value) SLAB FLOOR Material Thickness (inches) Width (inches) FOUNDATION WALL Brand Name Thermal Resistance (R -Value) 11 Material Brand Name - - —_ al Resistance (R -Value)— Thickness (tnches)� - �-- - ---- - Declaration I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Building Energy Efficiency Standards for new residential buildings contained in Title 24 of the California Administrative Code. neral Contrax Li nse Number Signature and Title Da Sub -Contractor (Insulation InstaUer) Signature and Title License Number Dace THIS CERTIFICATE MUST.BE PROVIDED TO THE BUILDING DEPARTMENT PRIOR TO FINAL INSPECTION APPROVAL AND A COPY SHALL BE POSTED WITHIN THE BUILDING. JANUARY 1993 'A0111,III WK61a 49Cd BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES I 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 I r CORRECTION NOTICE y- v C.> 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. Dat v d Inspector = 1 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 A I (.e 01,02-50 OWNER `-:. `,. / PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the "r 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. 441 G. Date REV 10/92 Inspector COUNTY OF BUTTE - DEPARTMENT OF•DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 ®// om (Rev -12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 069-580-061 ZONING BUILDING PERMIT OWNER BAILEY CHARLES 510-657 TELEPHONE 6584 SO. FT. OCC. BUILDING VALUATION . OWNER'S MAILING ADDRESS 4380 LADNER FREMONT CA 949-39 CONTRACTORSpNAME O W TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. —Filing Fee $ 20.00 Permit Fee $ 323.25 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS 30 HERCULES AVE OROVILLE Energy Plan Checking Fee $ $ PERMIT FEE s 343.25 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00. TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Unities ❑ Installation ❑ Other ❑ Describe Work: 1ST RENEWAL OF Bl 03-1304 Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home ISI GI W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 a00VOR LESS Main Service 2o.A OR LESS 23.00 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. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors license Law ff r the following reason: l� 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.) W/ 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 forthwi comp with those prov' Ions. X% Date ��� Sign ure of Applicant - ❑Ownontractor . ❑ Agent An OSHA permit is required for excavati s over 60" detp apd1demolition or construction of structures ova to 'e ' iBy 1.112 Receipt No. Main Service 200A TO 1000A 46.00 NEW CONST. OwELUNG OCCUP. OR ACDNS. ( 8 ACC. S. SO 3.5ttFT. NON-R61oT MULTI-OUTLER.T 97.50 POWER APPARATUS d SINGLE OUTLET CIR. EX, OCCU OUTLET OR FIXTURES SAL (':50 Ex. Occup.OUTLETS PRM.oEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEP S Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 343.25 HAZ. D. FEES IMP FLOOD CDF I PARCEL I PC HC I ISS E This permit is hereby issued under the of Butte unty Code and/or indica d o for whic fees have H PERMIT EXPIRES ON '�H�IJS applicable provisions Resolutions to do work been paid. Date efe WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT R - COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 - Telephone (530) 538-7541 ,D (Rev., 2/96) APPLICATION AND PERMIT / mwNG BUILDING PERMIT ASSESSORPARCMNUMBER /„ I TEU7 ONS so. Fr, Occ, BUILDING VALUATION co -2 MAUM ADDRESS CptSTRUCnONLENDER Fireplace LEEH uTIDERs mAjumG ADDRESS Total, Valuation L ucENSE N0. Erin Fee $ AacwrECT DR ENGINEER Permit Fee $ ARCXnECT OR ENGWEERS MALING ADDRESS $ plan Checldnq Fee BU6DP7G ADDRESS Energy Plan Checking Fee $ $ PERMIT FEE $ 20.001 ELECTRICAL PERMIT Fling Fee 20.00 Main Service moo,— 23.00 Main Service ( =Ojk TO IOWA 46.60 NEW cors. Owtiuva v.u.. 1. 3.54FT. OR ADDNS. i ACC. BIDS. PARCEL MAP PLUMBING PERMIT Firing Fee 1 20.00 LOT Na susotvsrortsNA►+E $ISM P°""�'"�''"' a srNGLa ounET aR 20 e 1.00 7.00 Ex. Occu . ovnET OR FDrrvREs BAL .so • FD® APPLI6. OR 5.00 Ex. Occu . OU LETS FSIO EA Each Trap $Temporary Service 23.00 USEOFSTRUCTURE Soler or heat pump water heater 23.00 Misc. Wiring 23.00 Water piping 15.00 SF ❑ Duplex ❑ Mobllehome ❑ Other spwu:y Eaeh gas „rater�orvent15.00 MECHANICAL PERMIT Filing Fee 20.00 ®TREK TYPE OF WORK Gas iin 15.00 New ❑ Addition ❑ R�gde1 ❑ Instailati°n 13 Other ❑ Building r 15.00 @20.00 S G W ff Mobile Home Desc a oris Mobile Home Installation Fee $ /i ce A 1.2 1 1;;;/) _ PERMIT FEE 4 ELECTRICAL PERMIT Fling Fee 20.00 Main Service moo,— 23.00 Main Service ( =Ojk TO IOWA 46.60 NEW cors. Owtiuva v.u.. 1. 3.54FT. OR ADDNS. i ACC. BIDS. e� NON -RES • uLTFo ams @7.50 PERMIT FEE PAID $ISM P°""�'"�''"' a srNGLa ounET aR 20 e 1.00 Ex. Occu . ovnET OR FDrrvREs BAL .so • FD® APPLI6. OR 5.00 Ex. Occu . OU LETS FSIO EA SRA $Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 SHERIFF $ PERMIT FEE s MECHANICAL PERMIT Filing Fee 20.00 ®TREK $ Heating Cooling Hood 6.50 Ventilation PERMIT FEt S Mobile Home Installation Fee $ $ Energy Inspection Fee $ �` COt�' TSE TOTAL FEES 3 NAL 0. FEES DdP FLOOD CDF PARca. PD Fm WUI AMOUNT RECEIVED $ (y This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work / indicated above for which fees have been paid. D TE REC VED,, rr � � 7 By Date O.B.-1 OWNER -BUILDER V ERTFICATION 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 1 NO ❑ HAVE M' HAVE NOT El signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, bud I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORT{ SIGI -- 1JA NOTE: This Owner -Builder Merz, kation is required by Section 19831 and 19832 of the California Health and Safety Coda This verfication must be completed and returned to our office before we are permitted to issue the permit: OVER I OWNER BUILDER INFORMATION Dear Property Owner. An application fora budding 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 famdy, 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. 0 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 cant' out these obligations, and these risks are especially serious with respect to worker's compensation ironance. ♦ 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 pennit, erroneously hmpbdag 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 guilder 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. ly, J 1 C. Vi ira, C.B.O. er, Building Inspection NOTE. aIs Owner Builderinfonnation is required by Secdon 19930 of the Cal#rornia Health and Safety Code OVER October 11, 2002 Charles Bailey 4380 Ladner. Fremont, CA 94538 Ab Department of Development Services Building Division 7 County'Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 069-580-061 Building Permit Number: 02-1304 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: 17 Provide engineering requirements on the plans as specified in the structural calculations. Provide a shear wall schedule identifying the requirements for each shear wall and indicate locations of shear walls on the plans. /2". The shear panel lengths indicated on pages 5 and 9 of.the calculations do not agree with the plans. Please revise the plans or calculations to match. „'4"' Please address the seismic reliability/redundancy factor per UBC Section 1630. 4: Specify anchor bolt spacing on the plans where less than 6' spacing is required by the structural calculations. Please indicate on the plans how and where the strap ties are to be located. Provide attachment detail or written description on the plans. 6. Provide shear transfer details of shear wall connections to the foundation. Specify sill nailing, edge nailing and hardware spacing as required. ,7. Plans show a holdown under the 2030 window along wall line 3. Is a shear wall required at this location? If so, why not provide holdowns at each end of the shear wall? If a holdown is required under the window please detail load path through or around the window. 01 Provide 8-16d nails at each side of top plate splices as specified on page 10 of the structural calculations. •-9. Specify required holdown anchor bolts on the foundation plan. ,X The 1.5' shear wall shown at the front of the garage does not comply with the 3.5:1 height to width ratio requirement of UBC Table 23 -II -G. This wall may be included on the plans but may not be included in the calculations as part of the lateral force resisting system. 1 of 2 1. Please indicate how the ST6236 straps are to be installed at the living room bay windows. Are the straps to be placed vertically for uplift or horizontally to transfer chord or collector forces? f!� Provide a 6x12 header over the nook as specified on page 52 and 55 of the structural calculations. Plans show a 6x10. 041"Provide documentation from the engineer stating that he has reviewed the truss package and that it is consistent with his design of the structure. 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 Martha. 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. r Martha Christy Philo Hunt, P.E. Plans Examiner Plan Check Engineer cc: Ken Lenhardt, P.E. 2 of 2 PROJECT PROCESSING RECORD Applicant: (1�d `J I Owner: � e A.P. #: q—�j �D "C-7�0 Permit #: Work Description: tet' Date Description of Step or Status et9 01 01U dl�-, Wiz- - .�� F-� &�ru-c- --o Pula lb�� PROJECT PROCESSING RECORD Applicant: Owner: A. P. #:' -L�9— Sf� Permit #: ©z- Work Description: Date Description of Step or Status • 0 PLAN REVIEW RESPONSE FORM In order to expedite the review of your plans, please complete the following information and return this form with your re- submittal. If this form is not complete, as to all correction items, we will not be able to accept your re -submittal for review. There must be a valid response to every item requested in our plan correction letter. "By others" is not considered a valid response.' please indicate your response to each item and the location where the information can be found on the plans/calcs. . ATTACH THIS FORM TO A COPY OF YOUR PLAN REVIEW LETTER ANn RETURN VH M REVTSEn ANn nQTCMA. M AMIE OWNERS NAME DATE: -:., w. _ ... .. :...... . (1HaRLeS COMMENTS: -5rre p(ry1 I e D uC � ®^ ��4 ASSESSORS PARCEL NUMBER PERMIT NUMBER RESPONSE FOR PLAN CHECK LETTER DATED: PLAN CHECK ITEM # RESPONSE BY: - - LOCATION ON PLANS/CALCS: _ COMMENTS: -5rre p(ry1 I e D uC � ®^ ��4 e -eOZ� e t (04-c-6 NCxnp-b e D Is e Com: PLAN CHECK REM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS:PS e-, PLAN CHECK ITEM #�s RESPONSE BY: LOCATION ON PLANS/CALCS: CCNIN•IENTS: S C2 AC19CD PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: S C2 AC19CD PLAN CHECK ITEM # ,,• RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: 7 RESPONSE FOR- PLAN CHECK LETTER DATED: PLAN CHECK ITEM # ` RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # IRESPONSE BY: (LOCATION ON PLANS/CALCS: IPLAN CHECK ITEM # I4p� IRESPONSE BY: LOCATION ON PLANS/CALCS: J. Pic m ( 3 7ik- D©cu a e u*k�r(cacr [ fr �40 0 4 AS (JRj-(Ley) L S EERING SURVEYING PLANN 220 GRAND AVENUE OROVILLE, CA 95965 TEL: (530) 533-2068 FAX: (530) 533-3551 EMAIL: gda@quiknet.com September 15, 2001 Butte County Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 RE: Herculese Oroville, CA SUBJECT: Truss Calculations by MiTek Industries, Inc. We have reviewed the truss calculations as submitted by MiTek Industries. The calculations indicate that the proper design loads were used. The trusses are in design conformance with the building plans. iSincerel 7Kenneth C. Len , P.E. GDA Engineering, Surveying, Planning d m\letters\01052tru ssItr enclosure �Q�pRLES N A��O GNRLES LU C-029387 9v m EXP -03-31-03 -' OF CAL�FO/ JOHN D. CHRISTOFFERSON, P.L.S. • • RESIDENTIAL PLAN REVIEW GUIDE SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY Owner: �J ""' �'`� g Buildin Permit Number: Plans Examiner: Martha Christy A:. P. Number: GENERAL: X. Zoning requirements — (number of permitted living units). 2. Plans signed by the designer. • � Proper description of work on the application. /. Existing violations on the property. (( �! Recorded notice of violation. Building permit valuation. LOT PLAN: 1. Complete parcel size and dimensions. 2. Setbacks, side yard, easements, etc. Other buildings or structures. (4! Grading, fills and/or drainage. Flood hazard 6. Special conditions on P Map: Noise ❑ SRA Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ 7. Federal Aid Route and/or Federal Aid Secondary Route setback requirement. 8. Building or utilities across lot lines (Lot merger approval by Butte County Land Development.) FLOOR PLAN:. �! Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 2. 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue 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 openable width dimension shall be 20". When windows are provided as a means of escape or rescue, they shall have a finished sill height not more than 44" above the floor (Uniform Building Code section 310.4). Skylights (Uniform Building Code section 2409 & 2603.7). Glazing in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ceiling height of not less than 7 feet 6 inches except as otherwise permitted in this section. Kitchens, halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowest projection from the ceiling (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 any dimension (Uniform Building Code section 310.6.2 & 310.6.3). GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC 210). 9 Water heaters which 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 into a bath or bedroom (Uniform Plumbing Code section 509.0). 1 Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as a bedroom, or in room, compartment or alcove opening directly into any of these (Uniform Mechanical Code section 304.5). 11. arage firewall separation - required on gara a side inc g su porting w is and posts (Uniform Building Code section 302.4 exception #3). � a) C� 1 . Under no circurnstances shall a private garage have any opening into a room useeeping Purposes (Uniform Building Code section 312.4). 13. Wood stove location - Alcove — UMC section 205 confined space & 223 unconfined space & 304.2). 14. Smoke detectors (Uniform Building Code section 310.9.1). Pagel of 2 1 Water closet clearances (Uniform Plumbing Code 408.5). Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). 7. Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced wall 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 center in both the longitudinal and transverse directions (UBC section 2320.4.1.) Braced wall lines must be continuous throughout the structure. 2. California licensed architect or 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. 3. 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. Roof construction details complete enough to construct building. rkA) Fireplace construction details and calculations if necessary. 41ru-a-D 12,A` Garage door header size(s). Ji� 10. Porch header size(s). C� i It. Typical header size(s). r►/ v 12. Stud heights. 13. High expansive soil — special foundation design required. �n 14. Retaining walls requiring design. = 15. Gypsum wallboard nailing inspection required. yt If the area below the lowest floor is fully enclosed, than a minimum of two openings are required with a total net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively, certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Construction design requirements must be shown on the building plans. Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the compogents during conditions of flooding. MISCELLANEOUS ITEMS: Stairway details — landings, rise and run, head clearance, ILandrails (Uniform Building Code section 1003). Guardrails (Uniform Building Code section 509). Brick or stone veneer (Uniform Building Code section 1403). 4. Exterior plaster — weep screeds (Uniform Building Code section 2506.5). 5. Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). 5. 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). 0. Attic access and ventilation (Uniform Building Code section 1505). ound requirements. rnergy design compliance and supporting documentation. pr 3C3. CDF responsible area requirements. BUILDING PERMIT REQUIREMENTS: 1. ❑ SRA. J P, 2. ❑ Flood elevation certificate. 3. ❑ Fire Sprinklers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. �- 6. ❑ Sub -Standard Housing letter. Page 2 of 2 0 220 GRAND AVENUE OROVILLE, CA 95965 TEL: (530) 533-2068 FAX: (530) 533-3551 EMAIL: gda@quiknet.com STRUCTURAL CALCULATIONS Client: CHARLES BAILEY Project: RESIDENTIAL DWELLING Location: #'► HERCULESE, OROVILLE, CA. LOT 84 LAKERIDGE Note: PLANS BY OTHERS ATTENTION: This engineer is not responsible for on site inspection to assure compliance with the materials or workmanship specified herein.. This engineer is not responsible for any changes in the specifications unless approval is authorized in writing. by the engineer. Workmanship is to be of highest quality and in aff cases to follow accepted construction practice, the Uniform Building Code, and local building department standards. Kenneth C. Lenhardt, P.E. wpdocs\masters\scalc.cov !f -Z7-0 JOHN D. CHRISTOFFERSON, P.L.S. Job # 01-052 September 15, 2001 R- 11-20-02 �xnz4 c.,o nr" LOADS Roof Dead Load= 16 psf for trusses and high slope rafters, 15 psf for rafters. Roof Live Load (No Snow Loads) 14 psf Floor Dead Load =10 psf, Decks D. L. =10 psf Floor Live Load= 40 psf for residential, 50 psf for office, and 100 psf for retail. Wall Dead Load= 10 psf. 1. General a) All work shall conform to the 1997 UBC and applicable local codes. b) Where applicable, allowable stresses have been increased 15% for snow, 33% seismic, and 60% for wind and seismic connections (timber). c) Seismic zone 3. Basic wind speed=75mph., exposure B, based upon UBC 1616, Method 2. d) Snow loading as per UBC appendix chapter 16. e) The Engineer is responsible for the structural items in the plans only. Should any changes be made from the design as detailed in these calculations without written approval from the Engineer then the Engineer assumes no responsibility for the entire structure or any portion there of. Should the results of the calculations not be fully or properly transferred to the plans, the engineer assumes no responsibility for the structure. t) All water proofing and flashing (roofs, foundations, garage floors, etc.) is the responsibility of the contractor or owner. g) These calculations are based upon a completed structure. Should anunfinished structure be subjected to loads, the Engineer should be consulted for an interim design or if not, will assume no responsibility. 2. Site Work a) Assumed soil bearing pressure= 1500 psf, determined in accordance with UBC table 18-1-A. b) Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions encountered must be brought to the attention of the Engineer. c) These calculations assume stable, undisturbed soils and level or stepped footings. Any other conditions should be reported to this Engineer. d) All.footings shall bear on undisturbed soil with a footing depth below frontline, (18" or 24" as per local requirements). Finished grade shall slope away from foundation. 3. Concrete, Masonry a) Concrete shall have a minimum 28 day compressive strength of 2500psi . b) Concrete shall be air entrained to not less than 5% and not more than 7%. C) Slabs shall be reinforced with 6x6x10WW mesh as per ASTM A185, or with Fibermesh as per manufacturer's specifications. Water .proofing of any .garage slab over timber framing system is the responsibility of the owner or contractor. d) Waterproofing of foundations and retaining walls is the responsibility of the owner or contractor. e) Reinforcement shall be grade 60 as per ASTM A615 . Lap reinforcing bar splices 40 bar diameters. f) Concrete stem walls and footings are to be a monolithic pour, or provide vertical #4's @ 18" oc. in stemwall developed into footing, provide 2 #4's horizontal continuous in perimeter footing min. (1 top, 1 bottom). g) All masonry units shall conform to ASTM C 90 grade N. h) All masonry cells are to be solid grouted with mortar conforming to ASTM C279 Type S, with a 28 day compressive strength of 2000 psi min. 4. Framing/Lumber a) Roof Sheathing. Use 5/8" CDX APA rated [(40/20) for 5/8", (48/24) for 3/4"1 sheathing. The thickness is per -APA load tables based upon roof live load and framing spacing. Apply face grain (long dimension) perpendicular to framing, stagger panels and nail with 8d box @6" edge, 12" field. 7/16" OSB w/8d box @ 6,12 used if shown on_plans. b) Floor Sheathing. Use 3/4" T&G APA rated sheathing. Glue and nail with 8d @ 6" edge, 10" field. . c) Sheathing shall conform to APA, PS 1. Shear sheathing shall be C -D, C -C, or 303 (T-1-11). Alternate sheathing may be substituted for floors, roofs, and shear walls provided they are structurally equivalent. d) Headers . Headers that are not specifically addressed in the calculations shall be 6x8 DF #1 (OK by observation). Use (2) trimmers on all openings 5'0" and larger. e) Floor joists. Use manufactured "I" joists (such as Truss Joists), size space as per manufacturer's recommendations (use L/480 min). Use manufactured rim board (such as Timber Strand) with all "I" joists. Use a double rim board in all locations where ledgers are used (such as deck ledgers). Douglas Fir #2 may be substituted for "1" joists. Size and space in accordance with UBC table 23 -1 -V -J-1 using E=1.6 max. Engineer recd nmends using E< 1.2. f) Sill plates shall be pressure treated Douglas fir or Hem Fir. g) Studs shall be stud grade or better. In no instance shall a stud wall be used to retain soil or resist lateral pressure due to'snow loading. In the case of snow build up against a stud wall the owner shall be responsible to eliminate snow to stud wall contact. h) All framing lumber shall be Douglas Fir Larch. i) Glu -lams shall be 24F -V4. Gludams exposed to weather must be rated for exterior use by the manufacturer. j) Micro -lams (laminated veneer lumber) shall have Fb=2800 psi & Fv=285 psi min. k) Splice all beams over supports or sawcut top 1/3 at support (not @ cantilevers), . 1) Where (3) or more trimmers are specified, those trimmers are to be stacked in all wall framing and solid blocked at the floor levels to the foundation. m) Where posts with coltnnn caps or bearing plates are called out for, the load is to be transferred to the foundation by vertical grain only. . n) All built up, laminated double or multiple 2X joists and beams shall be nailed. together with 16d nails at 8" oc. staggered. . o) All nails shall be common or green sinkers as specified. Where exposed to weather, nails shall be galvanized. p) All framing members specified in these calculations are minimums, and larger members may be substituted. ` 5. Hardware,/ Structural Steel a) All hardware called shall be Simpson Co. installed as per manufacturer's specifications. b) Structural steel shall conform to ASTM A36. Pipe columns shall conform to ASTM A501. c) All welding shall conform to the American Welding Society specifications. All welding shall be done by welders certified by the local building authority. Fillet welds are designed using one half stresses not requiring special inspection. d) All welding electrodes shall be E7OXX or shielded wires with Fy < 70ksi. 6. Trusses Spacing=24"oc. . a) All prefabricated trusses shall be fabricated by a code approved manufacturer. The manufacturer shall supply shop drawings for review by this Engineer and shall be responsible for the design and certification of the trusses. b) It is the responsibility of the manufacturer to conform the truss design according to the loading conditions as called for in these calculations, such as (1) live ,and dead loads, (including drag loads); (2) truss spacing; (3) spans and eave overhangs; (4) roof pitch; and (5) bearing points. c) The truss manufacturer shall be responsible for all truss to truss connections. d) The truss manufacturer shall provide a means of attic access when spacing is 16" oc or less. e) Gable end trusses shall be structural, designed to support overhand and to allow a top chord notch of 1 '/s".. fl Trusses are to stack over wall studs at bearing prints when snow loads are greater than 120 psf. Girder trusses. are to be supported by multiple trimmers. g) All non-bearing walls are to have a '/z" gap to the bottom chord of trusses. Secure bottom chord to wall with Simp. DTC. on truss layout. h) Trusses are to be handled, installed and braced in accordance with HIB -91 of the Truss Plate Institute. Bracing and/or bridging shall be provided for and detailed by the truss manufacturer. i) Truss Loading TOP CHORD DEAD LOAD= 10 psf BOTTOM CHORD DEAD LOAD= 10 psf SNOW LOAD (reduced for pitch)=N/A DRAG LOADS=1500#ming, where drag trusses are specified on plans. SPECIAL LOADING CONDITIONS: 7. Snow Loads - N/A (File:STRCALCS.GN) rmn�22-14150 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS O PIC) ZCa j 311-0 T, ° 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS vl . 'f' �\ W �? . N Lf 4-1 ra INII 22-141 SO SHEETS nm�'wao 22-142 100 SHEETS 22444. 200 SHEETS N N N 3 . L 22-141 SO SHEETS 22-142 100 SHEETS 22-144 200 SHEETS V 710 r7 `� a v r N Z . I i1 it F 1 c r h .4 . N �► O � , o ' N 22-141 SO SHEETS 22-142 100 SHEETS 22-144 200 SHEETS (A m N Q I it F c r h .4 F (A m 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS �rj P a. D II '' H 1t .1. 210 W. �• l ; _ CO N W D . .411 N Vl N Vl% - - ---------- - ----- ---- - ....---.___._:._..._.._._.._�__. �_��EL./�_4_�l._G/T7/�L'D[�I�ID�'C�'.._��C_76�.-.,._- .......�..,.. ./�.BG : � ,/�;�d� - ------------ ip it - --- ------ is Ii. .......... 22-14150 SHEETS nm��vnn 22-142 100 SHEETS 22-144 200 SHEETS I, 1411 p ' N r a i m d ul r �0 It N'0 W �- N ,n Q- 1z, N X n N r N N"R�\ r 22-14150 SHEETS nm��vnn 22-142 100 SHEETS 22-144 200 SHEETS I, 1411 p ' N ul r �- N ,n Q- � � X n r G� r I, 1411 p ' N 22-141 22-142 22-144 50 SHEETS 100 SHEETS 200 SHEETS 71 N �, I z Oa � W � V► : !�f � . N . N N 7' O cis o ,GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence 220 GRAND AVENUE Dsgnr: KCL Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet-com Scope: Lateral Analysis (FAX) 530-533-3551 User: 5KW.0Plywood Shear Wall 601736, Ver 5.1.2.13-Jun•1999,Win32 Footing . (c) 198399 ENERCALC cAenerci Description Dia. I, Line A, 3' Panel General. Information Job # Date: 2:30PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 3.000 ft End Post uimension 3.5u in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf. Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 3.333 Stud Spacing 16.00 in HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs Loads PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 587.00 #/ft 0,00 ft to 3.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.90 #/ft -3.000ft = 428.70 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.250 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.250 ft fc 2,500.00 psi Footing Length 5.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary 1 Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at'6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.9#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 4,737.Oft-#, Resisting Moment = 3,091.5ft-#, End Uplift = 548.50lbs Max. Soil Pressures: @ Left = 1,581.4psf, @ Right = 1,581.4psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.600: 1 Simpson Hold Down Options Choices for LEFT Side of Watt to Footing..... Choices for RIGHT Side of'Wa i to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:30PM, 16 SEP 01 Description : New Residence OROVILLE, CA 95965' Oroville, Ca 530-533-2068 gda@quiknet-com Scope: ' Lateral Analysis (FAX) 530-533-3551 Rev. 510002Page 2 User: KW.0601736, Ver 5.1.2, 13•Jun-1999, Win32 Plywood Shear Wall & Footing - .. • (t)198399 ENERCALC c:\enercalc\bailev residence. ecW:Ca cUlatlOn Description Dia. I, Line A, 3' Panel .Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.719 ft 1.719 ft .5oil Pr_essure g LEFT Side of Footing 1,581.44 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,581.44 psf Moments... . . .. . .. Actual•Mu @ Left Wall Edge 1,341.09 ft-# 1,341.09 ft-# Actual Mu @ Right Wall Edge 148.68 ft-# 148.68 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @'d' from Right Wall Edge 0.000' psi 0:000 psi Allowable Vn 100:000 psi 100.000 psi Overturning... Overturning Moment 5,255.70 ft-# 5,255.70 ft-# Resisting Moment 8,409.16 ft-# 8,409.16 ft-# Overturning Stability Ratio 1.600:1 1.600 :1 -GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev: 510002 User: KW.0601736. Ver 5.1.2. 13•Jun-1999, Win32 (C) 1983-99.ENERCALC Description Dia. I, Line A, 4' , „ _ _ . General Information Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Job # Date: 2:31 PM, 16 SEP 01 Calculations are designed to 1997 NQS and 1997 UBC Page 1 # Plywood Layers 1. Wall Length 4.000 ft End Post Ulmens)on 3.bu in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.500 Stud Spacing 16.00 in Loads Vg4jr,al Loads-, Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 .587.00 #/ft 0.00 ft to 4.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.90 #/ft 4.000ft = 571.60 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.250 ft Concrete Weight 145.00 pcf Wall Length 4.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.250 ft fc 2,500.00 psi Footing Length 6.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.9#/ft, Capacity = 260.000#/ft -> OK , Wall Overturning = 6,316.04, Resisting Moment = 5,496.Oft-#, End Uplift = 205.00Ibs Max. Soil Pressures: @ Left = 1,429.2psf, @ Right = 1,429.2psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.821 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choiees for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity= 40101bs 'GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:31 PM, 16 SEP 01 OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 Rev. 510002 Page 2 User: KW.0601736, Ver 5.1.2, 13 -Jun -1999, Wh32 Plywood Shear Wall & Footing - _ (c) 198399 ENERCALC cA6nercalc\baileX resldence.emC81C6latlon! Description Dia. I, Line A, 4' Panel :. Footing.Analysis 0.000 psi 0.000 psi , 0.000 psi Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.785 ft 1.785 ft Soil Pressure @ LEFT Side of Footing 1,429.17 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,429.17 psf Moments... Actual Mu @ Left Wall Edge 1,262.86 ft-# 1,262.86 ft-# Actual Mu @ Right Wall Edge 148.68 ft-# 148.68 ft-# Shears... vu/.85 @'d' from Left Wag Edge vu/.65 @ 'd' from Right Wag Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 0.000 psi 0.000 psi 0.000 psi , 0.000 psi 100.000 psi 100.000 psi 7,007.60 ft-# 7,007.60 ft-# 12,759.91 ft-# 12,759.91 ft-# 1.821 :1 1.821 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev. 10002 1 User 5pK -0601736, Ver 5.1.2, 13 Jun 1999, Win32 r� I) .(c) 198399 ENERCALC' Description Dia. I, Line A, 5' Panel .General Information # Plywood Layers 1 Plywood Grade Grade C-D Nail Size 8d Thickness 7/16" Stud Spacing 16.00 in Title: Charles Bailey Residence Job # Dsgnr: KCL Date: 2:32PM, 16 SEP 01 Description: New Residence Oroville, Ca Scope: Lateral Analysis od Shear Wall & Footing Page 1 Vertical Loads... , Calculations are designed to 1997 NDS and 1997 UBC Requirements Wall Length 5.000 f End Post Dimension 3.50 in Wall Height 10.000 ft Seismic Factor 0.300 Wall Weight 10.006 psf Nominal Sill Thick. 2.00 Ht / Length 2.000 Vertical Loads... , Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 587.00 #/ft. 0.00 ft to 5.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.90 #/ft 5.000 ft = 714.50 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.000ft = 0.00 lbs ' Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.000 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.000 ft fc 2,500.00 psi Footing Length 7.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D .on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.9#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 7,895.Oft-#, Resisting Moment = 8,587.5ft-#, End Uplift = O.00Ibs Max. Soil Pressures:. @ Left = 1,531.8psf, @ Right = 1,531.8psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.879: 1 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence - Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:32PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknetcom. Scope: Lateral Analysis (FAX) 530-533-3551 Rev 51°°°2 n3 22 Plywood Shear Wall & Footing , Page 2 User. KWA601736, Ver 5.1.2. 13Jun1999, Wi . (C)1983.99 ENERCALC C:�2f1@fC81C\t1alleV r@Sld@nCB.ECW:(`.alCUlations Description Dia. I, Line A, 5' Panel Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @'d• from Left Wall Edge vu/.85 @ 'd• from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 0 To Left... 1.862 ft 1,531.76 psf 0.00 psf 904.51 ft-# 95.16 ,ft-# 0.000 psi 0.000 psi 100.000 psi 8,759.50 ft-# 16,463.13 ft-# 1.879:1 m To Right:.. 1.862 ft 0.00 psf 1,531.76 psf 904.51 ft=# 95.16 ft-# 0.000 psi 0:000 psi 100.000 psi 8,759.50 ft-# 16,463.13 ft-# 1.879 :1 'GDA ENGINEERING LAND SURVEYING 0.00 ft to 19.00 ft Title: Charles Bailey Residence Job # 0.00 ft to 0.00 ft Lateral Loads... Dsgnr: KCL Date: 2:37PM, 16 SEP 01 220 GRAND AVENUE 277.60 #/ft 19.000ft = 5,274.40 lbs Description: New Residence OROVILLE, CA 95965 Strut Force Applied @ Top of Wall Oroville, Ca 530-533-2068 gda@quiknet.com 0.00 lbs Scope: lateral Analysis (FAX) 530-533-3551 Footing Width 1.00 ft Min. Steel As % Rev 510002Plywood User: KW -0601736, Ver 5.1.2, 13-1un-1999. WIn32 Shear Wall $c Page 1 Footing C:�enerC8lC\balle residence.eCw:Calculations .. ,. .(c) 1983.99 ENERCALC Description Dia I, Line B, 19' Panel General InformationCalculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 19.000 ft End Post Dimension. 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0:300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick.; 2.00 Thickness 7/16" Ht / Length 0.526 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 397.00 #/ft 0.00 ft to 19.00 ft Uniform Load # 2 0.00 *ft 0.00 ft to 0.00 ft Lateral Loads... 19.000 ft Uniform Shear @ Top of Wall 277.60 #/ft 19.000ft = 5,274.40 lbs Uniform Shear @ Top of Wall 0.00 #/ft 19.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 0.750 ft Concrete Weight 145.00 pcf Wail Length 19.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.750 ft fc 2,500.00 psi Footing Length 20.500 ft Fy 40,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 307.6#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 55,594.Oft-k, Resisting Moment = 89,708.5ft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,561.3psf, @ Right = 1,561.3psf Sill Bolting: 1/2" Bolts @ 32.95in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = O.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 2.071 : 1 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL • , Date: 2:37PM, 16 SEP 01 OROVILLE, CA 95965 Description : New Residence Oroville,, Ca 530-533-2068 gda@quiknetconn Scope: Lateral Analysis (FAX) 530-533-3551 LRev 510002 Plywood Shear Wall 8c Footing Page 2 User: KW0601736. Ver 5.1.2, 13Jum 1999, WIn32. :(c) 1983.99 ENERCALC c:\enercalc\ballet residence.Ecw:CaICUlatlon'. Description Dia 1, Line B, 19' Panel " Footing Analysis ':' Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 4.949 ft • 4.949 ft Sal Pressure @ LEFT Side of Footing 1,561.26 psf , 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1;561.26 psf —Moments... Actual Mu @ Left Wall Edge 440.53 ft-# 440.53 ft-# Actual Mu @ Rg ht Wall Edge 42.82 ft-# 42.82 ft-# Shears.. vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 0.000 psi 0.000 psi 100.000 psi 61,438.40 ft-# 127,258.88 ft-# 2.071 :1 0.000 psi 0.000 psi 100.000 psi 61,438.40 ft-# 127,258.88 ft-# 2.071 :1 'GDA ENGINEERING LAND SURVEYING T"itte : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:42PM, 16 SEP 01 Description : New Residence 0R0VILLE,.CA;,95965 Oroville, Ca 530=533=2068' gda@011knet:com Scope: Lateral Analysis (FAX) 530-333-3551 Rev sl0002,, >Plywood Shear Wall & Footing Page 1 • 'User: KW 0601736, Ver 5.1.2. 13 -Jun 1999, Wh32 (c) 198399 ENERCALC _ c:�enercalc\ball2 U idence.e Calculations Description -Ufa-r, tine -'r, I "Parrel General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers .1 Wall Length 8.000 ft End Post Dimension 3.50 in Plywood Grade Grade - C-3 Wag Height 10.000. ft Seismic Factor :0.300 Nail Size 8d Wall Weight 10.ODO.psf Nominal Sill Thick. 2.00 Thickness Trig Ht! Length 1.250 Stud Spacing 16.00 in Loads Vertical.Loads... 4.000 ft Concrete Weight 145.00 pcf Point Load #.1 0.00Abs at 0r.00 ft 3:00' in PoirrtLoact#2 0.00 f at- 0.00 -ft 2,500.00.psi Pant Load # 3 0.00 lbs at a 40,000.00 psi Uniform Load # 1 104.00 #/ft Undom a Load # 2 0.00 *ft 0.00 ft to 8.00 ft 0.00 ft, to 0-00 ft. Lateral Loads. . Uniform Shear @ Top of Wall 255.60 M 8.000 ft = 2,044.80 lbs Uniform'Shear @ Top of Wall 0.00 #/ft 8.000ft = 0.00 lbs Strut ForceApplie6QTop, ofWall, 0.00,bs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf WaltLength 8000 ft Rebar Cover 3:00' in Past Right Edge of Wall 4.000 ft fc 2,500.00.psi Footing Length 16.000 ft Fy 40,000.00 psi Footing Width" 1.25 -ft- Min: Stee4As,%. 0.00140 - Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Gracie C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, '8d at 12 in @ Field Applied Shebr 285:6Wft; Capacity = 380.000Wft => OK Wall Overturning= 21,648. Oft-#, Resisting Moment= 6,528. Oft-#, End Uplift= 1,890.00Ibs Max. Soil Pressures: @ Left = 888.9psf, @ Right='888.9psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Mak. Footing Shear= 19.14psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.32in2, @ Right = 0.32in2 Minimum Overturning Stability. Ratio = 1.515: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A,_Capacity_= 27751bs.. HD2A, Capacity,.= 2775lbs. HD2, Capacity = 28151bs HD2, Capacity = 2815lbs -PHD2,:Capacity = 3610tbs PHD2, Capacity = 361.Olbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Title : Charles Bailey Residence Job fNE GDA ENGERiNG LAND SURVEYING Dsgnr: KCL Date: 2:42PM, 16 SEP 01 220 GRAND AVENUE Description: New Residence ORQVILLE,_CA.95965 Oroville, Ca 530-533-2068 g'da@gtiiknet.com - . Scope: _ ,Lateral Analysis , (FAX) 530-533-3551 Page 2 User:5K .0601736. V��-q.in32Plywood Shear Wall & Footing c\enercalc\baffle residence.ecw:Calculations(q).1983.99ENERCAL - • .. . Description [iia F, LFne 1, B'Panel` Footing Analysis Soil Pressures._ Ecc. of Resultant @ Footing Centerline Sal Pressure @ LEFT Side of Footing Sal Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Leff Wall Edge Actual Mu @ Right Wall Edge Shears:. vu/.85 @'d' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning— Overturning Moment Resisting.Moment.. Overturning Stability Ratio Lateral Forces'Acting in Direction To:LefL.. -To Right..- 5.281 ft 5.281 ft, 888.90 psf 0.00 psf 0.00 psf 888.90 psf 6,439.02 ft-# 0,439.02 ft-# 1,522.50 ft-# 1,522.50 ft-# 19.143 psi 4.561 psi 4.561 psi 19.143 psi 100.000 psi 100.000 psi 23,932.80 ft-# 23,932.80 ft-# 36,256.00.ft-4- 36,256.00 f14 1.515 :1 1.515 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev 510002 ' User: KW -0601736, Ver 5.1.2, 13•Jun•1999, Win32 Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 1, 5' Panel Job # Date: 2:44PM, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements #Plywood Layers 1 Wall Length 5.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300, Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.000 Stud Spacing 16.00 in Min. Steel As % 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 104.00 #/ft 0.00 ft to 5.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... . 5.000 ft Uniform Shear @ Top of Wall 255.60 #/ft 5.000ft . = 1,278.00 •lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.250 ft fc 2,500.00 psi Footing Length 13.250 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 285.6#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 13,530.Oft-#, Resisting Moment = 2,550.04, End Uplift = 2,196.00Ibs Max. Soil Pressures: @ Left = 823.5psf, @ Right = 796.7psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 16.74psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.28in2, @ Right = 0.30in2 Minimum Overturning Stability Ratio = 1.507: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... . - HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs 'GDA ENGINEERING LAND SURVEYING Title:' Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:44PM, 16 SEP 01 OROVILLE, CA 95965 Description : New Residence Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev. 510002Plywood Shear Wall &_Footing Page .2 User: 7$6. Ver 5.1.2, 13•Jun 1999, WIn32 .' -(t) 1983.99 3�99.ENERCAIC c:\enercalc\baffle residence.ewr.Calculation Description Dia I, Line 1, 5' Panel Footing. Analysis .. . . Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 4.409 ft 4.334 It Soil Pressure @ LEFT Side of Footing 823.46 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 796.67 psf 'Moments... Actual Mu @ Left Wall Edge 5,502.32 ft-# 5,899.82 ft-# Actual Mu @ Right Wall Edge 1,617.66 ft-# 1,522.50 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 16.318. psi 4.561 psi vu/.85 @ 'd' from Right Wall Edge 4.975 psi 16.742 psi Allowable Vn 100.000 psi 100.000 psi Overturning... .Overturning Moment, 14,958.00 ft-# 14,958.00 ft-# Resisting Moment 22,540.35 ft-# 22,795.35 ft-# Overturning Stability Ratio 1.507 :1 1.524 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev 510002 User: KW0601736, Ver 5.1.2, 13 -Jun -1999, Win32 Description Dia I, Line 1, 4.5' General Information Title : Charles Bailey Residence Dsgnr: KCL . Description: New Residence . Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing anel Job # Date: 2:45PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 4.500 ft End Post Dimension 3:50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.222 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 104.00 #/ft 0.00 ft to 4.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 255.60 #/ft 4.500 It = 1,150.20 lbs Uniform Shear @ Top of Wall 0.00 #!ft 4.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 4.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.250 ft fc 2,500.00 psi Footing Length 12.750 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 285.6#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 12,177.Oft-#, Resisting Moment = 2,065.5ft-#, End Uplift = 2,247.00lbs Max. Soil Pressures: @ Left = 793.5psf, @ Right = 768.3psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 15.83psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.26in2, @ Right = 0.28in2 Minimum Overturning Stability Ratio = 1.521 : 1 on Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs 'GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:45PM, 16 SEP Ot Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev. 5'W°°2'; ..Plywood Shear Wall & Footing Page 2 . . User: KW 0601736, Ver 5.1.2, 13•Jun•1. Win32 `-' .(c) 198399 ENERCALC C:\enerCalC\balle residence.ecw:Calculations . Description Dia I, Line 1, 4.5' Panel Footing Analysisid i J Soil Pressures... - Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio tJ Lateral Forces Acting in Direction To Left... To Right... 4.205 ft 4.134 ft 793.51 psf 0.00 psf 0.00 psf 76.8.35 psf 5,205.96 ft-# 5,581.60 ft-# 1,617.66 ft-# 1,522.50 ft-# 15.433 psi 4.561 psi 4.975 psi 15.826 psi 100.000 psi 100.000 psi 13,462.20 ft-# 13,462.20 ft-# 20,469.73ft-# 20,699.23 ft-# 1.521 :1 1.538 :1' r GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-53.3-2068 gda@quiknetcom (FAX) 530-533-3551 Rev: 510002 User: KW -0601736, Ver 5.1.2, 13Jun1999, Win32 . . ,, .. (c) 1983-991NERCALC Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope:' Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 1, 3' Panel Job # Date: 2:46PM, 16 SEP 01 Page 1 ._General; Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 9 # Plywood Layers 1 Wall Length 3.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 3.333 Stud Spacing 16.00 in Lateral Loads... Vertical Loads... 4.000 ft Concrete Weight Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 104.00 #fft 1.25 ft 0.00 ft to 3.00 ft Uniform Load # 2 0.00 #/ft 12.00 in 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 255.60 #/ft 3.000ft = 766.80 lbs Uniform Shear @ Top of Wail 0.00 #/ft 3.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 4.000 ft Concrete Weight Wall Length 3.000 ft Rebar Cover Past Right Edge of Wall 3.750 ft fc Footing Length 10.750 ft Fy Footing Width 1.25 ft Min, Steel As % Footing Thickness 12.00 in 145.00 pcf 3.00 in 2,500.00 psi 40,000.00 psi 0.00140 Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 285.6#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 8,118.Oft-#, Resisting Moment = 91&0ft-#, End Uplift = 2,400.00Ibs Max. Soil Pressures: @ Left = 718.8psf, @ Right = 742.2psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 12.82psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.22in2, @ Right = 0.20in2 Minimum Overturning Stability Ratio = 1.525 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity= 2775lbs HD2, Capacity = 2815lbs 1-1132, Capacity = 28151bs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs 'GDA ENGINEERING LAND SURVEYING 'Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:46PM, 16 SEP Ot Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknetcom - Scope: Lateral Analysis (FAX) 5307533-3551 Rev.- 510002 Plywood Shear Wall & Footing ,. Page 2 User: KW0601736. Ver 5.1.2, 13 -Jun -1999, WIn32 (c) 1983.99 ENERCALC C:�enerCalC\balle residence.ecw,Calculations Description Dia I, Line 1, 3' Panel Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Sal Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @V from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Laterai Forces Actinq in Direction T To Left... To Right... 3.475 ft 3.535 ft 718.83 psf 0.00 psf 0.00 psf 742.18 psf 4,334.9.1 ft-# 4,029.21 ft-# 1,427.34 ft-# 1,522.50 ft-# 12.818 psi 4.561 psi 4.146.psi 12.485 psi 100.000 psi 100.000 psi 8,974.80 ft-# 8,974.80 ft-# 13,838.85 ft-# 13,685.85 ft-# 1.542:1 1.525 :1 • -GDA ENGINEERING LAND SURVEYING 0.000 ft Title: Charles Bailey Residence Job # 145.00 pcf Wall Length Dsgnr: KCL Date: 2:49PM, 16 SEP 01 220 GRAND AVENUE 3.00 in Description : New Residence OROVILLE, CA 95965 fc Oroville, Ca 530-533-2068 gda@quiknet.com 10.000 It Scope: Lateral Analysis (FAX) 530-533-3551 Footing Width 1.25 ft Rev . -0601738, Ver 5.1.2, 13-Jan•1999, Wm32 p Plywood Shear Wall & Footirt Page .1 9 c:\enercalc\baffle residence.ecw:Calculations • • (c) 198399 ENERCALC 12.00 in Description Dia I, Line 3, 10' Panel General InformatlOn Calculations are designed.to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 10.000 ft End Post Dimension '3.50 in Plywood Grade Grade C -D 8d Wall Height Wall Weight 10.000 ft Seismic Factor 0.300 10.000 psf Nominal Sill Thick. 2.00 Nail Size Thickness 7/16" Ht / Length 1.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00 ft to 10.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 It Lateral Loads... Uniform Shear @ Top of Wall 142.40 #/ft 10.000ft = 1,424.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 10.000 ft . = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge'of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 10.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 10.000 It Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As %, 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 15,740.Oft-#, Resisting Moment = 18,200.Oft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,618.2psf, @ Right = 1,618.2psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.561 : 1 GDA ENGINEERING LAND.SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr. KCL Date: 2:49PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Analysis - (FAX) 530-533-3551 Rev: 510002 Plywood Shear Wall 8c Footing Page 2 User: KW0601736, Ver 5.1.2. 13 Jurn1999, WIn32 - ' (c) 1953.99 ENERCALC C:�2nerCalC�l)aIIB re5ldEence.2-,Calc.latlons Description Dia I, Line 3, 10' Panel Footing Analysis Lateral Forces Actino in Direction Soll Pressures... To Left... To Right... � ••. Ecc. of Resultant @ Footing Centerline 3.203 ft 3:203 ft Soil Pressure @ LEFT Side of Footing 1,618.19 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,618.19 psf , Moments.:. Actual Mu @ Left Wall Edge 0.00 ft-# 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# . 0.00 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vLd.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 17,464.00 ft-# 17,464.00 ft-# Resisting Moment 27,262.50 ft-# 27,262.50 ft-# Overturning Stability Ratio .1.561 :1 1.561 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknetcom (FAX) 530-533-3551 Rev 510002 User: KW -0601736, Ver 5.1.2, 13-Jurn1999, Win32 (c) 1983.99 ENERCALC' Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 3, 3.5' Panel Job # Date: 2:50PM, 16 SEP 01 Page 1 General Information calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 .. Wall Length 3.500 ft End Post Dimension 3.50 In Plywood Grade. Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Silt Thick. 2.00 Thickness 7/16" Ht / Length 2.857 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00 ft to 3.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.40 #/ft 3.500 ft 498.40 lbs Uniform Shear @ Top of Wall 0.00 ##t 3.500ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 2.000 ft Concrete Weight 145.00 pef Wall Length 3.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 2.000 ft fc 2,500.00 psi Footing Length 7.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00. in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 5,509.Oft-#, Resisting Moment = 2,229.5ft-#, End Uplift = 937.00lbs Max. Soil Pressures: @ Left = 982.9psf, @ Right = 982.9psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 6.74psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.616: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr. KCL Date: 2:50PM, 16 SEP 01 OROVILLE, CA 95965 Description : New Residence Oroville, Ca 530-533-2068 gda@quiknet.com . Scope: Lateral Analysis (FAX) 530-533-3551 Rev. 510002 - Page 2 User: KW.0601736, Ver 5.1.2, 13-Aum1999; W1n32 Plywood Shear Wall & Footing (c) 1983.99 ENERCALC ., - - _ c:\enercalc\bailey residence.em:Calculation! Description Dia I, Line 3, 3.5' Panel Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @'d' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment . Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... To Right... 2.321 It 2.321 ft 982.92 psf 0.00 psf 0.00 psf 982.92 psf 1,880.18 ftp# 1,880.18 ft-# 380.63 ft-# 380.63 ft-# 6.740 psi 1.244 psi 1.244 psi 6.740 psi 100.000 psi 100.000 psi 6,112.40 ft- # 6,112.40 ft-# 9,875.16 ft-# 9,875.16 ft-# 1.616 :1 1.616 :1 'GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence 220 GRAND AVENUE Dsgnr: KCL Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Use51002 r: KW -00601736, Ver 5.1.2, 1306n•1999. Wh32 Plywood Shear Wall & Footing �.�ene� - ' (c) 1983.99 ENERCALC +" • - ' Description Dia I, Line 3; 5' Panel General Information # Plywood Layers Plywood Grade Nail Size Thickness Stud Spacing Job # Date: 2:52PM, 16 SEP 01 Page 1 Vertical Loads... Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 Wall Length 5.000 ft End Post Dimension 3.50 in Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 7/16" Ht / Length 2.000 16.00 in Uniform Load # 1 264.00 #/ft Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00 ft to 5.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.40 #/ft ' 5.000 ft = 712.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.750 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.500 ft fc 2,500.00 psi Footing Length 8.250 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 7,870.Oft-#, Resisting Moment = 4,550.Oft-#, End Uplift = 664.00Ibs Max. Soil Pressures: @ Left = 1,133.6psf, @ Right = 1,243.Opsf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 5.57psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.540: 1 Simpson Hold Down Options ■ Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs 11 'GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:52PM, 16 SEP 01 Description: New Residence. OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope:' Lateral Analysis (FAX) 530-533-3551 Rev 610002Plywood Shear Wall & Footing .,ncPage 2 W User: K0601736, Ver 5.1.2, 13•Jun•1999, WIn32 residee`ecw:Calculations (c) 198399 ENERCALC C:�enefC2lC�ballE Description Dial, Line 3, 5' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left:.. To Right... Ecc. of Resultant @ Footing Centerline 2.565 ft 2.702 ft Soil Pressure @ LEFT Side of Footing 1,133.60 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,242.96 psf Moments... Actual Mu @ Left Wall Edge 1,787.91 ft-# 1,475.31 ft-# Actual Mu @ Right Wall Edge 249.79 ft-# 291.42 ft-# Shears... vu/.85 @'d' from Left Wall Edge 5.569 psi 0.829 psi vu/.85 @ 'd' from Right Wall Edge 0.415 psi 3.183 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 8,732.00 ft-# 8,732.00 ft-# Resisting Moment 13,903.16 ft-# 13,448.16 ft-# Overturning Stability Ratio 1.592 :1 1.540 :1 0 .GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence 220 GRAND AVENUE Dsgnr: KCL Description : New Residence OROVILLE, CA 95965 Croville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 User: SK -0601736, Ver 5.1.2, 13•Jun.1999, Win32. Plywood Shear Wall & Footing (c)1983.99 ENERCALC cAenei Description Dia I, Line 3, 4' Panel 10 L I General I Job # Date: 2:53PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 4.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness .7/16" Ht / Length 2.500 Stud Spacing 16.00 in Min. Steel As % 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at .0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 _ 264.00 #/ft 0.00 ft to 4.00 ft Uniform Load # 2 0.00 #fft 0.00 ft to 0.00 ft Lateral Loads... 4.000 ft Uniform Shear @ Top of Wall 142.40 #/ft 4.000 ft = 569.60 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 1.750 ft Concrete Weight 145.00 pcf Wall Length 4.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.750 ft fc 2,500.00 psi Footing Length 7.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 6,296.Oft-#, Resisting Moment = 2,912.Oft-#, End Uplift = 846.00Ibs Max. Soil Pressures: @ Left = 1,183.5psf, @ Right = 1,183.5psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts@ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 5.75psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.511 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs . GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 - Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroviile, Ca Scope: Lateral Analysis Job # -Date: 2:53PM, 16 SEP 01 Re". 510002 Plywood 36: Ver 5.1.2, 13Jun1999, Win32 • � User: 83.99 Shear Wall & Footing. Page 2 , 'C:\enercalc\baffle residence.ecw:Calculations EN r (e) 198399 ENERCALC � Description Dia I, Line 3, 4' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures....' To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.481 ft 2.481 ft Soil Pressure @ LEFT Side of Footing 1,183.46 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,183.46 psf Moments... Actual Mu @ Left Wall Edge 1,803.48 ft-# .1,803.48 ft-# Actual Mu @ Right Wall Edge 291.42 ft-# 291.42 ft-# Shears... vu/.85 @'d' from Left Wall Edge 5.748 psi 0.829 psi - vu/.85 @ 'd' from Right Wall Edge 0.829 psi 5.748 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 6,985.60 ft-# 6,985.60 ft-#. Resisting Moment 10,557.66 ft-# 10,557.66 ft-# Overturning Stability Ratio 1.511 :1 1.511 :1 Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence 3771 Keefer Rd. Dsgnr: KCL Chico, CA 95973 Description: New Residence or 530-518-3610 lenhardshockin Ca 9•com Scope: Lateeiraal Analysis User: er:5 W00 01736. Ver 5.1.2, 13.Jun-1999, Win32 Plywood Shear Wall Sc Footing (c) 1983.99 ENERCALC Description Dia I, Line 3, 6' Panel General Information Job # Date: 5:42PM, 19 NOV 02 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 6.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.667 HD2, Capacity = 2815lbs Stud Spacing 16.00 in PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #Jft 0.00 ft to 6.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 153.40 #/ft 6.000 ft = 920.40 lbs Uniform Shear@ Top of Wall 0.00 #/ft 6.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.500 ft Concrete Weight 145.00 pd Wall Length 6.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.500 ft fc 2,500.00 psi Footing Length 9.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 183.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning= 10,104.Oft-#, Resisting Moment= 6,552. Oft-#, End Uplift= 592.00Ibs Max. Soil Pressures: @ Left = 1,301.6psf, @ Right = 1,301.6psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 3.37psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.532: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 5:42PM, 19 NOV 02 Chico, CA 95973 Description : New Residence 'Oroville, Ca 530-518-3610 lenhardt@sho.cking.com Scope: Lateral Analysis Rev 530002 Plywood Shear Wall & Footing Page .? User: K0002 36, Ver 5.1.2, 13 Jum1999, Win32 (c) 1983.99 ENERCALC - c:\enercalc\ballet/ resldence.ecw:Calculatlon! Description Dia I, Line 3, 6` Panel Footing Analysis Lateral Forces Actino.in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.937 ft 2.937 ft Soil Pressure @ LEFT Side of Footing 1,301.64 psf 0.00 psf Sal Pressure@ RIGHT Side of Footing 0.00. psf 1,301.64 psf. Moments... Actual Mu @ Left Wall Edge 1,579.32 ft-# 1,579.32 ft-# Actual Mu @ Right Wall Edge 214.10 ft-# 214.10 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 3.369 psi 0.415 psi vu/.85 @ 'd' from Right Wall Edge 0.415 psi 3.369 psi _ Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 11,204.40 ft-# 11,204.40 ft-# Resisting Moment . 17,168.63 ft-# 17,168.63 ft-# Overturning Stability Ratio 1.532 :1 1.532 :1 Kenneth C. Lenhardt, P.E. 3771 Keefer Rd. Chico, CA 95973 530-518-3610 lenhardt@shocking.com Rev: 510002 User: KW.06017: Description Title: Charles Bailey Residence Dsgnr. KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis 5.1.2, 13 -Jun -1999, Win32 Plywood Shear yya" & Footing Dia II, Line 1, 7' Panel General Information Job # Date: 5:47PM, 19 NOV 02 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 7.000 ft End Post Dimension 3.50 in Plywood Grade .. Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.429 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 7.00 ft Uniform Load.# 2 0.00 */ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 71.06 #!ft 7.000 ft = 497.42 lbs Uniform Shear @ Top of Wall 0.00 *ft 7.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall, 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 7.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 7.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 101.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 6,024.2ft-#, Resisting Moment = 8,036.0ft-#, End Uplift = 0.00lbs Max. Soil Pressures: @ Left = 1,179.7psf, @ Right = 1,179.7psf Sill Bolting: 1/2" Bolts.@ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100,00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.853: 1 Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnn KCL Date: 5:47PM, 19 NOV 02 Description.: New Residence Chico, CA 95973 Oroville, Ca 530-518-3610 lenhardt@shocking.com scope: Lateral Analysis Rev. 510002. ,(c)e198399 ENERCAI2,. Page 2 C5.1.2, 13 -Jun -1999. Win3JYOFooting C:\eneicalc\balle resldence.e6w:Calculatlons Y Description Dia II, Line 1, 7' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.888 ft 1.888 ft Soil Pressure @ LEFT Side of Footing 1,179.69 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,179.69 psf Moments... Actual Mu @ Left Wall Edge 0.00 ft-# OAO ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vu/.85 @,'d' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 6,731.62 ft-# 6,731.62 ft-# Resisting Moment 12,476.63 ft-# 12,476.63 ft-# Overturning Stability Ratio 1.853 :1 1.853 :1 Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence I Job # 3771 Keefer Rd. Dsgnr: KCL Date: 5:33PM, 19 NOV 02 Chico, CA 95973 Description: New Residence Oroville, Ca 530-518-3610 lenhardt@shocking.com . _ Scope: Lateral Analysis Rev. 510002; Page 1 User: KW.0601736. Ver 5.1.2, 13-Jun1999,'Win32 Plywood Shear Wall & Footing (c) 1983.99 ENERCALC c:\enercalc\bailey resldence.ecw:Calculatlon Description Dia II, Line. 1, 5.5' Panel General -Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 390.83 .lbs 5.500 ft End Post Dimension3.50 in Plywood Grade Grade C -D Wall Height Strut Force Applied @ Top of Wall 10.000 ft Seismic Factor, 0.300 Nail Size 8d Wall Weight 0.00 lbs 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.818 Stud Spacing 16.00 in Past Left Edge of Wall Loads Concrete Weight 145.00 pcf Wall Length 5.500 ft Vertical Loads... 3.00 in Past Right Edge of Wall 0.000 ft fc Point Load # 1 0.00 lbs at 0.00 ft 40,000.00 psi Point Load # 2 0.00 lbs at 0.00 ft Footing Thickness Point Load # 3 . 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 5.50 ft Uniform Load # 2 0.00 #aft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 71.06 *ft 5.500 ft = 390.83 .lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 5.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 5.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 101.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 4,733.3ft-#, Resisting Moment = 4,961.Oft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,733.7psf, @ Right = 1,733.7psf Sill Bolting: 1/2 Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.456: 1 Les Than 1.5 - Warning Kenneth C. Lenhardt; P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr. KCL Date: 5:33PM, 19 NOV 02 Chico, CA 95973 Description : New Residence Or 530-518-3610 lenhardt@shocking.com er, Ca al Scope: Lateral Analysis LRev 5100°z Plywood Shear Wall & Footing Page 2 User: KW.0601736, Ver 5.1.2, 13Jun1999, Win32 (e), 198399 EN ERCALC - C:\enercalc\ba112V.resldence.ecw:Calculatlon5 Description Dia II, Line 1, 5.5' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.888 ft 1.888 ft Soil Pressure @ LEFT Side of Footing 1,733.72 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf• 1,733.72 psf Moments... Actual Mu'@ Left Wall Edge 0.00 ft-# 0.00 ft-# Actual Mu @ Right Walt Edge 0.00 ft-# 0.00 ft-# Shears.. vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi. 0.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 5,289.13 ft-# 5,289.13 ft-# Resisting Moment 7,702.41 ft-# 7,702.41 ft-# Overturning Stability Ratio 1.456:1 1.456 :1 Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 5:48PM, 19 NOV 02 Chico, CA 95973 Description: New Residence Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope: Lateral Analysis Rev. 510002 er 5.1.2, 13Jun•1999, Win32 Plywood Shear Wall & Footing Page 1 User: KW0601736. V (e) 198399 ENERCALC � C:\enerCelC\balley r251denC@.eCW:CalCUldtlOfl Description Dia II, Line 1, 12' Panel General Information 0.00 ft to 12.00 ft Uniform Load # 2 0.00 #A Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood layers 1 Wall Length 12.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 0.833 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 12.00 ft Uniform Load # 2 0.00 #A 0.00 ft to 0.00 ft Lateral Loads... 12.000 ft Uniform Shear @ Top of Wall 71.06 #/ft • 12.000ft = 852.72 lbs Uniform Shear @ Top of Wall 0.00 #/ft 12.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 12.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 12.000 ft Fy 40,000.00 psi Footing Width 1.25 ft - Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 101.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 10,327.2ft-#, Resisting Moment = 23,616.04, End Uplift = 0.00lbs Max. Soil Pressures: @ Left = 792.1 psf, @ Right = 792.1 psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 3.177: 1 Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # . 3771 Keefer Rd. Dsgnr. KCL Date: 5:48PM, 19 NOV 02 Chico, CA 95973 Description: New Residence Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope: Lateral Analysis LRev. 510002 - Plywood Shear Wall & Footing Page 2 User: KW -060i736. Ver 5.1.2, 13Jum1999,Vin32 (c) 198399 ENERCALC cAenercalc\bailey residence.ecw:Calculations Description Dia II, Line 1, 12' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.888 ft 1.888 ft Soil Pressure @ LEFT Side of Footing 792.06 psf 22.74 psf Soil Pressure @ RIGHT Side of Footing 22.74 psf 792.06 psf Moments... Actual Mu @ Left Wall Edge ' 0.00 ft-# 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears.. vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable.Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 11,539.92 ft-# 11,539.92 ft-# Resisting Moment 36,666.00 ft-# 36,666.00 ft-# Overturning Stability Ratio 3.177 :1 3.177 :1 Kenneth C. Lenhardt, P.E. 3771 Keefer Rd. Chico, CA 95973 530-518-3610 lenhardt@shocking.com Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis' Rev. 02 U er:5K W0601736, Ver 5.1.2, 13-Jun.1999;.Win32. Plywood Shear Wall & Footing (c) 198&99 EN ERCALC Description Dia II, Line 2, 5.5' Panel General Information Job # Date: 6:14PM, 19 NOV 02 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 5.500 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psi Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.818 Stud Spacing 16.00 in Loads 0.00 ft-# Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft 145.00 pcf Point Load # 2 0.00 lbs at 0.00 ft 3.00 in Point Load # 3 0.00 lbs at ft 2,500.00 psi Uniform Load # 1 228.00 #/ft Uniform Load # 2 0.00 #/ft 0.00 ft to 5.50 ft 0.00 ft to 0.00 ft' Lateral Loads... Uniform Shear @ Top of Wall 120.10 #/ft 5.500 ft = 660.55 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.500 ft = 0.00 Ibs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.250 ft Concrete Weight 145.00 pcf Wall Length 5.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.250 ft fc 2,500.00 psi Footing Length 8.000 ft . Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design. OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 150.1#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 7,430.5ft-#, Resisting Moment = 4,961.Oft-#, End Uplift = 449.00lbs Max. Soil Pressures: @ Left = 1,186.4psf, c@ Right = 1,186.4psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, c@ Right = 0.19in2 Minimum Overturning Stability Ratio =1.577: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HDSA, Capacity = 4010lbs HDSA, Capacity = 4010lbs Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr. KCL Date: 6:14PM, 19 NOV 02 Chico, CA 95973 Description : New Residence Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope: Lateral Anaysis Rev 5'0002 Plywood Shear Wall & Footing, . Page . ? User: 511'•0601736, Ver 5.1.2, 13-Jun-1999,Win32 ' (c) 198399 ENERCALC cAenercal6bailev residence.ecw:Calculation! Description Dia II, Line 2, 5.5' Panel .Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.537 ft 2.537 ft Soil Pressure @ LEFT Side of Footing 1,186.40 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,186.40 psf Moments... Actual Mu @ Left Wall Edge 997.80 ft-# 997.80 ft-# Actual Mu @ Right Wall Edge 148.68 ft-# 148.68 ft-# Shears.. vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 8,256.05 ft-# 8,256.05 ft-# Resisting Moment 13,016.00 ft-# 13,016.00 ft-# Overturning Stability Ratio 1.577 :1 1.577 :1 k Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 6:13PM, 19 NOV 02 Chico, CA 95973 Description : New Residence Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope: Lateral Analysis Use510002 W� 0 User: 601736. Ver 5.1.2, 13•J6n•1999, Win32 Plywood Shear Wall & Footing (c) 1983.99 ENERCALC Description Dia II, Line 2, 3' Panel General Information Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 3.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht/ Length 3.333 Stud Spacing 16.00 in Loads Vertical Loads... . Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 3.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 120.10 #/ft 3.000ft = 360.30 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft•# Footing Past Left Edge of Wall 1.750 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.750 ft fc 2,500.00 psi Footing Length 6.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % .0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 150.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 4,053.Oft-#, Resisting Moment = 1,476.Oft-t, End Uplift = 859.00Ibs Max. Soil Pressures: @ Left = 988.Opsf, @ Right = 988.Opsf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 4.60psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.560: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 28151bs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs 1HD5A, Capacity = 4010lbs Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 6:13PM, 19 NOV 02 Chico, CA 95973 Description : New Residence or 530-518-3610 lenhardt@shocking.com Lateral Ca Scope: Lateral Analysis Rev 510002 Plywood Shear Wall & Footing- Pae 2 User: KW0601736, Ver�5.1.2, 13-Jun-1999, Win32. .� 9 (c) 1983.99 EN ERCALC C:\enercalc\bailey reside nce.ecw:Calculatlon. Description Dia II, Line 2, 3' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.083 ft 2.083 ft Soil Pressure @ LEFT Side of Footing 987.96 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 987.96 psf Moments... Actual Mu @ Left Wall Edge 1,419.46 ft-# 1,419.46 ft-# Actual Mu @ Right Wall Edge. 291.42 ft-# 291.42 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 4.595 psi 0.829 psi vu/.85 @ 'd' from Right Wall Edge 0.829 psi 4.595 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 4,503.30 ft-# 4,503.30 ft-# Resisting Moment 7,026.91 ft-# 7,026.91 ft-# I Overturning Stability Ratio . 1.560 :1 � 1.560 :1 Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 6:15PM, 19 NOV 02 Chico, CA 95973 Description : New Residence 530-518-3610 lenhardt@shocking.com orovilie, Ca Scope: Lateral Analysis 510002 5.1.2, 13-Jun•1999, Win32 Plywood Shear Wall & Footing Description Dia II, Line 2, 6.5' Panel Page 1 General Information Concrete Weight 6.500 ft Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 6.500 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.538 Stud Spacing 16.00 in Loads Concrete Weight 6.500 ft Vertical Loads... 1.000 ft fc Point Load # 1 0.00 lbs at 0.00 ft PointLoad # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 6.50 ft Uniform Load # 2 0.00 At 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top.of Wall 120.10 #/ft 6.500 ft = 780.65 ibs Uniform Shear @ Top of Wall 0.00 #/ft 6.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 1.000 ft Concrete Weight 6.500 ft Rebar Cover 1.000 ft fc 8.500 ft Fy 1.25 ft Min. Steel As % 12.00 in 145.00 pcf 3.00 in 2,500.00 psi 40,000.00 psi 0.00140 '" "'' 0 Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 150.1#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 8,781.5ft-#, Resisting Moment = 6,929.Oft-#, End Uplift = 285.00Ibs Max. Soil Pressures: @ Left = 1,229.4psf, @ Right = 1,229.4psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= O.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.600: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity= 401Olbs HD5A, Capacity = 4010lbs Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 6:15PM, 19 NOV 02 Chico, CA 95973 Description : New Residence Or Ca 530-518-3610 lenhardt@shocking.com Lateral Scope: Lateral Analysis ' Rev:.sl0002.. UseW-0601736, Ver 5.1.2, 13 -Jun -1999, Win32 Plywood Shear Wall & Footing L(C) Pa2 - Page e 198399 ENERCALC c:\enercalc\baile residence.ecw:Calculations Description Dia II, Line 2, 6.5' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures.... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.657 It 2.657 ft Sal Pressure @ LEFT Side of Footing 1,229.37 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,229.37 psf Moments... Actual Mu@ Left Wall Edge 687.81 ft-# 687.81 ft-# Actual Mu @ Right Wall Edge 95.16 ft-# 95.16 ft-# Shears- vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi . vu/.85 @ 'd' from Right Wall Edge 0.001) psi 0.000 psi Allowable Vn 100.000 psi 10b.000 psi Overturning... Overturning Moment 91757.15 ft-# 9,757.15 ft-# Resisting Moment 15,608.66 ft-# 15,608.66 ft-# Overturning Stability Ratio 1.600 :1 1.600 :1 0 Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence 3771 Keefer Rd. Dsgnr: KCL Chico, CA 95973 Description: New Residence 10.000 ft Or Ca 530-518-3610 lenhardt@shocking.com al er, Scope: Lateral Analysis Rev. 510002 User: KW'�0601736, Ver 5.1.2, 13 -Jun -1999, Win32 Plywood Shear Wall & Footing (c) 198399 ENERCALC cAenei Description Dia II, Line C, 3:0' Panel General Information Job # Date: 6:09PM, 19 NOV 02 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 3.000 ft End Post Dimension 3.50 in . Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 3.333 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 64.00 #aft 0.00 ft to 3.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 378.93 #/ft 3.000 ft = 1,136.79 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.000 ft f c 2,500.00 psi Footing Length 11.000 ft Fy 40,000.00 psi Footing Width 2.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in ""m'r ■ Design OK Wall Summary... Using 7/16" Thick Grade C -D on 2 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 408.9#/ft, Capacity = 520.000#/ft -> OK Wall Overturning = 11,817.9ft-#, Resisting Moment = 738.Oft-#, End Uplift = 3,693.30lbs Max. Soil Pressures: @ Left = 524.9psf, @ Right = 524.9psf Sill Bolting: 1/2" Bolts @ 24.78in, 5/8" Bolts @ 38.64in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 8.73psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.34in2, @ Right = 0.34in2 Minimum Overturning Stability Ratio = 1.721 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... No Uplift, None Required No Uplift, None Required HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 6:09PM, 19 NOV 02 Chico, CA 95973 Description : New Residence 530-518-3610 lenhardta@shocking.com Or Scope : Lateral Ca Analysis Rev: 10002 KW,06 Plywood Shear Wall. & Footing ..Pae -2 User: W�0601736, Ver 5.1.2. 13�Jun•1999, Win32 9 (C) 198399 ENERCALC cAenercal6bailev residence.em:Calculation Description Dia II, Line C, 3.0' Panel Analysis Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears.. vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... To Right... 3.197 ft 3.197 ft 524.93 psf 0.00 psf .0.00 psf 524.93 psf 5,306.76 ft-# 5,306.76 ft-# 2,740.50 ft-# 2,740.50 ft-# 8.732 psi 4.561 psi 4.561 psi 8.732 psi. 100.000 psi 100.000 psi 13,044.69 ft-# 13,044.69 ft-# 22,444.13 ft-# 22,444.13 ft-# . 1.721 :1 1.721 :1 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS XAV) ° a 0 IN, y � N p N o' J 22-141 50 SHEETS AMPAD 22-142 100 SHEETS 22-144. 200 SHEETS dU Y- u -70 kA o �1 C7 Z r r w. 10 0 -� Vj V7 71, N x x p z t,3..� N N o +GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 4:06PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rete 510002 General Timber Beam Page 1 User. 93.99 E1736, Ver 5.1.2, 13 Jun•1999, Win32 (t) 198399 ENERCALC c:\enercalc\bailey residence.ecw:Calculation Description Family Room -Header Beam General Information 0.272 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x12.0 Center Span 12.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam 0.0 0.0 ...Length/Defl 2,135.5 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Area Required 16.756 in2 E 1,800.0 ksi Full Lengh Uniform Loads Center DL 192.00 #/ft LL 192.00 #/ft Left Cantilever DL #aft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 12.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.272 : 1 Maximum Moment 6.9 k -ft Allowable 30.7 k -ft Max. Positive Moment 6.91 k -ft at 6.000 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Maximum Shear* 1.5 Allowable Shear: @ Left Camber: Max. M allow 30.75 Reactions... Ib 674.34 psi tv 56.20 psi Left DL 1.15 k Fb 3,000.00 psi Fv 206.25 psi Right DL 1.15 k Deflections @ Right @ Left @ Center @ Right Max Max Beam Design OK 3.5 k 12.7 k 2.30 k 2.30 k 0.000 in 0.101 in 0.000 in 2.30 k 2.30 k Center Span... yeaa Loaa i olai Loaa L -en %.anulever.., vcau ��u @ Center Deflection -0.067 in -0.135 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,135.5 1,067.74 Right Cantilever... @ Right Support Design Shear 3.46 k Deflection 0.000 in 0.000 in Area Required 16.756 in2 16.756 in2 ...Length/Defl 0.0 0.0 Stress Calcs 206.25 psi Bearing @ Supports Bending Analysis Max Left Reaction 2.30 k Bearing Length Req'd Ck 19.865 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 0.719 in Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 6.91 k -ft 27.65 in3 3,000:00 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.46 k 3.46 k Area Required 16.756 in2 16.756 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max Left Reaction 2.30 k Bearing Length Req'd 0.719 in Max Right Reaction 2.30 k Bearing Length Req'd 0.719 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 12.50 ft 0.00 k -ft 0.00 k 0.0000 in @ Right Cant. Location = 33.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = -8.00 ft 0.00 k -ft 0.00 k 0.0000 in GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job# Dsgnr: KCL Date: 4:06PM, 16SEP.01 220 GRAND AVENUE Description : New Residence ORdVILLE, CA 95965 Orovifle,*Ca 1 '2068 gda@quiknet.com 530-533- Scope: Lateral Analysis (F4) 530 -533 -3551 -Page 2 Rev: 510002 . j (c) 198399 ENERCALC User: KW.0601736, Ver 5.1.2. 13 -jun -1999, Win32 General Timber Beam c:\enercalc\baileX residence.ecw:Calc . tiations _ Deicription Family Room -Header Beam j S 't6h &Diagram, ke 1.20 .2.40 .3.60 4.80 6.00 7.20 8.40. 9.60 10:80 12.00 34WTMTMTUUMTMTUMTFI lqflTM" 384#/ft 0.00 -0.91 1 ml.37 i ibex = 6.91 It 443 1 1 = -0.135m 35M -Zh-nr Load (k) Location Along Me (tt) 5.91 1.20 ;F_.403.60 I 0 -1740- 9.60 10.80 5.22 Mill i III[[[ ilf I I!! ill I 5.53 iiii, Hu iiii'Mi 15 ?.46 lil ij 1114 211 I ILI Ili 1I I ff i I Al Moment k -t Member (ft) Mitt X0.09 !0.11 1 10.12 2.00 2.00 tiGDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev. 510002 User. KW0601736, Ver 5.1.2, 13-Jun•1999, Wh32 Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis General Timber Beam Description Nook Room -Header Beam Job # Date: 4:13PM, 16 SEP 01 Page 1 General Information Span=12.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 ueaa Loaa Center Span 12.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 it Member Type Sawn Douglas Fir - Larch, No.1 & Better Maximum Moment 0.0 Fb Base Allow 1,200.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 15.2 k -ft E 1,800.0 ksi Full Lengh Uniform Loads Center DL 240.00 #/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Center Span... Span=12.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Total Load Left Cantilever... ueaa Loaa i olai Loaa Deflection Max Stress Ratio 0.527 : 1 Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 It Maximum Moment 0.0 7.9 k -ft Maximum Shear" 1.5 4.0 k Right Cantilever... @ Right Support Allowable 15.2 k -ft 3.96 k Allowable 0.000 in 7.5 k Area Required 33.347 in2 Max. Positive Moment 7.92 k -ft at 6.000 ft Shear: @ Left 2.64 k Bearing @ Supports Max. Negative Moment 0.00 k -ft at 0.000 ft Max Left Reaction @ Right 2.64 k Ck 28.094 Le 0.000 it Max @ Left Support 0.00 k -ft 63.250 in2 0.768 in Camber: @ Left 0.000 in 0.000 Max @ Right Support 0.00 k -ft Moment Shear Deflection @ Center 0.134 in 0.00 k -ft 0.00 k 0.0000 in @ Right Cant. Location = 33.00 ft 0.00 k -ft 0.00 k @ Right 0.000 in -8.00 ft 0.00 k -ft Max. M allow 15.15Reactions... fb 783.97 psi fv 62.61 psi Left DL 1.44 k Max 2.64 k Fb 1,500.00 psi Fv 118.75 psi Right DL 1.44 k Max 2.64k Deflections Center Span... Dead Load Total Load Left Cantilever... ueaa Loaa i olai Loaa Deflection -0.089 in -0.164 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 It ...Length/Deft 0.0 0.0 ...Length/Defl 1,613.6 880.16 Right Cantilever... @ Right Support Design Shear 3.96 k Deflection 0.000 in 0.000 in Area Required 33.347 in2 33.347 in2 ...Length/Deft 0.0 0.0 Stress Calcs 118.75 psi Bearing @ Supports Bending Analysis Max Left Reaction 2.64 k Bearing Length Req'd Ck 28.094 Le 0.000 it SM( 121.229 in3 Area 63.250 in2 0.768 in Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sm(Req'd Allowable fb @ Center 7.92 k -ft 63.36 in3 1,500.00 psi @ Left Support 0.00 k -ft 0.00 1n3 1,500.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,500.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.96 k 3.96 k Area Required 33.347 in2 33.347 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max Left Reaction 2.64 k Bearing Length Req'd 0.768 in Max. Right Reaction 2.64 k Bearing Length Req'd 0.768 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 12.50 ft 0.00 k -ft 0.00 k 0.0000 in @ Right Cant. Location = 33.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = -8.00 ft 0.00 k -ft 0.00 k 0.0000 in w,. ;;GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence r Job # y 220 GRAND AVENUE Dsgnr: KCL Date: 4:13PM, 16 SEP -01 I Description : New Residence OROVILLE, CA 95965Oroville, Ca 530j533-2068 gda@quiknet.com w Scope: Lateral Analysis (FAX) 530-533-3551 Rev: 510002 General Timber Beam Page i . U) 1983 99 E 736. Ver 5.1.2, 13 -Jun. 1999, Win32 - (t) 198399 ENERCALC c:\enercalc\baffle residence.ecw:Celculations Description Nook Room -Header Beam - Sketch & Diagram 1.20 2.40 3.660- 0.80 6.00 7.20 8.40 9.60 10.80 -12.00 -� [ - t. t t 44017/R N IIIDILI,! - f i .1.57 3 KWx = 7.9k.Rt :2.10 Dma= v -0.1641n Shear Load (k) Location Along Member (R) 7.92 1.20 2.40 3.60 7.13 j ;p"I��n:q°III!;il;�l!I!;II!III'II�IIIiIIIla1'�Iljl,r!Il�li, 6.34 f;i;•a11i!i lii llj X80;1 �' .,,•, !'' ;,:I"!„I!I II'Il,.. Q CIIIIII!' !I!ilt q!n; I; h, 0 .ip !•I_.j i�jl I 1„II•!I,tlila,�dl 'll B.40 9.60 -• 10.60 I t I . 5.54 I ::klii:p'!ii�.! I• °I!il ae.752I 4'I, i 3.96 j9�! I ' u�„ a l:t : Ilp ,uw;L I . � !•III. illi I. �(I!,�;a l I I ni n il�lli it ,!Ilg'l ll!i"pI � j„ ���� 4�i j•;! ,!' I'I I I ' uTI m,ji 1�, I .n ..I• � 4,'.Ir ,� I �I� 2.38 , il! ��'w'I I' i ' I: r. b • !:; . it yiiivall:l..l' iiiE: ,ilryl li.ih! 1.5�8��� III li i i h 4 • I I h II 4,1,11 f �� u,nl ,::.lilll.l � I ! �..i l"' �llil `i,i II I I��ill Illi I"� I � �i:r ill.;l , i! , m ri I l• I � li; I, l i i dl• �r"II'' I,II�VI In111 T G � � Lj�T!" I I .11,16 I,idd I I ;!h.I, .I!,: 1,,. ;i� �l yIl � �I I!•-illllilll � ! IIl�f I II m�! I�!Iflu �� , J;11' '!1?Iti'lll"llil ,€fP to n,:.f,I nll , III iq ,!I ,�„ „!,!:U! � Llldll:Ilur � tllsii�!�III i'I'ilGlr i!.Idl,i;!Ifl,; Moment VO ion AI Member R - I j0.o3 '.0.05 0.07 i •o.oe i I •0.10• I I I i +0.11 ;0.13 0.15 PLAN REVISION Please complete the following information in order to process your submittal. If this form is not complete, correct and legible. it may cause a delay in processing. Owner's Name: Received By: Date: a ���- �a A.P. #: l9 � Permit #: � Time: PhoneNumber: Purpose of submittal: ❑ Permit Application Data Item 6Y\ T ❑ Engineering ❑ Plan Revision ❑ Requested by Building Inspector or Correction Notice - Inspector's Name: ❑ Requested By Plan's Examiner- Examiner's Name: ❑ 10ther: If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for plan re stew. If engineering is involved in this revision, the engineer must put his requirements on these drawings and stamp and sign the drawings. Include two (2) sets of wet signed engineering. Revised drawings must clearly show When Approved, Process as Follows: ❑Mail to Owner at this address: ❑ Mail to Contractor at this address: Call . and hold for pickup at the ❑ Chico Office ❑ Oroville Office Deliver with next inspection. ised Plan Check Fee: ❑ 546.00 Receipt #: ❑ Additional Fees Not Required Additional fees may be due based upon complexity and time involved to process this submittal. Additional Fees: _ Receipt I: FLAN REVIEW RESPONSE FORM in order to expedite the review of your plans, please complete the following information and rewm this form with your re-wbmi=L If this form is not compictc, as to all Correction items, we will not be able to accept your re -submittal for review. 7UM must be a valid response to every item requested in our plan correction letter. "By others" is not considered a valid response.- Fwase indicate your . response to each it= and the location where the information can be found on the piaWcales. ATTACH THTC FORM Tn A rn&V fltvfuvn ne •u ne%tieui ■ en�n iur% w��n� �i.w■i w�.....�.....� - OWNERS NAME - ..... DATE::: COMMENTS: I ASSESSORS PARCEL NUMBER PERMIT NUMBER b69-5�0 -oG/ 62 -/30 5� 2ESPONSE FOR PLAN CHECK LETTER DATED. PLAN CHECK ITEM M RESPONSE BY: - LOCATION ON PLANS/CALCS: COMMENTS: I PLAN CHECK ITEM q RESPONSE BY: LOCATION ON PLANS/CALCS: 13 � COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS PLAN CHECK ITEM 0 RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # 13 RESPONSE BY: � LOCATION ON PLANS/CALCS: COMMENTS: PIAN REVIEW RESPONSE FORM In order to expedite the review of your plan!k please complete the following information and_ return this. form with your re-subm�l. if -this form is not compicte, as to all correction items, we will not be able to acceptyour re -submit .W for review. Tbae must be a valid response to every item requested is our plan correction tetter. "By others" is not considered a valid response.- Pie= irmfite your response to each it= AW the location where the information ran be found on the pla Wcalcs. &,rrarN TuTC cnam Tn AMdV A! vn� �w w• .0 wwwN�. • ..w..w - _--_ ____-__ _ __ _��.�.ems...+sass�•mma•6s�ralGs ��6�v:tl4 OWNERS NAAMMjE� a0009L CY�76e_L'-SO pyT,y7%"%&=r%AL DATE: ASSESSORS PARCEL PERMIT NUMBER E9 -5g6 RESPONSE FOR PLAN CHECK LETTER DATED. PLAN CHECK ITEM # RESPONSES - LOCATION.ON PLANSICALCS: COMMENTS: hL CC PLAN CHECK REM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PLAN CHECK ITEM # RESPONSE BY: LOCATION ON PLANS/CALCS: COMMENTS: PERMIT NO 109-02 Lake Oroville Area Public Utility District 1960 Elgin Street OROVILLE, CALIFORNIA 95966 533-2000 DISTRICT APPROVAL AND VERIFICATION OF INSPECTION BUILDING SEWERS This verification form must be submitted to the Butte County Department of Public Works Building Department prior to issuance of a building or occupancy permit, whichever. is applicable. Prior to final approval by Butte County of a Building or an Occupancy Permit, a copy of this verification form, signed off by Lake Oroville Area Public Utility District, must be submitted to Butte County. Date: Applicant: Applicant Address: Applicant Phone No.: Property Locations(s): A. P. No.(s): Fees due: December 2, 2002 Charles Bailey 4380 Ladner St., Fremont CA 94538 (510)657-6584 30 Hercules Dr. Oroville CA 95966 Lakeridge Village Lot# 84 069-580-061 All fees paid. Application for service approved: A�I E OROVILLE AREA PUBLIC UTILITY DISTRICT Inspection(s) made and successful test(s) observed: Location: By: Lake Oroville Area Public Utility District release to close permit: Date:. By: Date: SITE PLAN REVIEW APPLICATION Date: S — 22 ' O 2 Permit Number (if applicable) 0 `Z' 130 APPLICANT INFORMATION Owners Name: Owners Address Telephone No.: Situs Address: Proposed Use: AP# 0%G)-580— 3L ( Parcel Size: I -- O Q (!- W -180 ~ Z-{ 18© LflJ6�jorz, , -PIZ OM oP-�j Ac 9.y 5 3 S �S 3© HFQLU LES AVE 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 Other . ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Stat( Use) Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By L -)(D Date S Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY 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: X • Flood Panel No.: C� 825 C, Index Date: b— $— g ❑ Sacramento River Reclamation District -(Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ 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) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ------------------------------------------------------------------------------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: AR — ( Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side C) Side Street Rear ) 8 Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 a 1 Applicable Development Fees: Standard Fees ❑ 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) Amount Formula * 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: Deed of Reference: Parcel Frontage on Publicly Maintained Road: Complies with County Standards for Deed Creation: Comments: Legal Access Provided: ❑ No Legal Access Required ❑ No ❑ No ❑ Yes, Road Name:_ ❑ No ❑ Yes ❑ Yes ❑ Yes ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ' ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain -4 --Merger ❑ Obtain a Lot Line Adjustment ❑ 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 ❑ Meet current Environmental Health Department requirements Page 3 of 5 S Subdivision Map/Parcel Map: \f 1 LLR & 6 Map Date of Recording: I D Lot: 8 L�j ❑ Use Permit/Mlinor Use Permit Permit Number: Book: 8 Is Date of Approval: ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 Page: il jlS ❑ 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 other qualified professional and be submitted to and approved by the Department of Public 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 0 F-1 I Summary of Specific Requirements: No�L This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 220 GRAND AVENUE OROVILLE, CA 95965 TEL: (530) 533-2068 FAX: (530) 533-3551 EMAIL: gda@quiknet.com September 15, 2001 Butte County Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 RE: #18 Herculese Oroville, CA SUBJECT: Truss Calculations by MiTek Industries, Inc. We have reviewed the truss calculations as submitted by MiTek Industries. The calculations indicate that the proper design loads were used. The trusses are in design conformance with the building plans. Sincere) 7Kenneth C. Len , P.E. GDA Engineering, Surveying, Planning d rnMetters\01052trussitr enclosure /e�()FESS/O/VARLES mak, �X 2y LULu a) C-029387 c m Exp. 03-31-03 -' ,t OF CAL\FO JOHN D. CHRISTOFFERSON, P.L.S. O`VNER-BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your sigestum Please complete and return this information at your earliest opportunity to avoid umecessary 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 Mr"f NO O 2 I HAVE HAVE NOT 0 signed an application for a building permit for the proposed ago& 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: CITY PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAINIE: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contacted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNE- NO E: This Owner -Builder Verification is required by Section 198.31 and 19832 of lis 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 Dei: Properri GW-er: 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 parry oftecord 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 5300 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 emplover, 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 he 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 throu&h 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 1030 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. IINAlt rely, el C. Vi ira, C.B.O. ger, Building Inspection NOTE: This Owner -Builder Information is required by Seetlon 19810 of the Californla Health and Safety Cods OVER AND WHEN RECORDED MAIL TO: ��� < 2002—rDta26433 BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE Recorded I REC FEE 10.00 OROVILLE, CA 95965 Lf Official Records I CONFORM •00 CoBUTTE f i COPIES 1.50 G ' CANDACE JT GRUBBS I Recorder I ROSEMARY DICKSON I Assistant I Kathy 11:32AM 22 -May -2002 I Page 1 of 2 p 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 Qpermit. 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: Date a -- 0 1_ State of California County of 0-"NAIe- .SSP 4!F-- �' 4 1 E ' A ' /0�4c-/4� D On before personally appealed CNAm<Xes ],V. _ personally known to me (or proved to me on the basis of satisfacto evidence) to be the person(,s'j whose name(* is/are subscribed to the within instrument and acknowledged to me that he/Sire/they executed the same in his/her/their- authorized capacity(kS), and that by his/her/their signatureKon the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. WINDY HILL 9 0( 4 1333071 Seal:Q . NOTARY P BUC-CAAUUFORNIAD 2 BUTTE COUNTY n COMM. EXP. DEC. 312005 ALTA OWNERS POLICY ORDER NO. BU -186813-3 MAM (REGIONAL EXCEPTIONS) EXHIBIT "A" THE LAND REFERRED TO IN THIS POLICY IS . SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: LOT 84, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "LAKERIDGE VILLAGE", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 28, 1981, IN BOOK 8.5 OF.._-.. MAPS, AT PAGE(S) 11, 12, 13, 14 AND 15. EXCEPTING.THEREFROM A PORTION OF LOT 84, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "LAKERIDGE VILLAGE", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 28, 1981, IN BOOK 85 OF MAPS, AT PAGES) 11, 12, 13, 14 AND 15, MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 84; THENCE NORTH 03° 48' 00" WEST, 118.21 FEET TO THE NORTHEAST CORNER OF SAID LOT 84; THENCE SOUTH 000 25' 38" WEST, 118.23 FEET TO A POINT ON THE SOUTH LINE OF SAID LOT 84; THENCE NORTH 88° 11' 59" EAST ALONG SAID SOUTH LINE, 8.72 FEET TO THE POINT OF BEGINNING AND THE END OF THIS DESCRIPTION. ALSO EXCEPTING THEREFROM ALL MINERAL INTERESTS AND RIGHTS IN THE PROPERTY OF WHATEVER KIND, EXCEPTING THE TOP 500 FEET THEREOF AND THERE SHALL BE NO RIGHT OF ENTRY ON THE SURFACE OF SUCH PROPERTY TO EXTRACT ANY SUBSTANCES THEREFROM AS RESERVED IN DEED RECORDED JULY 29, 1980, IN BOOK 2536, PAGE 363, OFFICIAL RECORDS. THE ABOVE DESCRIBED PARCEL IS PURSUANT TO A BOUNDARY LINE MODIFICATION APPROVED BY THE COUNTY OF BUTTE, BY DEED RECORDED MAY 30, 1990, UNDER BUTTE COUNTY RECORDER'S SERIAL NO. 90-21959. APN 069-580-061-000 PAGE 4 ENGINEERIN 220 GRAND AVENUE OROVILLE, CA 95965 TEL: (530) 533-2068 FAX: (530) 533-3551 EMAIL: gda@quiknet.com a Yv STRUCTURAL Client: CHARLES BAILEY CALCULATIONS ProJect: RESIDENTIAL DWELLING a Location: *' HERCULESE, OROVILLE, CA. LOT 84 LAKERIDGE Note: PLANS BY OTHERS BUTTE CVUNTY BUILDING DEPARTMENT AP P R Wo" V EF U` ATTENTION: This engineer is not responsible for on site inspection to assure compliance with the materials or workmanship specified herein. This engineer is not responsible for any changes in the specifications unless approval is authorized in writing by the engineer. Workmanship is to be of highest quality and in all cases to follow accepted construction practice, the Uniform Building Code, and local building department standards. Kenneth C. Lenhardt, P.E. wpdocs\masters\scalc.cov < PpFESS10Nq Q.� GNARLEs � F2 z y 2 w rn W C-02 387 029387 �OF CRS`` /(-z7--oZ JOHN D. CHRISTOFFERSON, P.L.S. Job # 01-052 September 15, 2001 R- 11-20-02 �vycr�iNG 'V1 v G'o rj LOADS Roof Dead Load= 16 psf for trusses and high slope rafters, 15 psf for rafters. Roof Live Load (No Snow Loads) 14 psf Floor Dead Load= 10 psf, Decks D.L. =10 psf Floor Live Load=40 psf for residential, 50 psf for office, and 100 psf for retail. Wall Dead Load =10 psf. 1. General a) All work shall conform to the 1997 UBC and applicable local chiles. b) Where applicable, allowable stresses have been increased 15% for snow, 33% seismic, and 60% for wind and seismic connections (timber). c) Seismic zone 3. Basic wind speed=75mph., exposure B, based upon UBC 1616, Method 2. d) Snow loading as per UBC appendix chapter 16. e) The Engineer is responsible for the structural items in the plans only. Should any changes be made from the design as detailed in these calculations without written approval from the Engineer then the Engineer assumes no responsibility for the entire structure or any portion there of. Should the results of the calculations not be fully or properly transferred to the plans, the engineer assumes no responsibility for the structure. f) All water proofing and flashing (roofs, foundations, garage flours, etc.) is the responsibility of the contractor or owner. g) These calculations are based upon a completed structure. Should an unfinished structure be subjected to loads, the Engineer should be consulted for an interim design or if not, will assume no responsibility. 2. Site Work a) Assumed soil bearing pressure= 1500 psf, determined in accordance with UBC table 18-1-A. b) Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions encountered must be brought to the attention of the Engineer. c) These calculations assume stable, undisturbed soils and level or stepped footings. Any other conditions should be reported to this Engineer. d) All footings shall bear on undisturbed soil with a footing depth below frontline, (18" or 24" as per local requirements). Finished grade shall slope away from foundation. 3. Concrete, Masonry a) Concrete shall have a minimum 28 clay compressive strength of 2500psi . b) Concrete shall be air entrained to not less than 5% and not more than 7%. c) Slabs shall be reinforced with 6x6x10WW mesh as per ASTM A185, or with Fibermesh as per manufacturer's specifications. Water proofing of any garage slab over timber framing system is the responsibility of the owner or contractor. d) Waterproofing of foundations and retaining walls is the responsibility of the owner or contractor. e) Reinforcement shall be grade 60 as per ASTM A615 . Lap reinforcing bar splices 40 bar diameters. f) Concrete stem walls and footings are to be a monolithic pour, or provide vertical #4's @ 18" oc. in stemwall developed into footing, provide 2 #4's horizontal continuous in perimeter footing min. (1 top, 1 bottom). g) All masonry units shall conform to ASTM C 90 grade N. h) All masonry cells are to be solid grouted with mortar conforming to ASTM C279 Type S, with a 28 day compressive strength of 2000 psi min. 4. Framing/Lumber a) Roof Sheathing. Use 5/8" CDX APA rated 1(40/20) for 5/8", (48/24) for 3/4"J sheathing. The thickness is per -APA load tables based upon roof live load and framing spacing. Apply face grain (long dimension) perpendicular to framing, stagger panels and nail with 8d box @6" edge, 12" field. 7/16" OSB w/8d box @ 6,12 used if shown on plans. b) Floor Sheathing. Use 3/4" T&G APA rated sheathing. Glue and nail with 8d @ 6" edge, 10" field. . c) Sheathing shall conform to APA, PS 1. Shear sheathing shall be C -D, C -C, or 303 (T.-1-1 l). Alternate sheathing may be substituted for floors, roofs, and shear walls provided they are structurally equivalent. d) Headers . Headers that are not specifically addressed in the calculations shall be 6x8 DF #1.(OK by observation). Use (2) trimmers on all openings 5'0" and larger: e) Floor joists. Use manufactured "I" joists (such as Truss Joists), size space as per manufacturer's recommendations (use L/480 min). Use manufactured rim board (such as Timber Strand) with all "I" joists. Use a double rim board in all locations where ledgers are used (such as deck ledgers). Douglas Fir #2 may be substituted for "I" joists. Size and space in accordance with UBC table 23 -1 -V -J-1 using E=1.6 max. Engineer recommends using E< 1.2. t) Sill plates shall be pressure treated Douglas fir or Hem Fir. g) Studs shall be stud grade or better. In no instance shall a stud wall be used to retain soil or resist lateral pressure due to snow loading. In the case of snow build up against a stud wall the owner shall be responsible to eliminate snow to stud wall contact. h) All framing lumber shall be Douglas Fir Larch. i) Glu -lams shall be 24F -V4. Gludams exposed to weather must be rated for exterior use by the manufacturer. j) Micro -lams (laminated veneer lumber) shall have Fb=2800 psi & Fv=285 psi min. k) Splice all beams over supports or sawcut top 1/3 at support (tot @ cantilevers), . 1) Where (3) or more trimmers are specified, those trimmers are to be stacked in all wall framing and solid blocked at the floor levels to the foundation. m) Where posts with column caps or bearing plates are called out for, the load is to be transferred to the foundation by vertical grain only. . n) All built up, laminated double or multiple 2X joists and beams shall be nailed together with 16d nails at 8" oc. staggered. . o) All nails shall be common or green sinkers as specified. Where exposed to weather, nails shall be galvanized. p) All framing members specified in these calculations are minimums, and larger members may be substituted. 5. Hardware / Structural Steel a) All hardware called shall be Simpson Co. installed as per manufacturer's specifications. b) Structural steel shall conform to ASTM A36. Pipe columns shall conform to ASTM A501. c) All welding shall conform to the American Welding Society specifications. All welding shall .be done by welders certified by the local building authority. Fillet welds are designed using one half stresses not requiring special inspection. d) All welding electrodes shall be E7OXX or shielded wires with Fy< 70ksi. 6. Trusses Spacing=24"oc. . a) All prefabricated trusses shall be fabricated by a code approved manufacturer. The manufacturer shall supply shop drawings for review by this Engineer and shall be responsible for the design and certification of the trusses. b) It is the responsibility of the manufacturer to conform the truss design according to the loading conditions as called for in these calculations, such as (1) live and dead loads, (including drag loads); (2) truss spacing; (3) spans and eave overhangs; (4) roof pitch; and (5) bearing points. c) The truss manufacturer shall be responsible for all truss to truss connections. d) The truss manufacturer shall provide a means of attic access when spacing is 16" oc or less. e) Gable end trusses shall be structural, designed to support overhand and to allow a top chord notch of 1 '/2". t) Trusses are to stack over wall studs at bearing prints when snow loads are greater than 120 psf. Girder trusses are to be supported by multiple trimmers. g) All non-bearing walls are to have a '/2" gap to the bottom chord of trusses. Secure bottom chord to wall with Simp. DTC. on truss layout. h) Trusses are to be handled, installed and braced in accordance with HIB -91 of the Truss Plate Institute. Bracing and/or bridging shall be provided for and detailed by the truss manufacturer. i) Truss Loading TOP CHORD DEAD LOAD= 10 psf BOTTOM CHORD DEAD LOAD= 10 psf SNOW LOAD (reduced for pitch)=N/A DRAG LOADS=1500#ming, where drag trusses are specified on plans. SPECIAL LOADING CONDITIONS: 7. Snow Loads - N/A (File:STRCALCS.GN) 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS ` 9'a 2'-d J /a!v� 3/'-D T, 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS y D vl • � W N 10 22-141 SO SHEETS _ 22-142 100 SHEETS 22-144 200 SHEETS ' V � NO Q � k O to � h L . 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS i� A4 U N� 1 � N t ' N � Q O N � U �c 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS i� A4 r � 0�• i,,1 W Cry IN r �c r . N • �� nr x vi N II � N v o • 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS i� A4 � H 0�• i,,1 W Cry IN 22-141 50 'SHEETS AMPAD 22-142 100 SHEETS 22-144 200 SHEETS D o l N I� � N N 70 N N� �0 : D N - 22-141 50 'SHEETS AMPAD 22-142 100 SHEETS 22-144 200 SHEETS o NQ d 171 --I N 70 �0 : D Y - 11 210 W _ 45 -i- N CO W VA D x. CA -Z N NZ NQ --I tov. 22-14150 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS 22-141 22-142 22-144 SO SHEETS 100 SHEETS 200 SHEETS y - - VN 1 N �, [-TI N o d � � GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence 220 GRAND AVENUE Dsgnr: KCL Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 c �/�� p Rev. 51002 & User K .0601735, Ver 5.1.2,'13 -Jun -1999, Win32 Plywood Shear Wall Footing (c) 198399 ENERCALC cAenei Description Dia. I, Line A, 3' Panel General Information Job # Date: 2:30PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 3.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight %000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 3.333 Stud Spacing 16.00 in Min. Steel As % 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 587.00 #/ft 0.00 ft to 3.00 ft Uniform Load # 2 0.00 #!ft 0.00 ft to 0.00 ft Lateral Loads... 3.000 ft Uniform Shear @ Top of Wall -142.90 #/ft 3.000 ft = 428.70 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.000ft = 0.00. lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 1.250 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.250 ft fc 2,500.00 psi Footing Length 5.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design. OK Wall Summary... Using.7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.9#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 4,737.Oft-#, Resisting Moment = 3,091.5ft-#, End Uplift = 548.50lbs Max. Soil Pressures: @ Left = 1,581.4psf, @ Right = 1,581.4psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Botts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = O.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.600: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of'Wa11 to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 36.10lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence . Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:30PM, 16 SEP 01 OROVILLE, CA 95965 Description : New Residence j Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev: 510002 i - Page 2 User: 3,99 E 736, Ver 5.1.2, 13 Jurn1999, Win32 Plywood Shear Wall & Footing • (c) 1983:99 NERCALC - C:\enefC21C\ballet reSld2rlCe.eCW:CaICUl2tlOn! Description Dia. I, Line A, 3' Panel Footing -Analysis .' LateraPForces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.719 ft 1.719 ft .5611' ressure @ LEFT Side of Footing 1,581.44 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,581.44 psf Moments... Actual Mu @ Left Wall Edge 1,341.09 ft-# 1,341.09 ft-# Actual Mu @ Right Wall Edge 148.68 114 148.68 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000psi 0,000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 5,255.70 ft-# 5,255.70 ft-# Resisting Moment 8,409.16 ft-# 8,409.16 ft-# Overturning Stability Ratio 1.600 :1 1.600 :1 L GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev 510002 •. User: KW.0601736. Ver 5.1.2, 13-1un.i999, Win32 Title: Charles Bailey Residence Dsgnr: KCL , Description: New Residence Oroville, Ca Scope : 'Lateral Analysis Plywood Shear Wall & Footing , r.\Pnpr Description Dia. I, Line A, 4' Panel Job # Date: 2:31 PM, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 4.000 ft End Post Dimension 3.50 In - Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16' Ht / Length 2.500 Stud Spacing 16.00 in Loads Vertical Loads . Pant Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 Ibs at ft Uniform Load # 1 587.00 ##t 0.00 ft to 4.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.90 #/ft 4.000ft = . 571.60 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.000ft = 0.00 _ lbs Strut Force Applied @ Top of Wall 0.00 tbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 1.250 ft Concrete Weight 145.00 pcf, . Wall Length 4.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.250 ft fc 2,500.00 psi Footing Length 6.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in immary Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in.@ Field Applied Shear = 172.9#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 6,316.04, Resisting Moment = 5,496.Oft-#, End Uplift = 205.00lbs Max. Soil Pressures: @ Left = 1,429.2psf, @ Right = 1,429.2psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48:00in Footing Summary... Max. Footing Shear = O.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.821 : 1 imr)son Hold Down O Choices for LEFT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs es fiir RIGHT Side of Wan to Footing..... HD2A, Capacity=,2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:31 PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 [Rev: 51°°°2 - Plywood Shear Wall & Footing Page 2 User: KW -0601736, Ver 5.1.2, 13Jun-1999, W632 (:)•1983.99 ENERCALC c:\enercalc\bailey residence.emCalculation! Description Dia. I, Line A, 4' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.785 ft 1.785 ft Soil Pressure @ LEFT Side of Footing 1,429.17 psf 0.00 psf Sal Pressure @ RIGHT Side of Footing 0.00 psf. 1,429.17 psf Moments... Actual Mu @ Left Wall Edge 1,262.86 ft-# 1,262.86 ft=# Actual Mu @ Right Wall Edge 148.68 ft-# 148.68 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right -Wall Edge 0.000 psi 0.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 7,007.60 ft-# 7,007.60 ft-# Resisting Moment 12,759.91 ft-# 12,759.91' ft-# Overturning Stability Ratio 1.821 :1 1.821 :1 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr. KCL Date: 2:32PM, 16 SEP 01 Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Anaysis (FAX) 530-533-3551 Rev 510002 - - Plywood Shear Wall $c Footing Page 1 User: KW.0601736. ver 5.1.2, 13 -Jun -1999. win3z c:\enercalc\baile residence.ep- Calculation (c) 198399 ENERCALC Description Dia. I, Line A, 5' Panel General information: Point Load # 1 0.00 lbs at 0.00 ft Calculations are designed to 1997 NDS and 1,997 UBC Requirements # Plywood Layers 1 Wall Length 5.000 ft End Post DimensionOEM 3.50 in Plywood Grade Grade C -D 8d Wall Height Wall Weight 10.000 ft Seismic Factor 0.300 . 10.000 psf Nominal Sill Thick. 2.00 Nail Size Thickness 7/16" Ht / Length 2.000 Stud Spacing 16.00 in Strut Force Applied @ Top of Wall 0.00 lbs Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at '0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 587.00 #/ft 0.00 ft to 5.00. ft Uniform Load # 2 0.00 #/Ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.90 #/ft 5.000 ft 714.50 lbs Uniform Shear @ Top.of Wall 0.00 #/ft 5.000111 = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Ming Past Left Edge of Wall 1.000 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.000 ft fc 2,500.00 psi Footing Length 7.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.9#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 7,895.04, Resisting Moment = 8,587.5ft- #, End Uplift = 0.00lbs Max. Soil Pressures: @ Left = 1,531.8psf, @ Right = 1,531.8psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3%4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.879: 1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE , OROVILLE, CA 95965 530-533-2068 gda@quiknetcorn (FAX) 530-533-3551 Rev.. 510002 User: KW -0601736. Ver 5.1.2. 13.1un•1999, Win32 (c) 198399 ENERCNLC Description . Dia.'I, Line A, 5' P� Title : Charles Bailey Residence Job # Dsgnr: KCL Date: 2:32PM, 16 SEP 01 Description : New Residence - Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Page ? c:\enercalc\bailey residence.ecw:Calculation. Footing Analysis .. Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Actino iri Direction To Left... To Right... 1.862 ft 1.862 ft 1,531.76 psf 0.00 psf 0.00 psf 1,531.76 psf 904.51 ft-# 904.51 'ft-# 95.16 ft-# 95.16 ft-# 0.000 psi 0.000 psi 0.000 psi 0.000 psi 100.000 psi 100.000 psi• 8,759.50 ft-# 8,759.50 ft-# 16,463.13 ft-# 16,463.13 ft-# 1.879:1 1.879:1 GDA ENGINEERING LAND SURVEYING 0.00 ft to 19.00 ft Title: Charles Bailey Residence Job # 220 GRAND AVENUE Lateral Loads... Dsgnr. KCL Date: 2:37PM, 16 SEP 01 Uniform Shear @ Top of Wall 277.60 #/ft 19.000ft = 5,274.40 lbs Description : New Residence OROVILLE, CA 95965 Strut Force Applied @ Top of Wall Oroville, Ca 530-533-2068 gda@quiknet.com 0.00 lbs Scope: Lateral Anatysis (FAX) 530-533-3551. Footing Width 1.00 ft Rev. er: K .0601736, Ver 5.1.2. 13-1um1999, win32 , - p ;Plywood Shear Wall & Footin Page :1 c:\enercalc\bailey residence.ecw:Calculations (c) 1983.99 ENERCALC 12.00 in Description Dia I, Line B, 19' Panel General Information are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 19.000 ft End Post Dimension. 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 . Thickness 7/16" Ht / Length 0.526 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 397.00 #/ft 0.00 ft to 19.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... 19.000 it Uniform Shear @ Top of Wall 277.60 #/ft 19.000ft = 5,274.40 lbs Uniform Shear @ Top of Wall 0.00 #/ft 19.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 0.750 ft Concrete Weight 145.00 pcf Wall Length 19.000 it Rebar Cover 3.00 in Past -Right Edge of Wall 0.750 ft fc 2,500.00 psi Footing Length 20.500 ft Fy 40,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, -8d at 12 in @ Field Applied Shear = 307.6#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 55,594.Oft-#, Resisting Moment = 89,708.5ft- #, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,561.3psf, @Right = 1,561.3psf Sill Bolting: 1/2" Bolts @ 32.95in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 1.00.00psi -> OK Bending Reinforcement Req'd @ Left =. 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 2.071 : 1 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:3713M, 16 SEP 01 OROVILLE, CA 95965Description: New Residence Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 User: 10002 Plywood Shear Wall & Footing Page 2 User: KW0601736. Ver 5.1.2, 131um 1999, WIn32 . (c) 198399 ENERCALC c:\enercalc\bailey residence.ecvCalculationi Description Dia 1, Line B, 19' Panel Footing Analysis Soil Pressures... Ecc. of Resultant @ Footing. Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears.. vu/.115 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Acting in Direction To Left... To Right... 4.949 ft 4.949 ft 1,561.26 psf 0.00 psf 0.00 psf 1,561.26 psf 440.53 ft-# 440.53 ft-# 42.82 ft-# 42.82 ft-# 0.000 psi 0.000 psi 0.000 psi 0.000 psi 100.000 psi 100.000 psi 61,438.40 ft-# 61,438.40 ft-# 127,258.88 ft-# 127,258.88 ft-# 2.071 :1 2.071 :1 GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence 220 GRAND AVENUE Dsgnr: KCL Description: New Residence OROVICLE,:CA.95965 Oroville, Ca 530-633=2068 gda@gtAknet- corn Scope: Lateral Analysis (FAX) 530-533-3551 Rev. 51 User: KW0M0601736, Ver 5.1.2: 13 -Jun. 1999. Wh32 Plywood Shear Wall & Footing (c) 1983.99 ENERCALC cAenel Description -Dia-i, Line -1, 8' Parrel General Information Job # Date: 2:42PM, 16 SEP 01 Pige 1 Calculations are designed to 1997 NDS and 1997 U13C Requirements # Plywood Layers 1 Wall Length 8.000 ft End Post Uimenswn 3.50 in Plywood Grade Grade C -D Wall Height 10=0 -ft Seismic Facts D.300 Nail Size 8d Wall Weight 10.000.psf Nominal Sill Thick. 2.00 Thickness 7116" Ht / Length 1.250 Stud Spacing 16.00 in Loads 0.00 ft-# Vertical.Loads... Point Load # 1 0.00-ths at 0:00 ft 145.00 pcf Point Load#2 600 ft at- O.00it 3:00in . Point Load # 3 0.00 lbs at ft 2,500.00.psi Uniform Load # 1 104.00 #/ft Uniform Load # 2 0.00 Wft 0.00 ft to 8.00 ft 0.00 ftto 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 255.60 #/ft 8.000ft = 2,044.80 lbs Unifonn'Shear Q Top of Wall 0.00 Vt 8.000ft = 0.00 , lbs Stn11 ForceApplied * Top•of WaN 0:00 lbs Strut Force Applied Q Top of Wall 0.00 lbs Moment Applied Q Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Waltt ength 8:01X -ft. Rehr Cover 3:00in . Past Right Edge of Wall 4.000 ft fc 2,500.00.psi Footing Length 16.000 ft Fy 40,000.00 psi Footing Width 1.25 ft- Min: SteelAs-%, 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Gracie t -D on 1 side/s, Nailing is 8d at 4 in @ Edges,.8d at 12 in @ Field Applied' Shet[r 285:6#fft; Capacity-380.000#/ft => OK' - Wall Overturning = 21,648.Oft- #, Resisting Moment = 6,528.Oft-#, End Uplift = 1,890.00Ibs Max. Soil Pressures: @ Left = 888.9psf, @ Right = 888.9psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts'Q 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Mak. Footing Shear= 19.14psi, Allowable= 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.32in2, @ Right = 0.32in2 Minimum Overturning Stability Ratio = 1.515: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A,..Capacityc= 27751bs.... HD2A,_Capacity,.= 2775lbs. HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs -PHD2,:Capacity = 36101bs PHD2, Capacity = 36.1.Olbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs . Title : Charles Bailey Residence Job GDA F-wGMEERFNG LAND SURVEYING Dsgnr. KCL Date: 2:42PM; 16 SEP 01 220 GRAND AVENUE Description: New Residence OROVILLE,_CA.95965 Oroville, Ca 530-533=2068 gda@gtiiknet.com•- Scope: Lateral Analysis . (FAX) 530-533-3551 Page 2 e, SK o„ . 5.1.2,13 -Jun -1999, wn3z Plywood Shear Wall & Footing c:\enercalc\baffle residence:ecw:Calculations Description Dia f, Line 1, 8` i=anet Soil Pressures— Ecc. of Resuftant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Sal Pressure @ RIGHT Side of Footing Moments.M.. Actual u @Left Wall Edge Actual Mu @ Right Wall Edge Shears:. vu/.85 @'d' from Left Wall Edge vu/.85 @'d' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting— Moment,-overturning Stability Ratio Lateral Forces Acting in Direction To: Left.. 'To Right.. 5.281 ft 5.281 It 888.90 psf 0.00 psf 0.00 psf 888.90 psf 6,439.02 ft-# 6,439.02 ft-# 1,522.50 ft-# 1,522.50 ft-# 19.143 psi 4.561 psi 4.561 psi 19.143 psi 100.000 psi 100.000 psi 23,932.80 ft-# 23,932.80 ft-# 36,256.00. ft-#- 36,256.00 ft4 1.516:1 1.515 :1 GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence 220 GRAND AVENUE Dsgnr: KCL OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Anaysis (FAX) 530-533-3551 Rev. 510002 User: KW.0601736, Ver 5.1.2, 13•Jun•1999, Wh32 Plywood Shear Wall &c, Footing ` (c) 198399 ENERCALC cAenel Description Dia I, Line 1, 5' Panel Information Job # Date: 2:44PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 5.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.000 Stud Spacing 16.00 in Min. Steel As % 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 104.00 #/ft 0.00 ft to 5.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... 5.000 ft Uniform Shear @ Top of Wall 255.60 #/ft 5.000ft = 1,278.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.250 it fc 2,500.00 psi Footing Length 13.250 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in ,@ Edges, 8d at 12 in @ Field Applied Shear = 285.6#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 13,530.Oft-#, Resisting Moment = 2,550.Oft-#, End Uplift = 2,196.00Ibs Max. Soil Pressures: @ Left = 823.5psf, @ Right = 796.7psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 16.74psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.28in2, @ Right = 0.30in2 Minimum Overturning Stability Ratio = 1.507: 1 pson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs 1-1132, Capacity = 2815lbs 1-1132, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job .# 220 GRAND AVENUE Dsgnr: KCL Date: 2:44PM, 16 SEP 01 Description : New Residence OROVILLE, CA 95965 . Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 Rev 510002 Page 2 User: KW -0601736, Ver 5.1.2, 13 -Jun -1999, Wh32 Plywood Shear Wall & Footing (c) 198399 ENERCALC cAenercalc\bailey residence.ecw:Calculation! Description Dia I, Line 1, 5' Panel Footing Analysis . Lateral Forces Actino in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 4.409 ft 4:334 ft Soil Pressure @ LEFT Side of Footing 823.46 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf .796.67 psf Moments... Actual Mu @ Left Wall Edge 5,502.32 ft-# 5,899.82 ft-# Actual Mu @ Right Wall Edge 1,617.66 ft-# 1,522.50 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 16.318 psi 4.561 psi vu/.85 @ 'd' from Right Wall Edge 4.975 psi 16.742 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 14,958.00 ft-# • 14,958.00 ft-# Resisting Moment 22,540.35. ft-# 22,795.35 ft-# Overturning Stability Ratio 1.507 :1 1.524 :1 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence 220 GRAND AVENUE. Dsgnr: KCL OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev e10002 Plywood Shear Wall & Footing User: KW0601736, Ver 5.1.2, 13-Jun-1999, Win32. (t) 1983.99. ENERCALC cAenel Description Dia I, Line 1, 4.5' Panel General Information Job # Date: 2:45PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements A , # Plywood Layers .1 Wall Length 4.500 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 1).300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.222 Stud Spacing 16.00 in Min. Steel As % 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 104.00 #/ft 0.00 ft to 4.50 ft Uniform Load # 2 0.00_ #/ft 0.00 ft to 0.00 ft Lateral Loads... 4.500 ft Uniform Shear @ Top of Wall 255.60 #/ft 4.500 ft = 1,150.20 lbs Uniform Shear @ Top of Wall 0.00 #tft 4.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 4.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.250 ft fc 2,500.00 psi Footing Length 12.750 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in.@ Field Applied Shear = 285.6#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 12,177.0ft-#, Resisting Moment = 2,065.5ft-#, End Uplift = 2,247.00lbs Max. Soil Pressures: @ Left = 793.5psf, @ Right = 768.3psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 15.83psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.26in2, @ Right = 0.28in2 Minimum Overturning Stability Ratio = 1.521 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PH02, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:45PM, 16 SEP 01 OROVILLE, CA 95965 Description : New Residence Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Anaysis (FAX) 530-533-3551 Rev 510002 p Page 2 User: KW.0601736• Ver 5.1.2, 13 -Jun -1999.& 1999. Win32 Plywood Shear Wall Footing o> i9s3•.99 eNeacaic •(Lc:\enercalc\bailey residence.ecw:Calculation Description Dia I, Line 1, 4.5' Panel Footing Analysis' • "' "' ` Lateral Forces Actin- in Direction Soil Pressures... To Left..: To Right..: Ecc. of Resultant @ Footing Centerline 4.205 ft 4.134 ft Soil Pressure @ LEFT Side of Footing 793.51 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 768.35 psf Moments... Actual Mu @ Left Wall Edge 5,205.96 ft-# 5,581.60 ft-# Actual Mu @ Right Wall Edge 1,617.66 ft-# 1,522.50 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn ' Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 15.433 psi 4.561 psi 4.975 psi 15.826 psi 100.000'psi 100.000 psi 13,462.20 ft-# 13,462.20 ft-# 20,469.73 ft-# 20,699.23 ft-# 1.521 :1 1.538 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com - (FAX) 530-533-3551 Rev: 510002 , User: KW.0601736, Ver 5.1.2, 13.Jun.1999, Win32 " (c) 1983.99 ENERCALC _ Title: Charles Bailey Residence Dsgnr: KCL Description : New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 1, 3' Panel Job # Date: 2:46PM, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 3.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 3.333 Stud Spacing 16.00 in Min. Steel As % 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load #.1 104.00 #/ft 0.00 ft to 3.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... 3.000 ft Uniform Shear @ Top of Wall 255.60 ;*Nft ' 3.000ft = 766.80 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs . Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.750 ft fc 2,500.00 psi Footing Length 10.750 ft Fy 40,000.00 psi Footing.Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in 7mary I Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @.Edges, 8d at 12 in @ Field Applied Shear = 285.6#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 8,118.Oft-#, Resisting Moment = 918.Oft-#, End Uplift = 2,400.00Ibs Max. Soil Pressures: @ Left = 718.8psf, @ Right = 742.2psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 12.82psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.22in2, @ Right = 0.20in2 Minimum Overturning Stability Ratio = 1.525: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 401 Olbs GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:46PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: lateral Analysis (FAX) 530-533-3551 Rev. 510002:Plywood User: KW0601736. Ver 5.1.2, 13-Jun-1999, Win32 Shear Wall & Footing. Page 2 ' residence.ecw:Calculations {c) 198&99 ENERCALC�,��&Agnegrcalc\bailey Description Dia I, Line 1, 3' Panel . ;Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.475 ft 3.535 ft Sal Pressure @ LEFT Side of Footing 718.83 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 742.18 psf Moments... Actual Mu @ Left Wall Edge 4,334.91 ft-# 4,029.21 ft-# Actual Mu @ Right Wall Edge 1,427.34 ft-# 1,522.50 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge I 12.818 psi. 4.561 psi vu/.85 @ 'd' frau Right Wall Edge 4.146 psi 12.485 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 8,974.80 ft-# .8,974.80 ft-# Resisting Moment 13,838.85 ft-# 13,685.85 ft-# Overturning Stability Ratio 1.542 :1 1.525 :1 GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:49PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 p Rev. 510002 5 W00Wo1736. Ver 5.1.2, 13 -Jun -1999,& 1999, win32 _ Plywood Shear Wall Footing (c) 198399 ENERCALC - cAer Description Dia 1, Line 3, 10' Panel General Ir Page 1 Calculations are -designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 10.000 ft End Post Dlmens(on 3,w in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2,00 Thickness 7/16" Ht / Length 1.000 Stud Spacing 16.00 in Loads 0.00 ft-# Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft 145.00 pcf Point Load # 2 0.00 lbs at 0.00 ft 3.00 in Point Load # 3 0.00 lbs at ft 2,500.00 psi Uniform Load # 1 264.00 #/ft Uniform Load # 2 0.00 #/ft 0.00 ft to 10.00 ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.40 #/ft 10.000 ft = 1,424.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 10.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing ..Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 10.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 10.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 15,740.Oft-#, Resisting Moment = 18,200.Oft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,618.2psf, @ Right = 1,618.2psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.561 : 1 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # . 220 GRAND AVENUE Dsgnr: KCL Date: 2:49PM, 16 SEP 01 OROVILLE, CA 95965 Description : New Residence Oroville, Ca 530-533-2068 gda@quiknet.com Scope. Lateral Analysis (FAX) 530-533-3551 Rev 510002g Page 2 & Use r: KW.0601736• Ver 5.1.2, 13•Jun-1999•Win32 Plywood Shear Wall Footing ., (:)Y983-99,ENERCALC c:\enercalc\bailey residenLe.ecw:Calculatlon Description Dia I, Line 3, 10' Panel Footirig Analysis Lateral Forces Actinq in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.203 ft 3:203 ft Soil Pressure @ LEFT Side of Footing 1,618.19 psf 0.00 psi Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,618.19 psf . M ActualMu @ Left Wall Edge 0.00 ft-# 0.00 ft-# .Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears.. vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 17,464.00 ft-# 17,464.00 ft-# Resisting Moment 27,262.50 ft-# 27,262.50 ft-# Overturning Stability Ratio 1.561 :1 1.561 :1 i GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence 220 GRAND AVENUE Dsgnr: KCL OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 User KW.00601736, Ver 5.1.2, 13-Jun•1999, Wh32 Plywood Shear Wall & Footing .(c) 19a3.99 ENERCALC c:\enei Description Dia I, Line 3, 3.5' Panel General Information Job # Date: 2:50PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 3.500 ft trla rosy uimension 3.bu in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.857 Stud Spacing 16.00 in Min. Steel As % 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #M 0.00 ft to 3.50 ft Uniform Load # 2 0.00 #M 0.00 ft to 0.00 ft Lateral Loads... 3.500 ft Uniform Shear @ Top of Wall 142.40 #/ft 3.500 ft = 498.40 lbs Uniform Shear @ Top of Wall 0.00 #Ift 3.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 2.000 ft Concrete Weight 145.00 pcf Wall Length 3.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 2.000 ft fc 2,500.00 psi Footing Length 7.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 5,509.Oft-#, Resisting Moment = 2,229.5ft-#, End Uplift = 937.00Ibs Max. Soil Pressures: @ Left = 982.9psf, @ Right = 982.9psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 6.74psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.616 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs H02A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs -GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE - Dsgnr: KCL Date: 2:50PM, 16 SEP 01 OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev: KW -02 - Plywood Shear Wall & Footing Page • 2. User: 10002 736, Ver 5.1.2, 13 Jun•1999; Win32 • ; .(c).1983-99'ENERCALC c:\enercalc\ballet/ residence.ecw:Calculatlon5 Description Dia I, Line 3, 3.5' Panel .Footing Analysis._ ., 6.740 psi vu/.85 @'d' from.Right Wall Edge 1.244 psi Lateral Forces Acting in Direction 100.000 psi Soil Pressures.... To Left... To Right... Ecc. of Resultant@ Footing Centerline 2.321 ft 2.321 ft Sal Pressure @ LEFT Side of Footing 982.92 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 982.92 psf Moments... Actual Mu @ Left Wall Edge. 1,880.18 ft-# 1,880.18 ft-# Actual Mu 0 Right Wall Edge 380.63 ft-# 380.63 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 6.740 psi vu/.85 @'d' from.Right Wall Edge 1.244 psi Allowable Vn 100.000 psi Overturning... Overturning Moment 6,112.40 ft-# Resisting Moment 9,875.16 ft-# Overturning Stability Ratio 1.616 :1 1.244 psi 6.740 psi 100.000 psi 6,112.40 ft-# 9,875.16 ft-# 1.616 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev. 510002 User: KW0601736, Ver 5.1.2, 13•Jum1999, Win32 (c) 1983.99 ENERCALC Title: Charles Bailey Residence, Dsgnr: KCL Description : New Residence 6roville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 3, 5' Panel Job # Date: 2:52PM, 16 SEP 01 Page 1 General Information 0.00 It to 5.00 ft Uniform Load # 2 0.00 #/ft Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 5.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00 It to 5.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... 5.000 ft Uniform Shear @ Top of Wall 142.40 #/ft ' 5.000ft = 712.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 1.750 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.500 ft fc 2,500.00 psi Footing Length 8.250 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 7,870.04, Resisting Moment = 4,550.Oft-#, End Uplift = 664.00Ibs Max. Soil Pressures: @ Left = 1,133.6psf, @ Right = 1,243.Opsf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 5.57p6i, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.540 : 1 Simpson Hold Down Options Choices for LEFT Side of WWI to Footing..... Choices for RIGHT Side of Wall to Footing..:.. HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 281.5lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:52PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca $30-533-2068 gda@quiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 use 510002 - Plywood Shear Wall & Foot '. Page 2 User: KW�0601736. Ver 5.1.2. 13•Jun-1999. WIn32 i (c) 198399 ENERCALC c:\enercalc\bailey residence.ecw:Calculatioris Description Dia I, Line 3, 5' Panel Footing. Analysis 0.829 psi 0:415 psi 3.183 psi Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.565 ft 2.702 ft Soil Pressure @ LEFT Side of Footing 1,133.60 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0:00 psf 1,242.96 psf Moments... „ Actual Mu @ Left Wall Edge 1,787.91 ft-# 1,475.31 ft-# Actual Mu @ Right Wall Edge 249.79 ft-# 291.42 ft-# Shears. vu/.85 @ 'd' from Left Wall Edge vu/.85 @'d' from Right Wall Edge Allowable Vn OvertuminQ... Overturning Moment Resisting Moment Overturning Stability Ratio 5:569 psi 0.829 psi 0:415 psi 3.183 psi 100.000 psi 100.000 psi 8,732.00 ft-# 8,732.00 ft-# 13,903.16 ft-# 13,448.16 ft-# 1.592 :1 1.540 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev. 510002 User: KW.0601736, Ver 5.1.2, 13•Jun-1999, Win32 Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 3, 4' Panel Job # Date: 2:53PM, 16 SEP 01 Page 1 Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 4.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.500 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft Uniform Load # 2 0.00 #/ft Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall �j Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 0.00 ft to 4.00 ft 0.00 ft to 0.00 ft 142.40 #/ft 4.000ft = .569.60 lbs 0.00 #/ft 4.000 ft = 0.00 lbs 0.00 lbs 0.00 Ibs 0.00 ft-# 1.750 ft Concrete Weight 145.00 pcf 4.000 ft Rebar Cover 3:00 in 1.750 ft fc 2,500.00 psi 7.500 ft Fy 40,000.00 psi 1.25 ft Min. Steel As % 0.00140 12.00 in Design OK Wall Summary... Using .7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 6,296.Oft-#, Resisting Moment = 2,912.Oft- #, End Uplift = 846.00Ibs Max. Soil Pressures: @ Left = 1,183.5psf, @ Right = 1,183.5psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 5.75psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.511 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:53PM, 16 SEP 01 OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 Rev. 51M02 - Page .2 user: KW.o601736. e.i.2, 13:Jun.1999.wn32 : Plywood Shear Wall & Footing M399 ENERCALc c:\enercalc\bailey residence.em:Calculation+ Description Dia I, Line 3, 4' Panel ' Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.481 ft 2.481 ft Soil Pressure @ LEFT Side of Footing 1,183.46 psf . 0.00 psf Soil' Pressure@ RIGHT Side of Footing 0.00 psf 1,183.46 psf Moments... Actual Mu @ Left Wall Edge 1,803:48 ft-# 1,803.48 ft-# Actual Mu @ Right Wall Edge 291.42 ft-# 291.42 ft-# Shears... vu/.85 @'d' from Left Wall Edge 5.748 psi 0.829 psi vu/.85 @'d' from Right Wall Edge 0.829 psi 5.748 psi Allowable Vn 100.000 psi 100.000 psi .Overturning... Overturning Moment 6,985.60 ft-# 6,985.60 ft-# Resisting Moment 10,557.66 ft-# 10,557.66 ft� Overturning Stability Ratio 1.511 :1 1.511 :1 Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence 3771 Keefer Rd. Dsgnr: KCL Chico, CA 95973 Description : New Residence Wall Height Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope: Lateral Analysis Wall Weight LRev' 510002 UseKW0601736. Ver 5.1.2, 13Jun1999, Win32 Plywood Shear Wall & Footing 7/16" (t) 1983.99 ENERCALC cAener Description Dia I, Line 3, 6' Panel General Information Job # Date: 5:42PM, 19 NOV 02 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 6.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.667 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00 ft to 6.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 153.40 #/ft 6.000ft = 920.40 lbs Uniform Shear @ Top of Wall 0.00 #/ft 6.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 1.500 ft Concrete Weight 145.00 pcf Wall Length 6.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.500 ft fc 2,500.00 psi Footing Length 9.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in Edges, 8d at 12 in @ Field Applied Shear = 183.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 10,104.Oft-#, Resisting Moment = 6,552.Oft-#, End Uplift = 592.00Ibs Max. Soil Pressures: @ Left = 1,301.6psf, @ Right = 1,301.6psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 3.37psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.532: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 5:42PM, 19 NOV 02 Chico, CA 95973 Description : New Residence Or 530-518-3610 lenhardt@shocking.com Laterale., Ca ral Scope : Analysis Rev. 510002" Plywood .Shear Wall & Footing _ Page 2.- User: KW.0601736, Ver 5.1.2, 13Jun-1999, Win32 (t) 198399 ENERCALC C:\enercalc\bailev residence.ecmCalculatlons Description Dia I, Line 3, 6' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... - Ecc. of Resultant @ Footing Centerline 2.937 ft 2.937 ft Soil Pressure @ LEFT Side of Footing 1,301..64.psf 0.00 psf Sal Pressure @ RIGHT Side of Footing 0.00 psf 1,301.64 psf . Moments... Actual Mu.@ Left Wall Edge 1,579.32 ft-# 1,579.32 ft-# Actual Mu @ Right Wall Edge. 214.10 ft-# 214.10 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 3.369 psi 0.415 psi vu/.85 @ 'd' from Right Wall Edge 0.415 psi 3.369 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment . 11,204.40 ft-# 11,204.40 ft-# Resisting Moment 17,168.63 ft-# 17,168.63 ft-# Overturning Stability Ratio 1.532 :1 - 1.532 :1 Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence 3771 Keefer Rd. Dsgnr. KCL Chico, CA 95973 Description : New Residence Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope : Lateral Analysis Rev 5100°2 User: KW0601736, Ver 5.1.2. 13•Jun-1999, Win32 ' Plywood Shear Wall &.Footing ,(c) 198399 ENERCALC C:\ene1 Description Dia II, Line 1, 7' Panel General Information ' Job # Date:' 5:47PM. 19 NOV 02 Page 1., Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 7.000 ft End Post Dimension 3.50 in . Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300-. Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.429 Stud Spacing 16.00 in Loads VertlCal Loads... Point Load # 1 0.00 lbs at 0.00 It Point Load # 2 0.00 lbs at 0.00 It Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 7.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall' 71.06 #/ft 7.000 ft = 497.42 lbs Uniform Shear @ Top of Wall 0.00 #M7.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 7.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 It fc 2,500.00 psi Footing Length 7.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 101.1#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 6,024.2ft-#, Resisting Moment = 8,036.0111:4, End Uplift = 0.00lbs Max. Soil Pressures: @ Left = 1,179.7psf, @ Right = 1,179.7psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100:00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.853: 1 Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 5:47PM, 19 NOV 02 Chico, CA 95973 Description : New Residence Or 530-518-3610 lenhardt@shocking.com Lateral Ca Scope: " Lateral Analysis Rev 0 510002. Plywood Shear Wall Footing Pa User: 10601736, Ver 5.1.2,13-Jun-1999, Win32 - 9 e 2 (c) 1983.99 ENERCAIC C:\enercaIc\bai1ey resldence.ecmCalculatlon' Description Dia II, Line 1, T Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.888 ft 1.888 ft Soil Pressure @ LEFT Side of Footing 1,179.69 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1;179.69 psf Moments... Actual Mu @ Left Will'Edge' 0.00 ft-# 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn 100.000. psi 100.000 psi Overturning... Overtuming Moment 6,731.62 ft-# 6,731.62 ft-# Resisting Moment 12,476.63 ft-# 12,476.63 ft-# Overturning Stability Ratio 1.853 :1 1.853 :1 Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence 3771 Keefer Rd. Dsgnr: KCL Chico, CA 95973 Description : New Residence 10.000 ft Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope : Lateral Analysis Rev 5'0002 User: KWO601736, Ver 5.1.2. 13�Jun•1999, N'in32 Plywood Shear Wall & Footing (c)198399 ENERCALC C:\enel Description Dia II, Line 1, 5.5' Panel General Information Job # Date: 5:33PM, 19 NOV 02 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 5.500 ft Eno Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.818 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 5.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 71.06 Wit 5.500 -ft = 390.83 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 5.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 5.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 101.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 4,733.3ft-#, Resisting Moment = 4,961.04, End Uplift = 0.00lbs Max. Soil Pressures: @ Left = 1,733.7psf, @ Right = 1,733.7psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.456: 1 Les Than 1.5 - Warning Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr" KCL Date: 5:3313M, 19 NOV 02 Description: New Residence Chico, CA 95973 Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope: Lateral Analysis Rev: 510002 p p & User: KW 0601736, Ver 5'.1.2, 13 Jun -1999, Wik32 Plywood Shear Wall Fooling Page 2 c:\enercalc\baileX.residence.ecw:Calculations , Description Dia II, Line 1, 5.5' Panel Footing Analysis' Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.888 ft 1.888 ft Soil Pressure @ LEFT Side of Footing 1,733.72 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,733.72 psf Moments... Actual Mu @ Left Wall Edge 0.00 ft-# 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi . Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 5,289.13 ft-# 5,289.13 ft-# Resisting Moment 7,702.41 ft-# 7,702.41 ft-# Overturning Stability Ratio 1.456 :1 1,456 :1 Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence 3771 Keefer Rd. Dsgnr: KCL Chico, CA 95973 Description : New Residence or 530-518-3610 lenhardt@shocking.com er, Ca al Scope: Lateral Analysis Rev, el0002 Plywood Shear Wall & Footing User: KW0601736, Ver 5.1.2, 13�Jun�1999, Win32 (e) 198399 ENERCALC cAenei Description Dia II, Line 1, 12' Panel General Information Job # Date: 5:48PM, 19 NOV 02 Page .1 Calculations are designed to 1997 NDS and 1997 UBC Requirements hi # Plywood Layers 1 Wall Length 12.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 0.833 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0:00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #!ft 0.00 ft to 12.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 71.06 #!ft 12.000 ft = 852.72 lbs Uniform Shear @ Top of Wall 0.00 #!ft 12.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 12.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 12.000 ft Fy 40,000.00 psi Footing Width 1.25 It Min. Steel As % 0.00140 Footing Thickness 12.00 in '".1 ° Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 101.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 10,327.2fi-#, Resisting Moment = 23,616.Oft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 792.1 psf, @ Right = 792.1 psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 4&00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, . @ Right = 0.19in2 Minimum Overturning Stability Ratio = 3.177: 1 Kenneth C. Lenhardt, •P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr. KCL Date: 5:48PM, 19 NOV 02 Chico, CA 95973 Description : New Residence 530-518-3610 lenhardt@shocking.com Oroville, Ca Scope: Lateral Analysis Rev. 510002 p User: HW -0601736. Ver 5.1.2; 13-Jun-1999,N'in32• Plywood Shea' Wall & Footing •Page - 2 (c) 198399 ENERCALC c:\enercalc\bailey.resldence.ecW:Calculation' Description - Dia II, Line 1, 12' Panel Footing. Analysis Lateral Forces Acting in Direction Soil Pressures.... - To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.888 ft 1.888 ft Soil Pressure @ LEFT Side of Footing 792.06 psf 22.74 psf Soil Pressure @ RIGHT Side of Footing 22.74 psf 792.06 psf Moments... Actual Mu @ Left Wall Edge 0.00 ft-# 0.00 ft-# Actual Mu @.Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vu/.85 @'d' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @'d' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn .. 100.000 psi 100.000 psi Overturning... Overturning Moment 11,539.92 ft-# 11,539.92 ft-# Resisting Moment 36,666.00 ft-# 36,666.00 ft - Overturning Stability Ratio 3.177 :1 3.177 :1 Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence 3771 Keefer Rd. Dsgnr: KCL Chico, CA 95973 Description : New Residence 530-518-3610 lenhardt@shocking.com Oroville, Ca Scope: Lateral Analysis Rev 510002 plywood Shear Wall Footing User: 735. Ver 5.1.2, 13 -Jun -1999. N'in32 (c) 1983.993.99 ENERCALC c:\ener Description Dia II, Line 2, 5.5' Panel General Information Job # Date: 6:14PM, 19 NOV 02 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 5.500 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.818 Stud Spacing 16.00 in Min. Steel As % 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #A 0.00 ft to .5.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... 5.500 ft Uniform Shear @ Top of Wall 120.10 #fft 5.500 ft = 660.55 lbs Uniform Shear @ Top of Wall 0.00 #fft 5.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 1.250 ft Concrete Weight 145.00 pcf Wall Length 5.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.250 ft fc 2,500.00 psi Footing Length 8.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 150.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 7,430.5ft-#, Resisting Moment = 4,961.Oft-#, End Uplift = 449.00Ibs Max. Soil Pressures: @ Left = 1,186.4psf, @ Right = 1,186.4psf Sill. Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left= 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.577: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 6:14PM, 19 NOV 02 Chico, CA 95973 Description : New Residence 530-518-3610 lenhardt@shocking.com Oroville, CaScope : Lateral Analysis Rev 510002 p User:KW.0601736, Ver 5.1.2, 13-Jun•1999,.Win32 Plywood Shear Wall 8e FOOtII'1g Pa9e 2. (c) 198399 ENERCALC C'\enercalc\bailey residence ecw:Calculatlon< Description Dia II, Line 2, 5.5, Panel Footing Analysis,,-.. Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.537 ft 2.537 ft Soil Pressure @ LEFT Side of Footing 1,186.40 psi 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,186.40 psf Moments... Actual Mu @ Left Wall Edge ' 997.80 ft-# 997.80 ft-# Actual Mu @ Right Wall Edge 148.68 ft-# 148.68 ft-# Shears.. vu/.85 @ V from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000'psi 0.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 8,256.05 fta# 8,256.05 ft-# Resisting Moment 13,016.00 ft-# 13,016.00 ft-# Overturning Stability Ratio 1.577 :1 1.577 :1 Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence 3771 Keefer Rd. Dsgnr. KCL Chico, CA 95973 Description : New Residence Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope: Lateral Analysis Rev 510002 Plywood Shear Wall 8c Footing User: 3.99 ENERC Ver 5.1.2, 13 -Jun -1999, Win32 (t) 1983.99 EN ERCALC c:\ener Description Dia II, Line 2, 3' Panel General Information Job # Date: 6:13PM, 19 NOV 02 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 3.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 3.333 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load# 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 3.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 120.10 #/ft 3.000 ft = 360.30 lbs Uniform Shear @ Top of Wall 0.00 #fft 3.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.750 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.750 ft fc 2,500.00 psi Footing Length 6.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0:00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 150.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 4,053.Oft-#, Resisting Moment = 1,476.Oft-#, End Uplift = 859.00Ibs Max. Soil Pressures: @ Left = 988.Opsf, @ Right = 988.Opsf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 4.60psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.560: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs ' Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 6:13PM, 19 NOV 02 Chico, CA 95973 Description: New Residence 530-518-3610 lenhardt@shocking.com Oroville, CaScope : Lateral Analysis �De 002' A, p0601736, Ver 5.1.2, 13Jurn 1999, N'in32 PI�/WOOCI Shear V YaII O[ FOOtIn9 Page ?9 ENERCALCC:�efl2rCaIC\ballet/ rBSIdQf1CB ecw'CaICUIeYIO2scription Dia II, Llne 2, 3' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.083 ft 2.083 ft Soil Pressure @ LEFT Side of Footing 987.96 psf 0.00 psi Soil Pressure @ RIGHT Side of Footing 0.00 psf 987.96 psf Moments... Actual Mu @ Left Wall Edge 1;419.46 ft-# 1,419:46 ft=# Actual Mu @ Right Wall Edge 291.42 ft-# 291.42 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 4.595 psi 0.829 psi vu/.85 @ 'd' from Right Wall Edge 0.829 psi 4.595 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 4,503.30 ft-# 4,503.30 ft-# Resisting Moment 7,026.91 ft-# 7,026.91 ft - Overturning Stability Ratio 1.560 :1 1.560 :1 Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence 3771 Keefer Rd. Dsgnr: KCL Chico, CA 95973 Description : New Residence 530-518-3610 lenhardt@shocking.com Oroviile, Ca Scope: Lateral Analysis Rev. 610002 User: KW.0601736, Ver 5.1.2; 13-Jun-1999,N'in32 Plywood Shear Wall & Footing (c) 198399 ENERCALC c:\ener Description Dia II, Line 2, 6.5' Panel General Information Job # Date: 6:15PM, 19 NOV 02 Page, 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 6.500 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.538 Stud Spacing 16.00 in Min. Steel As % 0.00140 Loads 12.00 in Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 6.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... 6.500 ft Uniform Shear @ Top of Wall 120.10 #fft 6.500 ft = 780.65 lbs Uniform Shear @ Top of Wall 0.00 #/ft 6.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0:00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past Left Edge of Wall 1.000 ft Concrete Weight 145.00 pcf Wall Length 6.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.000 ft fc 2,500.00 psi Footing Length 8.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16 Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 150.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 8,781.5ft-t, Resisting Moment = 6,929.Oft-#, End Uplift = 285.00Ibs Max. Soil Pressures: @ Left = 1,229.4psf, @ Right = 1,229.4psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 0.00psi, Allowable = 100.00psi -> OK Bending. Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overtuming Stability Ratio = 1.600: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 361 Olbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # .3771 Keefer Rd. Dsgnr: KCL Date: 6:15PM, 19 NOV 02 Chico, CA 95973 Description : New' Residence 530-518-3610 lenhardt@shocking.com Oroville, Ca Scope: Lateral Analysis Rev: 61°°02 Plywood Shear Wall & Footing User: KW.0607736, Ver 5.1.2,.13•Jun.1999, Win32 Page 2 (c) 198$99 ENERCALC c:\enercalc\bailey residence.ecw:Calculatiom, Description Dia ll, Line 2, 6.5' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.657 ft 2.657 ft Soil Pressure @ LEFT Side of Footing 1,229.37 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1;229.37 psf Moments... Actual Mu @ Left Wall Edge 687.81 ft-# 687.81 ft-# Actual Mu @ Right Wall Edge 95.16 ft-# 95.16 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wali Edge 0.000 psi 0.000 psi Allowable Vn . . 100.000 psi 100.000 psi Overturning... Overturning Moment 9,757.15 ft-# 9,757.15 ft-# Resisting Moment 15,608.66 ft-# 15,608.66 ft-# Overturning Stability Ratio 1.600 :1 1.600 :1 Kenneth C. Lenhardt, P.E. Title : Charles Bailey Residence 3771 Keefer Rd. Dsgnr: KCL Chico, CA 95973 Description : New Residence Oroville, Ca 530-518-3610 lenhardt@shocking.com Scope: Lateral Analysis Rev: 510002 Plywood Shear Wall & Footing User: KW -0601736, Ver 5.1.2, 13•Jun•1999, Win32 (c) 198399 ENERCALC c:\ever Description Dia II, Line C, 3.0' Panel General Information Job # Date: 6:09PM, 19 NOV 02 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length Rebar Cover 3.000 ft End Post Dimension 3.50 in Plywood Grade . Grade C -D Wall Height 2.25 ft 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 3.333 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 64.00 #/ft 0.00 ft to 3.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall Past Left Edge of Wall Wall Length Past Right Edge of Wall Footing Length Footing Width Footing Thickness 378.93 #/ft 3.000 ft = 0.00 #/ft 3.000 ft = 0.00 lbs 0.00 lbs 0.00 ft-# 4.000 ft Concrete Weight 3.000 ft Rebar Cover 4.000 ft fc 11.000 ft Fy 2.25 ft Min. Steel As % 12.00 in 1,136.79 lbs 0.00 lbs 145.00 pcf 3.00 in 2,500.00 psi 40,000.00 psi 0.00140 Summary Design OK Wall Summary... Using 7/16" Thick Grade C -D on 2 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 408.9#/ft, Capacity = 520.000#/ft -> OK Wall Overturning = 11,817.9ft-#, Resisting Moment = 738.Oft-#, End Uplift = 3,693.30lbs Max. Soil Pressures: @ Left = 524.9psf, @ Right = 524.9psf Sill Bolting: 1/2" Bolts @ 24.78in, 5/8" Bolts @ 38.64in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 8.73psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.34in2, @ Right = 0.34in2 Minimum Overturning Stability Ratio = 1.721 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... No Uplift, None Required No Uplift, None Required HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Kenneth C. Lenhardt, P.E. Title: Charles Bailey Residence Job # 3771 Keefer Rd. Dsgnr: KCL Date: 6:09PM, 19 NOV 02 Chico, CA 95973 Description : New Residence Or 530-518-3610 fenhardt@shocking.com er, Ca al Scope: Lateral Analysis Rev. 510002 Plywood Shear Wall & Footing User: 10002 736. Ver 5.1.2. 13 Jum 1999. Win32 Page 2 . (C) 1983.99 ENERCALC _ _ c:\enercalc\bailey-residence.ecw:Calculations Description Dia II, Line C, 3.0' Panel Footing Analysis Lateral Forces Actino in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.197 ft 3.197 ft Soil Pressure @ LEFT Side of Footing 524.93 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 524.93 psf Moments... Actual Mu @ Left Wall Edge 5,306.76 ft-# 5,306.76 ft-# Actual Mu @ Right Wall Edge 2,740.50 ftp# 2,740.50 ft-# Shears.. vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 8.732 psi 4.561 psi 100.000 psi 13,044.69 ft-# 22,444.13 ft-# 1.721 :1 4.561 psi 8.732 psi 100.000 psi 13,044.69 ft-# 22,444.13 ft-# 1.721 :1 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS 1 o o R) 0 nm�22-141 50 SHEETS 22-142 100 SHEETS , 22-144 200 SHEETS k x � V7 V- � N 3 o C N N GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 4:06PM, 16 SEP 01 OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev. 510002 General Timber Beam Page 1 User: 10002 1736, Ver 5.1.2, 13 Jun•1999, Win32 (e) 198399 ENERCALC ClenercalQbailev re51C)enCe.eCW�lOfl Description Family Room -Header Beam General information 0.272 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x12.0 Center Span 12.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Allowable 0.0 12.7 k Max. Positive Moment Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Area Required @ Right E 1,800.0 ksi Full Lengh Uniform Loads Center DL 192.00 #/ft LL 192.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 12.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.272 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.067 in 6.9 k -ft Maximum Shear' 1.5 3.5 k Allowable 6.000 ft 30.7 k -ft ...Length/Defl Allowable 0.0 12.7 k Max. Positive Moment 6.91 k -ft at 6.000 ft Shear: @ Left 2.30 k Max. Negative Moment 0.00 k -ft at 0.000 ft Area Required @ Right 2.30 k Max @ Left Support 0.00 k -ft 0.0 Stress Caics Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Bending Analysis @ Center 0.101 in Max. M allow 30.75Reactions... Le 0.000 ft Sxx 123.000 in3 Area @ Right 0.000 in fb 674.34 psi fv 56.20 psi Left DL 1.15 k Max 2.30 k Fb 3,000.00 psi Fv 206.25 psi Right DL 1.15 k Max 2.30k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.067 in -0.135 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 2,135.5 1,067.74 Right Cantilever... @ Right Support Design Shear 3.46 k Deflection 0.000 in 0.000 in Area Required 16.756 in2 16.756 in2 ... Length/Defl 0.0 0.0 Stress Caics 206.25 psi Bearing @ Supports Bending Analysis Max Left Reaction 2.30 k Bearing Length Req'd Ck 19.865 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 0.719 in Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 6.91 k -ft 27.65 in3 3,000.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.46 k 3.46 k Area Required 16.756 in2 16.756 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max Left Reaction 2.30 k Bearing Length Req'd 0.719 in Max Right Reaction 2.30 k Bearing Length Req'd 0.719 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 12.50 ft 0.00 k -ft 0.00 k 0.0000 in @ Right Cant. Location = 33.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = -8.00 ft 0.00k -ft 0.00 k 0.0000 in GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 4:06PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com scope: Lateral Analysis (FAX) 530-533-3551 Rev: 510002- Page 2 User: KW.0601736. Ver 5.1.2. 13 -Jun -1999, Win32 General Timber Beam (c) 1983.99 ENERCALC c:\enercalc\bailu residence.emCalculations Description Family Room -Header Beam Sketch & Diagram 1.20 2.40 3.60 4.80 6.00 .7.20 8.40 9.60 10.80 12.00 384#/ft -0.91 • i1.37 hex = 6.9ktt 1.83 • Dmax a -0.1351n 'Shear Load (k) Location Along Member (ft) 5.91 .1.20 1$.22 5.53 I 4.84 2.40 �3.60 10 SII i6JIipIl I;l'I iiii! Iii; I ifl:;'i 1 1181: 1111114 1 H it 1 ;;"[1 Inlu IIi M 1 :1, 1l;li!I I iirli iii!ili Iiiiiii!l 20 ' 'I III ill i I 8.40 1 01 III H 0 11k. 9.60 10.80 f . 15 3.46 2T�Tti Utl R L I! ill 014!! !`ii Hil:i MH Oil I;Ill ill !I i Ill i 1.41i ii!, illl'l iij 11 ®rl XWMoment k-tt Location AI Member (ft) 11L :0.04 :0.05 ;0.07 1 -0.11 1 'il *08 ;0. I 09 1 :- Rill 812 12.00 1200 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev. 510002 User: KW -0601736. Ver 5.1.2, 13-Jum1999, Win32 Title : Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis General Timber Beam Description Nook Room -Header Beam Job # Date: 4:13PM, 16 SEP 01 Page 1 General Information 0.527 :.1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Dead Load Center Span 12.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 8 Better ...Length/Defl 7.5 k Fb Base Allow 1,200.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 0.00 k -ft at E 1,800.0 ksi Full Lengh Uniform Loads Center DL 240.00 #/ft LL 200.00 #tft Left Cantilever DL #Ift LL. #/ft Right Cantilever DL #/ft LL #Ift Summary I Beam Design OK Span= 12.00ft, Beam Width=.5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.527 :.1 Total Load Left Cantilever... Dead Load Maximum Moment Deflection 7.9 k -ft Maximum Shear * 1.5 4.0 k Allowable ...Location 15.2 k -ft Allowable ...Length/Defl 7.5 k Max. Positive Moment 7.92 k -ft at 6.000 ft Shear: @ Left 2.64 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.64 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 2.64 k Bearing Length Req'd @ Center 0.134 in Max. M allow 15.15Reactions... 0.768 in Query Values @ Right 0.000 in fb 783.97 psi fv 62.61 psi Left DL 1.44 k Max 2.64 k Fb 1,500.00 psi Fv 118.75 psi Right DL 1.44 k Max 2.64k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.089 in -0.164 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,613.6 880.16 Right Cantilever... 3.96 k Area Required. 33.347 in2 33.347 in2 Deflection 0.000 in 0.000 in 118.75 psi Bearing @ Supports ... Length/Deft 0.0 0.0 Stress Calcs 2.64 k Bearing Length Req'd 0.768 in Max. Right Reaction 2.64 k Bending Analysis 0.768 in Query Values Ck 28.094 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 CI 0.000 M, V, & D @ Specified Locations Max Moment Sxx Rea'd Allowable fb @ Center 7.92 k -ft 63.36 in3 1;500.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,500.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,500.00. psi Shear Analysis @ Left Support @ Right Support Design Shear 3.96 k 3.96 k Area Required. 33.347 in2 33.347 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max Left Reaction 2.64 k Bearing Length Req'd 0.768 in Max. Right Reaction 2.64 k Bearing Length Req'd 0.768 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 12.50 ft 0.00 k -ft 0.00 k 0.0000 in @ Right Cant. Location = 33.00 ft 0.00 k -ft 0.00 k 1 0.0000 in @ Left Cant. Location = -8.00 ft 0.00 k -ft 0.00 k 0.0000 in 8DA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: XCL Date: 4:13PM, 16 SEP 01 Description : New Residence OROVILLE, CA 95965 Oroville, Ca - 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev: 510002 General Timber Beam Page 2 User: KW0601736. Ver 5.1.2, 13 -Jun -1999, Win32 (c) 198399 ENERCALC c:\enercalc\baile r_esidence.emCalcu!ations Description Nook Room -Header Beam Sketch & Diagram 2.40 3.60 4.80 6.00___7.20 8.40 9.60 10.80 12.00 , 440#/R_ I, 1.05 j. X1.57 - jtMax - 7.91, 72.10 ! Dmaz = -0.164in Shear Load (k) Location Along Memtxr (ft) + 7.92 1.20 2.40 3.60 7.13 i I .80:ii!I; ,��!'! I• li'lj'liili.11lilll R6 �.. .!!n Mill!ill!i!' „�0 li. il';:m i I!'l l34i II. l 8.40 III!I'�p; • 9.60 10:80 i - 5.34 1 ,nll ';!ii �'!+.II i.l.4,!' 5.54 I !:I°I!Ili i'rG�!ill'ii iir_��II,! 1111ilt. II Li !I:li u!I!Illf�!I 9jli il7!I!lifli� I :i i !'I 1'I'iiji: fl I:II:I I:.I:.I I II!i l�rPail i i !,''`I lilfll. af!!'i! 'i,14�,1!�i,!il I' i i.� I ll!!; iIIIIIi!I WrI, F 6.75 d' _.E3i!'!I ,� rt dlnE 3.96 !I -I ISG _ i ,i�l...� n;l. •:..E:E., llns .l:l I lli.. 3.17 I��rilll li 6, il,l !! I!!.0 i!:il!1 l' ill ,SII ! !.!f, i�!Iflf ,l t l'lll„,I!!; I • !: f �;'I!II!O , If I ��!y4 1I 11hi�l'l1j%IJ SIF �•! fI II t TI"!I LA IV �! II I:I!II•IIh i_ :!:!!el!1! Ile ! 'I [I ;1il, IiI 2.38 11 I}I IIILI 1 I I! G I�,_ 1, - 1 lsa!Iclld!II :n I�!!!II1.�1',!Ii�"-1:-u�� kID, .�aI!!I; IIj;lli!!'rli i!F.111, il;!�p", mill r,!':: !. ,ItlL,!:IJii:l: Moment k-tt Location AI Member tt ! AO 03 ! IL -0.05 I I •0.07 j i :0.08 0.10 l ;0.11 ! # ! ! :0.13 !0.15 12.00 2.00 t i i i V .:Iri . 220 GRAND AVENUE OROVILLE, CA 95965 TEL: (530) 533-2068 FAX: (530) 533-3551 EMAIL: gda@quiknet.com STRUCTURAL CALCULATIONS Client: CHARLES BAILEY Project: RESIDENTIAL DWELLING Location: #18 HERCULESE, OROVILLE, CA. LOT 84 LAKERIDGE Note: PLANS BY OTHERS ATTENTION:. This engineer is not responsible for on site inspection to assure compliance with the materials or workmanship specified herein. This engineer is not responsible. for any changes in the specifications unless approval is authorized in writing by the engineer. Workmanship is to be of highest quality and in all cases to follow accepted construction practice, the Uniform Building Code, and local building. department standards.. Kenneth C. Lenhardt, P.E. wpdocs\masters\scalc.cov Q,�,pFESS1049 QUO GNPRLES ��� F� 9 m w w C-0 938 �m cs E F CAL\FD� Job # 01-052 September 15, 2001 JOHN D. CHMSTOFFERSON, P.L.S. 13 v/ v_ C2PQt- LOADS Roof Dead Load= 16 psf for trusses and high slope rafters, 15 psf for rafters. Roof Live Load (No Snow Loads) 14 psf Floor Dead Load= 10 psf, Decks D. L. =10 psf Floor Live Load=40 psf for residential, 50 psf for office, and 100 psf for retail. Wall Dead Load =10 psf. 1. General a) All work shall conform to the 1997 UBC and applicable local codes. b) Where applicable, allowable stresses have been increased 15% for snow, 33% seismic, and 60% for wind and seismic connections (timber). c) Seismic zone 3. Basic wind speed =75mph., exposure B, based upon UBC 1616, Method 2. d) Snow loading as per -UBC appendix chapter 16. e) The Engineer is responsible for the structural items in the plans only. Should any changes be made from the design as detailed in these calculations without written approval from the Engineer then the Engineer assumes no responsibility for the entire structure or any portion there of. Should the results of the calculations not be fully or properly transferred to the plans, the en-ineer assumes no responsibility for the structure. f) All.water proofin- and -flashing (roofs, foundations, garage floors, etc.) is the responsibility.of the contractor or owner. g) These calculationsare based upon a completed structure. Should an unfinished structure be subjected to loads, the Engineer should be consulted for an interim design or if not, will assume no responsibility. 2. Site Work a) Assumed soil bearing pressure= 1500 psf, determined in accordance with UBC table 18-1-A. b) Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions encountered must be brought to the attention of the Engineer. c) These calculations assume stable, undisturbed soils and level or stepped footings. Any other conditions should be reported to this Engineer. (1) All footings shall bear on undisturbed soil with a footing depth below frontline, (18" or 24" as per local requirements). Finished grade shall slope away from foundation. 3. Concrete, Masonry a) Concrete shall have a minimum 28 clay compressive strength of 2500psi . b) Concrete shall be air entrained to not less than 5% and not more than 7%. c) Slabs shall be reinforced with. 6x6x IOWW mesh as per ASTM A185, or with Fibermesh as' per manufacturer's specifications. Water proofing of any garage slab over timber framing system is the responsibility of the owner or contractor. cl) Waterproofing of foundations and retaining walls is the responsibility of the owner or contractor. e).Reinforcement shall be grade 60 as per ASTM A6.15 . Lap reinforcing bar splices 40 bar diameters. t) Concrete stem walls and footings are to be a monolithic pour, or provide vertical Ks @ 18" oc. in stemwall developed into footing, provide 2 #4's horizontal continuous in perimeter footing min. (1 top, 1 bottom). g) All masonry units shall conform to ASTM C 90 -racle N. h) All masonry cells are to be solid grouted with mortar conforming to ASTM C279 Type S, with a 28 day compressive strength of 2000 psi min. 4. Frarming/Lumber a) Roof Sheathing. Use 5/8 CDX APA rated [(40/20) for 5/8.", (48/24) for 3/4"] sheathing. The thickness is per APA load tables based upon roof live load and framing spacing. Apply face grain (Ion- dimension) perpendicular to framing, stagger panels and nail with 8d box @6" edge, 12" field. 7/16" OSB w/8cl box @ 6,12 used if shown on plans. b) Floor Sheathing. Use 3/4" T&G APA rated sheathing. Glue and nail with 8d @ 6" edge, 10" field. . c) Sheathing shall conform to APA, PS 1. Shear sheathin- shall be C -D, C -C, or 303 (T-1-11). Alternate sheathing may be substituted for floors, roofs, and shear walls provided they are structurally equivalent. (1) Headers . Headers that are not specifically addressed in the calculations shall be 6x8 DF #1 (OK by observation). Use (2) trimmers on all openings 5'0" and larger. e) Floor joists. Use manufactured "l" joists (such as Truss Joists), size space as per manufacturer's recommendations (use L/480 min). Use manufactured rim board (such as Timber Strand) with all "I" joists. Use a double rim board in all locations where ledgers are used (such as deck ledgers). Douglas Fir #2 may be substituted for "I" joists. Size and space in accordance with UBC table 23 -1 -V -J-1 using E=1.6 max. Engineer recommends using E< 1.2. f) Sill plates shall be pressure treated Douglas fir or Hein Fir. g) Studs shall be stud grade or better. In no instance shall a stud wall be used to retain soil or resist lateral pressure due to snow loading. In the case of snow build up against a stud wall the owner shall be responsible to eliminate snow to stud wall contact. h) All framing lumber shall be Douglas Fir Larch. i) Glu -lams shall be 24F -V4. Glu -lams exposed to weather must be rated for exterior use by the manufacturer. j) Micro -lams (laminated veneer lumber) shall have Fb=2800 psi & Fv=285 psi min. k) Splice all beams over supports or sawcut top 1/3 at support (not a cantilevers), . 1) Where (3) or more trimmers are specified, those trimmers are to be stacked in all wall framing and solid blocked at the floor levels to the foundation. m) Where posts with column caps or bearing plates are called Out for, the load is to be transferred to the foundation by vertical grain only. . n) All built up, laminated double or multiple 2X joists and beams shall be nailed together with 16d nails at 8" oc. staggered. o) All nails shall be common or green sinkers as specified. Where exposed to weather, nails shall be galvanized. p) All framing members specified in these calculations are minimums, and Larger members may be substituted. 5. Hardware / Structural Steel a) All hardware called shall be Simpson Co. installed as per manufacturer's specifications. b) Structural steel shall conform to ASTM A36. Pipe columns shall conform to ASTM A501. c) All welding shall conform to the American Welding Society specifications. All welding shall be done by welders certified by the local building authority. Fillet welds are designed using one half stresses not requiring special inspection. d) All welding electrodes shall be E70XX or shielded wires with Fy < 70ksi. 6. Trusses Spacing=24"oc. a) All prefabricated trusses shall be fabricated by a code approved manufacturer. The manufacturer shall supply shop drawings for review by this Engineer and shall be responsible for the design and certification of the trusses. b) It is the responsibility of the manufacturer to conform the truss design according to the loading conditions as called for in these calculations, such as (1) live and dead loads, (including drag loads); (2) truss.spacing; (3) spans and eave overhangs; (4) roof pitch; and (5) bearing points. c) The truss manufacturer shall be responsible for all truss to truss connections. (1) The truss manufacturer shall provide a means of attic access when spacing is 16" oc or less. e) Gable end trusses shall be structural, designed to support overhand and to allow.a tip chord notch of 1 'A". t) Trusses are to stack over wall studs at bearing points when snow loads are greater than 120 psf. Girder trusses are to be supported by multiple trimmers. g) All non-bearing walls are to have a '/z" gap to the bottom chord of trusses. Secure bottom chord to wall with Simp. DTC. on truss layout. h) Trusses are to be handled, installed and braced in accordance with HIB -91 bridging shall be provided for and detailed by the truss manufacturer. i) Truss Loading TOP CHORD DEAD LOAD= 10 psf BOTTOM CHORD DEAD LOAD= 10 psf SNOW LOAD (reduced for pitch)=N/A DRAG LOADS= 1500#i-nino, where drag trusses are specified on plans. SPECIAL LOADING CONDITIONS: of the Truss Plate Institute. Bracing and/or 7. Snow Loads - N/A (File:STRCALCS.GN) H IA %A W W W W W W x V, V, fA 000 u1 O O .- CV CV -t _v_av N CH CY N N CV GOA ENGINEERING, SURVEYING, RLANNINQ 220 GRAND AVENUE OROVIL LE, CA 95955 (530) 533.2068 5/- 0... 9) C4 a_a_v ci r r LVNh ( 2 Oe'.24 GDA / ENGINEERING, SURVEYING, PLANNING 220 GRAND AVENUE OROVILLE, CA 95965. (530) 533-2068 -F>A t-1 9 L L Zt , (7 r H L I ! c 1_ E C. 3, S, t 3,s " - 9 ' (�q eA� L- . D►a t 8 s y,s �3 - Ig,s � � � Fa LT• 9 L f � - 32 . S ' .� L1Ni= N fA N W W W W W W xxx H tn a LM20 ..C4 N a N N N NNN 1A/ 1 1,4 L 01> -0,' GDA ENGINEERING, SURVEYING, PLANNING 220 GRAND AVENUE OHOVILLE, CA 95965 (530) 533-2068 /vO />r _ vN 7"721 Yd , A f-¢ = J -15) 7 71--(2xA6'��//sem/3 N [P _caa_ A N N CV C1 Cr P�$ GDA ENGINEERING, SURVEYING, PLANNING 220 GRAND AVENUE 6ROVILLE, CA 95965 (530) 533-2068. V= rz 2 S x o -36X 1•U o - !/Z K/ LON6? : D �rgLL r Looms- Ro�F '7 X /0 p5 F) 2. 1 -(5/ -SX IOps>') -F (5i•S'Xlb��� i p, � ( Z T2a�ts ,, z x /0 L O tit & 7 � i f (.2 Ll 1 (2 c� ? v-') l 0 D CON 7 F-CJL s I W W W W W W xxx VI V1 VI coo Y1 O Q C4 C4 q? aaa r r r N N CI GDA ENGINEERING, SURVEYING, PLANNING 220 GRAND AVENUE OROVILLE, CA 95965 (530) 533-2068 x RC 2 73-d -Rod FIAT yj7- P� If// Bw e G, 4,r /Z D'e � �1 %6 Jozf o� US', ,All 3O/cp �, /� /2 = 255 Ls -T Z r�sZz � )-jST3� N a N N N (4 N N GDA ENGINEERING, SURVEYING, PLANNING 220 GRAND AVENUE OROVILLE, CA 95965 (530) 533-2068 VERT L D L I r.►E l= C1 L Vis. F X L)')4- 1odsF': LI'� L I til E F �2 '4- � 5 >� 14, F5F) t %L).�/Ojnr=� L ItiIE 1 =2� 16�ss= X 1�/•ZSR = 2G���e 7-jr E S/1L wi4 �� I L d-- f C, rcLlf I t�tJ10 IV 'o 7 A ' S 1-hFA 2 n/1 nJc G L v A O -S ` Z!`-� /�. T �G / / / � TE P Cil"► v 1 3 _ _0935 i �4Akn W W W W W W xss coo LA O C N GDA -ENGINEERING, SURVEYING, PLANNING 220 GRAND AVENUE OROVILLE, CA 95965 (530) 533-2068 C /4 EG �f o la 'D 5 V 17 070 3,z5XZ= U (=SES ��► t�f �5 /� �� • �E ` L(S �3 66�A GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknetcom (FAX) 530-533-3551 Rev: 510002 User: KW -0601736. Ver 5.1.2, 13 -Jun -1999, Win32 (d 198399 ENERCALC Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia: I, Line A, 3' Panel Job # Date: 2:3013M, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 3.000 ft End Post uimension j.bU in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor . 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 3.333 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 587.00 #/ft 0.00 ft to 3.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.90 #/ft 3.000ft = 428.70 lbs Uniform Shear @ Top of Wall 0.000 kft 3.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.250 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.250 ft fc 2,500.00 psi Footing Length 5.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.9#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 4,737.Oft-#, Resisting Moment = 3,091.5ft-#, End Uplift = 548.50lbs Max. Soil Pressures: @ Left = 1,581.4psf, @ Right = 1,581.4psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.600: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity= 40101bs Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknetcom (FAX) 530-533-3551 Title : Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Rev. 510002 User: KW -0601736, Ver 5.1.2, 13.Jum1999, Win32 Plywood Shear Wall & Footing (c) 198399 ENERCALC cAer Description Dia. I, Line A, 3' Panel Job # Date: 2:30PM, 16 SEP 01 Page 2 �z Footing Analysis 0.000 ,psi 0.000 psi 'vul.85 @ 'd' from Right Wall Edge Lateral -Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.719 ft 1.719 ft Soil'Piessure @LEFT Side of Footing 1,581.44 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,581.44 psf Moments... Actual Mu @ Left Wall Edge 1,341.09 ft-# 1,341.09 ft-# Actual Mu 0 Riaht Wall Edae 148.68 ft-# 148.68 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 ,psi 0.000 psi 'vul.85 @ 'd' from Right Wall Edge 0.000' psi 0:000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 5,255.70 ft-# 5,255.70 ft-# Resisting Moment 8,409.16 ft-# 8,409.16 ft-# Overturning Stability Ratio 1.600 :1 1.600 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev 510002 User: KW -0601736. Ver 5.1.2, 13 -Jun -1999, Win32 (c) 198399 ENERCALC Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia. I, Line A, 4' Panel Job # Date: 2:3113M, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i� # Plywood Layers 1 Wall Length 4.000 ft End Post Dimension 3.50 In Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16' Ht / Length 2.500 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 587.00 #/ft 0.00 ft to 4.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.90_1#ft 4.000 ft = 571.60 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 tbs Strut Force Applied.@ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.250 ft Concrete Weight 145.00 pcf Wall Length 4.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.250 ft fc 2,500.00 psi Footing Length 6.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in N Summary N Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.9#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 6,316.Oft- #, Resisting Moment = 5,496.04, End Uplift = 205.00Ibs Max. Soil Pressures: @ Left = 1,429.2psf, @ Right = 1,429.2psf Sill Bolting: 1/2" Bolts Cd) 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = O.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.821 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices'for RIGHT Side of Walt to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:31 PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 U er:5 W.0601736. Ver 5.1.2, 13•Jun-1999, Win32 Plywood Shear Wall $c Footing Page z (c) 1983.99 ENERCALC c:\enercalc\baffle residence.ecw:Calculations Description Dia. I, Line A, 4' Panel Footing Analysis 0.000 psi 0.000 psi 0.000 psi Lateral Forces Forces Actin�in Direction Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.785 ft 1.785 It Soil Pressure @ LEFT Side of Fooling 1,429.17. psf O.Od psf Sal Pressure @ RIGHT Side of Footing 0.00 psf 1,429.17 psf Moments... Actual Mu @ Left Wall Edge 1,262.86 ft-# 1,262.86 ft-# . Actual Mu @ Right Wall Edge 148.68 ft-# 148.68 ft-# Shears... vu/.85 @'d' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 0.000 psi 0.000 psi 0.000 psi 0.000 psi 100.000 psi 100.000 psi 7,007.60 ft-# 7,007.60 ft-# 12,759.91 ft-# 12,759.91 ft-# 1.821 :1 1.821 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev. 510002 User: KW -0601736. Ver 5.1.2. 13 -Jun -1999, Win32 - (c) 198399 ENERCALC _ Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia. I, Line A, 5' Panel Job # Date: 2:32PM, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i # Plywood Layers 1 Wall Length 5.000 ft End Post ion 3.50 m Plywood Grade Grade C -D actorDime Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 587.00 #/ft 0.00 ft to 5.00 ft Uniform Load # 2 0.00 #fft 0.00 ft to 0.00 ft Lateral Loads... ' Uniform Shear @ Top of Wall 142.90 #/ft 5.000 ft 714.50 lbs Uniform Shear @ Top of Wall '- '00vft 5.00oft = 0.00 Ibs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of all 1.000 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.000 ft fc 2,500.00 psi Footing Length 7.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in.@ Field Applied Shear = 172.9#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 7,895.04, Resisting Moment = 8,587.5ft-#, End Uplift = 0.00lbs . Max:. Soil Pressures: @ Left = 1,531.8psf, @ Right = 1,531.8psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48 00i Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.879 : 1 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:32PM, 16 SEP 01 b OROVILLE, CA 95965 Description : New Residence Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 user: KW 0601736. Ver 5.1.2, 13 -Jun -1999, W1n32 Plywood Shear Wall & Footing Page 2 (,) 1983.99 ENERCALC c:\enercalc\baile residence. ecw:Calculations Description Dia. I, Line A, 5' Panel Footing Analysis Lateral Forces Actino in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Center{ine 1.862 ft 1.862 ft Soil Pressure @ LEFT Side of Footing 1,531.76 psf 0.00 psf • Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,531.76 psf Moments... Actual Mu @ Left Wall Edge 904.51 ft=# 904.51 ft-# Actual Mu @ Right Wall Edge 95.16 ft-# 95.16 ft-# Shears... w1.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning.... Overturning Moment Resisting Moment Overturning Stability Ratio 0.000 psi 0.000 psi 100.000 psi 8,759.50.ft-# 16,463.13 ft-# 1.879 :1 0.000 psi 0.000 psi 100.000 psi 8,759.50 ft- # 16,463.13 ft-# 1.879 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev. 510002 User: KW.0601736, Ver 5.1.2, 13.Jun.1999, Win32 (C) 1983.99 ENERCALC Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville; Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line B, 19'Panel - 1hj1rjEy2_, old Job # Date: 2:37PM, 16 SEP 01 �! Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 19.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 0.526 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Undorm Load # 1 397.00 #/ft 0.00 ft to 19.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 277.6 19.000ft 5,274.40 lbs Uniform Shear @ Top of Wall 0.00 #/ft 19.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.750 ft Concrete Weight 145.00 pcf Wall Length 19.000 It Rebar Cover 3.00 in Past Right Edge of Wall 0.750 ft rc 2,500.00 psi Footing Length 20.500 ft Fy 40,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in SummaryA1OT 7"WN Design OK E ",.I Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in Edges, 8d at 12 in.Field Applied Shear = 307.6#/ft, Capacity = 380.000#/ft -> O-K� Wall Overturning = 55,594.Oft-#, Resisting Moment = 89,708.5ft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,561.3psf, @ Right = 1,561.3psf Sill Bolting: 1/2" Bolts @ 32.95in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in , Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 2.071 1 GDA ENGINEERING LAND SURVEYING. Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:37PM, 16 SEP 01 OROVILLE, CA 95965 Description : New Residence Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 Rev; 510002 Plywood Shear Wall & Footing Page 2 KW User: 0601736, Ver 5.1:2, 13•Jun•1999, Win32 (c) 1983.99 ENERCALC c:\enercalc\baile residence.ecw:Calculations Description Dia I, Line B, 19' Panel Footing Analysis 0.000 psi 0.000 psi Lateral Forces Acting in Direction psi Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 4.949 ft 4.949 ft Soil Pressure @ LEFT Side of Footing 1,561.26 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,561.26 psf Moments... Actual Mu @ Left Wall Edge 440.53 ft-# 440.53 ft-# Actual Mu @ Right Wall Edge 42.82 ft-# 42.82 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 0.000 psi 0.000 psi 0.000 psi 0.000 psi 100.000 psi 100.000 psi 61,438.40 ft-# 61,438.40 ft-# 127,258.88 ft-# 127,258.88 ft-# 2.071 :1 2.071 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-633-2068 gda@gWknet.com (FAX) 530-333-3551 Rev 510002 User: KW.0601736. Ver 5.1.2. 13.Jun-1999. Win32 (c)1983-99 ENERCALC Title : Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description -Ufa 1,Line-T,-8"Panel Job # Date: 2:42PM, 16 SEP 01 Pige 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 8.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D WaH Height 10.0w ft Seismic Factor -0 300 Nail Size 8d Wall Weight 10.000.psf Nominal Sill Thick. 2.00 Thickness 7{16" Ht l Length 1.250 Stud Spacing 16.00 in Loads Vertical.Loads... Point Load # 1 0.00..ths at 0.00 ft Point Load # 2 0.00 lbs at- 0.00 it Point Load # 3 0.00 lbs at A Uniform Load # 1 104.00 #/ft 0.00 ft to 8.00 ft Uniform Load # 2 0,00 Mft 0.00 ft to 0.00 ft. Lateral Loads... Uniform Shear @ Top of Wall 255.60 #/ft 8.000 ft = 2,044.80 lbs. Uniform hear @ Top of Wall 0.00 #Kt 8.000 ft = 0.00 lbs Strut Force Applied @ Top of WaN 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing . 111 Past left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 8.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.000 ft fc 2,500.00,psi Footing Length 16.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min: Steel As-% 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, '8d at 12 in @ Field Applied Shebr = 285.6#lft, Capacity= 380.000#Ift Wall Overturning= 21,648.Oft- #, Resisting Moment= 6,528. Oft-#, End Uplift= 1,,890.00Ibs Max. Soil Pressures: @ Left = 888.9psf, @ Right = 888.9psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Sum afT.. Max. Footing Shear = 19.14psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.32in2, @ Right = 0.32in2 Minimum Overturning Stability Ratio = 1.515: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall.to Footing..... HD2A, Capacity.= 2775lbs HD2A,. Capacity = 2775lbs. HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610tbs PHD2, Capacity. = 361.0lbs HD5A, Capacity = 4010lbs HD5A, Capacity= 401Olbs GDA EFIG(NEER(NG LAND S(JRVEYfNG Title : Charles Bailey Residence To Left_. Dsgnr: KCL 220 GRAND AVENUE Description : New Residence ..OROVILLE,_CA 95965 Oroville, Ca 530-533-2068 gda@gtiiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 6,439.02 ft-# User:510002 KW 0 01736. Ver 5.1.2. 13.1un�1999, Win32 Plywood She Wall 8� Footing 9 c:\ene (c) —, — EN ERCAIC 4.561 psi Description Dia f, Line i, 8`Partel 19.143 psi Soil Pressures..- Ecc. of Resultant @ Footing Centerline Sal Pressure @ LEFT Side of Footing Sal Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears:.. vu/.85 @ V from Left Wall Edge vu/.85 @ V from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting -Moment Overturning Stability Ratio . Job # Date: 2:42PM, 16 SEP 01 Lateral Forces Acting in Direction To Left_. -170.Right_.. 5.281 ft5.281 It 888.90 psf 0.00 psf 0.00 psf 888.90 psf 6,439.02 ft-# 6,439.02 ft-# 1,522.50 ft-# 1,522.50 ft-# 19.143 psi 4.561 psi 4.561 psi ' 19.143 psi 100.000 psi 100.000 psi 23,932.80 ft- 23,932.80 ft-# 36,256.00 -ft-# 36,25&06 ft-# 1.515 :1 1.515 :1 Page 2 2a . GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence 220 GRAND AVENUE Dsgnr: KCL Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev 510002 (c) 198399 01736.ENERCVer 5.1.2. 13 -Jun -1999. Win32 Plywood Shear Wall & Footing c:\enei Description Dia I, Line 1, 5' Panel General Information Job # Date: 2:44PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 5.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.000 Stud Spacing 16.00 in Past Right Edge of Wall 4.250 ft Loads 13.250 ft Footing Width 1.25 ft Vertical Loads... 12.00 in Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 Ibs at 0.00 ft Point Load # 3 0.00 bs at ft Uniform Load # 1 104.00 #/ft Uniform Load # 2 0.00 #/ft Lateral Loads... 145.00 pcf Uniform Shear @ Top of Wall 255.60 #/ft Uniform Shear @ Top of Wall 0.00 #/ft Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# ►ting Past Left Edge of Wall 4.000 ft Wall Length 5.000 ft Past Right Edge of Wall 4.250 ft Footing Length 13.250 ft Footing Width 1.25 ft Footing Thickness 12.00 in q Summary N 0.00 ft to 5.00 ft 0.00 ft to 0.00 ft 5.000ft = 1,278.00 lbs ' 5.000 ft = 0.00 lbs Concrete Weight 145.00 pcf Rebar Cover 3.00 in fc 2,500.00 psi Fy 40,000.00 psi Min. Steel As % 0.00140 Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in Q Edges, 8d at 12 in @ Field Applied Shear= 285.6#1ft, Capacity= 380.000#/ft-`7> OK Wall Overturning= 13,530. Oft-#, Resisting Moment= 2,550.Oft- #, End Uplift= 2,196.00Ibs Max. Soil Pressures: @ Left = 823.5psf, @ Right = 796.7psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 16.74psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.28in2, @ Right = 0.30in2 Minimum Overturning Stability Ratio = 1.507: 1 son Hold Down Options Choices for LEFT Side of Wall to Footing..... HD2A, Capacity = ZZZ51ps HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # - 220 GRAND AVENUE Dsgnr: KCL Date: 2:44PM, 16 SEP 01 OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 User: KW -0601736. Ver 5.1.2, 13-Jun•1999, Win32 Plywood Shear Wall & Footing Page 2 (c) 1983.99 ENERCALC cAenercal6balley residence.eCW:C.alCulatlon Description Dia I, Line 1, 5' Panel ��z Footing Analysis , 16.318 psi 4.561 psi vu/.85 @ 'd' front Right Wall Edge Lateral Forces Acting in Direction 16.742 psi Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline . 4.409.ft 4.334 ft Soil Pressure @'LEFT Side of Footing 823.46 psf 0.00 psf Soil Pressure @ RIGHT Side. of Footing 0.00 psf 796.67 psf Moments... Actual Mu @ Left Wall Edge 5,502.32 ft-# 5,899.82 ft - Actual Mu @ Right Wall Edge 1,617.66 ft-# 1,522.50 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 16.318 psi 4.561 psi vu/.85 @ 'd' front Right Wall Edge 4.975 psi 16.742 psi Allowable Vn 100.000 psi . 100.000 psi Overturning... Overturning Moment 14,958.00 ft-# 14,958.00 ft-# Resisting Moment 22,540.35 ft-# 22,795.35 ft-# Overturning Stability Ratio 1.507 :1 1.524 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev: 510002 User: KW -0601736. Ver 5.1.2, 13 -Jun -1999, Win32 (U 198399 ENERCALC Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 1, 4.5' Panel Job # Date: 2:45PM, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 4.500 ft End Post Dimension 3.50 in Plywood Grade Grade CTD Wall Height 10.000 ft Seismic Factor 0.300 Nail Size tad Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.222 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs. at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 104.00 #/ft 0.00 ft to 4.50 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 255.60 #/ft 4.500 ft = 1,150.20 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft - Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 4.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.250 ft fc 2,500.00 psi Footing Length 12.750 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 285.6#/ft, Capacity = 380.000#/ft -> UK Wall Overturning = 12,177.0ft-#, Resisting Moment = 2,065.5ft-#, End Uplift = 2,247.00lbs Max. Soil Pressures: @ Left = 793.5psf, @ Right = 768.3psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 15.83psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.26in2, @ Right = 0.28in2 Minimum Overturning Stability Ratio = 1.521 : 1 Simpson Hold Down Options Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... Choices for �PT HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A; Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title.: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:45PM, 16 SEP Ot OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX} 530-533-3551 S10002 K .0601736, Ver 5.1.2. 13•Jun-1999, Wh32 Plywood Shear Wall & Footing Page 2 User: (c) 198399 ENERCALC cAenercal6baile residence.ecw:Calculations Description Dia I, Line 1, 4.5' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 4.205.ft 4.134 It Sal Pressure @ LEFT Side of Footing 793.51 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 768.35 psf Moments... Actual Mu @ Left Wall Edge 5,205.96 ft-# 5,581.60 ft-# Actual Mu @ Right Wall Edge 1,617.66 ft-# 1,522.50 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 15.433 psi vu/.85 @ 'd' from Right Wall Edge 4.975 psi Allowable Vn 100.000 psi Overturning... Overturning Moment 13,462.20 ft-# Resisting Moment 20,469.73 ft-# Overturning Stability Ratio 1.521 :1 4.561 psi 15.826 psi 100.000 psi 13,462.20 ft-# 20,699.23 ft-# 1.538 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev: 510002 User: KW -0601736, Ver 5.1.2, 13•Jun-1999, Wh32 Title: Charles Bailey Residence Dsgnr: KCL Description : New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 1, 3' Panel Job # Date: 2:46PM, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 7 # Plywood Layers 1 Wall Length 3.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 3.333 Stud Spacing 16.00 in Loads rtical s... VeLoad Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 104.00 #/ft 0.00 ft to 3.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 255.60 #/ft 3.000 ft = 766.80 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 3.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.750 ft fc 2,500.00 psi Footing Length 10.750 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As %, 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 285.6#/ft, Capacity = 380.000#/ft -> OK Wall Overturning= 8,118.Oft-#, Resisting Moment= 918.Oft-#, End Uplift= 2`400.00Ibs. Max. Soil Pressures: @ Left = 718.8psf, @ Right = 742.2psf Sill Bolting: 1/2" Bolts @ 35.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in . Footing Summary... Max. Footing Shear = 12.82psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.22in2, @ Right = 0.20in2 Minimum Overturning Stability Ratio = 1.525: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... HD2A, Capacity = 27751bs HD2, Capacity.= 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING. Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnc KCL Date: 2:46PM, 16 SEP 01 Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope Lateral Analysis (FAX) 530-533-3551 Rev. 510002 Plywood Shear Wall & Footing Page 2 User: KW0601736. Ver 5.1.2, 13-Jun•1999, Wh32 (c) 1983.99 ENERCALC cAe nercal c\ bail ex residence. ecw:CalcuIations Description Dia I, Line 1, 3' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.475 ft 3.535 ft Sal Pressure @ LEFT Side of Footing 718.83 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 742.18 psf Moments... Actual Mu @ Left Wall Edge 4,334.91 ft-# 4,029.21 ft-# Actual Mu @ Right Wall Edge 1,427.34 ft-# 1,522.50 ft-# Shears... vu/.85 @'d' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 12.818 psi 4.146 psi 100.000 psi 8,974.80 ft-# 13,838.85 ft-# 1.542:1 4.561 psi 12.485 psi 100.000 psi 8,974.80 ft-# 13,685.85 ft- # 1.525 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev 510002 User: KW0601736. Ver 5.1.2, 13•Jurn1999, Win32 (c) 198399 ENERCALC _ Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia 1, Line 3, 10' Panel Job # Date: 2:4913M, 16 SEP 01 Page 1 General Information calculations are designed to 9997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 10.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft . Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00 It to 10.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 A Lateral Loads... Uniform Shear @ Top of Wall 142.40 *ft 10.000ft, _ . 1,424.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 10.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0,00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 10.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 10.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 15,740.Oft-#, Resisting Moment = 18,200.Oft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,618.2psf, @ Right = 1,618.2psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd.@ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.561 : 1 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # f? 220 GRAND AVENUE Dsgnr: KCL Date: 2:49PM, 16 SEP 01 OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda&uiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev:51O2 °KW 0601736. Ver 5.1.2. 13 -Jun -1999, w1n32. Plywood Shear Wall & Footing Page 2 (c) 198399 ENERCALC c:\enercalc\ba_iley residence.ecw:Calculation, Description Dia I, Line 3, 10' Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.203 ft 3.203 ft Soil Pressure @ LEFT Side of Footing 1,618.19 psf 0.00 psf Sal Pressure @ RIGHT Side of Footing 0.00 psf 1,618.19 psf Moments... Actual Mu @ Left Wall Edge 0:00 ft-# 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vul.85 @'d' from Left Wall Edge vu/.85 @'d' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 0.000 psi 0.000 psi 100.000 psi 17,464.00 ft-# 27,262.50 ft-# 1.561 :1 0.000 psi 0.000 psi 100.000, psi 17,464.00 ft-# 27,262.50 ft-# 1.561 :1 GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 2� 220 GRAND AVENUE Dsgnr: KCL Date: 2:5013M, 16 SEP 01 OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev 510002 Plywood Shear Wall 8c Footing Page 1 User: KW.0601736, Ver 5.1.2, 13.Jun.1999, Win32 (1) 1983.99 ENERCALC _ - _ cAenercalc\bailey reside nce.ecw:Calculations Description Dia I, Line 3, 3.5' Panel General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 3.500 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.857 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00.ft to 3.50 ft . Uniform Load # 2 0.00 #/ft. 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.40 #/ft 3.500 ft = 498.40 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 2.000 ft Concrete Weight 145.00 pcf Wall Length 3.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 2.000 ft fc 2,500.00 psi Footing Length 7.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 5,509.Oft-#, Resisting Moment = 2,229.5ft-#, End Uplift = 917.001bs Max. Soil Pressures: @ Left = 982.9psf, @ Right = 982.9psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 6.74psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.616: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity= 401 Olbs HD5A, Capacity = 4010Ibs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 3 O 220 GRAND AVENUE Dsgnr: KCL Date: 2:50PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev 0002 510Plywood Shear Wall & Footing Page 2 User: K 002 736. Ver 5.1.2, 13 Jurn1999, Winil (e) 198399 ENERCALC cAenercal6bailex residence.ecmCalculations Description Dia I, Line 3, 3.5' Panel Footing Analysis vu/.85 @'d' from Left Wall Edge Lateral Forces Acting in Direction 1.244 psi Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.321 ft 2.321 ft Sal Pressure @ LEFT Side of Footing 982.92 psf 0.00 psf Sal Pressure @ RIGHT Side of Footing 0.00 psf 982.92 psf Moments... 9,875.16 ft-# 9,875.16 ft-# Actual Mu @ Left Wall Edge 1,880.18 ft-# 1,880.18 ft-# Actual Mu @ Right Wall Edge 380.63 ft-# 380.63 ft-# Shears... vu/.85 @'d' from Left Wall Edge 6.740 psi 1.244 psi vu/.85 @'d' from Right Wall Edge 1.244 psi 6.740 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 6,112.40 ft-# 6,112.40 ft-# Resisting Moment 9,875.16 ft-# 9,875.16 ft-# Overturning Stability Ratio 1.616 :1 1.616 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev: 510002 User: KW0601736. Ver 5.1.2, 13•Jun-1999, Win32 Title: Charles Bailey Residence Dsgnr: KCL Description : New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 3, 5' Panel Job # Date: 2:52PM, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 3� # Plywood Layers 1 Wall Length 5.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00 ft to 5.00 ft . Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.40 #/ft 5.000 ft = 712.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.750 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.500 ft fc 2,500.00 psi Footing Length 8.250 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 7,870.Oft- #, Resisting Moment = 4,550.Oft- #, End Uplift = 664.00lbs. Max. Soil Pressures: @ Left = 1,133.6psf, @ Right = 1,243.Opsf . Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 5.57psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.540: 1 Simpson Hold Down Options Choices'for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HDSA, Capacity = 4010lbs HDSA, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # Z' 220 GRAND AVENUE Dsgnr: KCL Date: 2:52PM, 16 SEP 01 OROVILLE, CA 95965. Description: New Residence Oroville, Ca 530-533-2068 gda@quiknet-com Scope: Lateral Analysis (FAX) 530-533-3551 Rw: 510002 Us r: KW.0601736, Ver 5.1.2, 13 -Jun -19", WIn32 Plywood Shear Wall & Footing Page 2 (c) 1983.99 ENERCALC c:\enercalc\baile residence.ecw:Calculations Description Dia I, Line 3, 5' Panel Footing Analysis 0.829 psi 0.415 psi 3.183 psi Lateral Forces Actino in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.565 ft 2.702 ft Soil Pressure @ LEFT Side of Footing 1,133.60 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,242.96 psf Moments... Actual Mu @ Left Wall Edge 1,787.91 ft-# 1,475.31 ft-# Actual Mu @ Right Wall Edge 249.79 ft-# 291.42 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 5.569 psi 0.829 psi 0.415 psi 3.183 psi 100.000 psi 100.000 psi 8,732.00 ft-# 8,732.00 ft-# 13,903.16 ft-# 13,448.16 ft-# 1.592 :1 1.540 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev: 510002 User: KW.0601736, Ver 5.1.2, 13 -Jun -1999, Win32 Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia I, Line 3, 4' Panel Job # Date: 2:5313M, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 33 # Plywood Layers 1 Wall Length 4.000 ft End Post Dimension 3.50 in Plywood Grade Grade C D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.500 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00 ft to 4.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.40 #/ft 4.000ft = 569.60 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs - Strut Force Applied @ Top of Wall: 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.750 ft Concrete Weight 145.00 pcf Wall Length 4.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.750 ft fc 2,500.00 psi Footing Length 7.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 6,296.Oft-#, Resisting Moment = 2,912.Oft-#, End Uplift = 846.00lbs Max. Soil Pressures: @ Left = 1,183.5psf, @ Right = 1,183.5psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 5.75psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd c@ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.511 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 40101bs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknetcom (FAX) 530-533-3551 Title: Charles Bailey Residence Dsgnr. KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis 10002 User: 6K .0601736, Ver 5.1.2, 13 -Jun -1999, WM32 Plywood Shear Wall & Footing (c) 1983.93 ENERCALC Description Dia I, Line 3, 4' Panel Job # Date: 2:53PM, 16 SEP 01 Page 2 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerfine 2.481 ft 2.481 ft Soil Pressure @ LEFT Side of Footing 1,183.46.psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,183.46 psf Moments... Actual Mu @ Left Wall Edge 1,803.48 ft-# 1,803.48 ft-# -Actual Mu @ Right Wall Edge 291.42 ftp# 291.42 ft-# Shears.. vu/.85 @'d' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 5.748 psi 0.829 psi 100.000 psi 6,985.60 ft-# 10,557.66 ft-# 1.511 :1 0.829 psi 5.748 psi 100.000 psi 6,985.60 ft-# 10,557.66 ft-# 1.511 :1 GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence 220 GRAND AVENUE Dsgnr: KCL OROVILLE, CA 95965 Description: New Residence Oroville, Ca 530-533-2068 gda c@quiknet.com Scope • Lateral Analysis (FAX) 530-533-3551 Rev: 510002 User: KW -0601736. Ver 5.1.2, 13•Jun•1999, WM32 Plywood Shear Wall & Footing (c) 198399 ENERCALC cAenel Description Dia I, Line 3, 9' Panel General Information Job # Date: 2:55PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements 3�-!F # Pywood Layers 1 Wall Length 9.000 It End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.111 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 It Point Load # 3 0.00 lbs at ft Uniform Load # 1 264.00 #/ft 0.00 ft to 9.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 142.40 #/ft 9.000ft = 1,281.60 lbs Uniform Shear @ Top of Wall 0.00 *ft 9.00oft - = 0.00 lbs . Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.500 ft Concrete Weight 145.00 pd Wall Length 9.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.250 ft fc 2,500.00 psi Footing Length 9.750 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6. in. @ Edges, 8d at 12 in @ Field Applied Shear = 172.4#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 14,166.Oft-#, Resisting Moment = 14,742.Oft- #, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,462.1 psf, @ Right = 1,603.7psf Sill Bolting: 1/2" Bolts 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overtuming Stability Ratio = 1.538: 1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis User: KW - 601736. Ver 5.1.2, 13 -Jun -1999, Wh32 Plywood Shear Wall & Footing (c) 198399 ENERCALC Description Dia I, Line 3,.9' Panel Job # Date: 2:55PM, 16 SEP 01 Page 2 3� Footing Analysis HUM Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.035 It 3.198 ft Soil Pressure @ LEFT Side of Footing 1,462.11 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,603.68 psf Moments... Actual Mu @ Left Wall Edge 220.59 ft-# 62.00 ft-# Actual Mu @ Right Wall Edge 11.89 ft-# 23.79 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Patio 0.000 psi 0.000 psi. 100.000 psi 15,717.60 ft-# 24,995.04 ft-# 1.590 :1 0.000 psi 0.000 psi 100.000 psi 16,717.60 ft-# 24,176.04 ft-# 1.538 :1 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 3117 220 GRAND AVENUE Dsgnr: KCL Date: 2:58PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev: 5W10002 Plywood Shear Wall & Footing Page i User: K0601736. Ver 5.1.2. 13•Jun-1999, Win32 c: \enercal c\ bail ev residence.ecw:Calculations (c) 198399 ENERCALC Description Dia II, Line 1, J' Panel Vertical Loads... Point Load # 1 0.01) lbs at 0.00 ft Calculations are designed to 1997 NDS and 1997 UBC Requirements General Information at 0.00 ft �Mwa # Plywood Layers 1 Wall Length 9.000 ft End Post Dimension 3.50 in Plywood Grade Grade C•-0 Wall Height 10.000 ft Seismic Factor' 0.300 Nominal Sill Thick. 2.00 Nail Size $d Wall Weight 10.000 psf Thickness 7/16" Ht / Length 1.111 Stud Spacing 1600 in 9.000 ft = 0.00 lbs Vertical Loads... Point Load # 1 0.01) lbs at 0.00 ft Point Load # 2 O.a) lbs at 0.00 ft Point Load # 3 O.a) lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 9.00 ft Uniform Load # 2 0.0.1 Wit 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 53.60 Wit 9.000ft = 482.40 lbs Uniform Shear @ Top of Wall - 0.00 #/ft 9.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of WaIJ 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Aing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 9.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 9.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grad3 C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 83.6#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 6,174Dft-#, Resisting Moment = 13,284.Oft- #, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 817.9psf, @ Right = 817.90sf Sill Bolting: 1/2" Bolt_ s @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = C.00psi, Allowable = 100.00psi -> OK Bending Reinforcemen- Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 2.978: 1 GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 3 220 GRAND AVENUE Dsgnr: KCL Date: 2:58PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope,: Lateral Analysis (FAX) 530-533-3551 Rev: 510002 Plywood Shear Wall & Footing User: KW0601736, Ver 5.1.2, 13 -Jun -1999, WIn32 (e) 198399 EN ERCALC Description Dia II, Line 1, 9' Panel Footinq Anal Soil Pressures... Ecc. of Resultant @ Footing Centerline Soil Pressure @ LEFT Side of Footing Soil Pressure @ RIGHT Side of Footing Moments... Actual Mu @ Left Wall Edge Actual Mu @ Right Wall Edge Shears... vu/.85 @'d"from Left Wall Edge vu/.85 @'d' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio Lateral Forces Actino in Direction To Left... To Right... 1.511 ft 1.511 ft 817.86 psf 0.00 psf 0.00 psf 817.86 psf 0.00 ft -4 0.00 ft-# 0.00 ft-# 0.00 ft-# 0.000 psi 0.000 psi 0.000 psi. 0.000 psi 100.000 psi 100.000 psi 6,926.40 ft-# 6,926.40 ft-# 20,624.63 ft-# 20,624.63 ft-# 2.978 :1 2.978 :1 Page 2 GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # -37 220 GRAND AVENUE Dsgnr: KCL Date: 2:58PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 Rev: 510002 Plywood Shear Wall &� Footing Page 1 User: KW -0601736. Ver 5.1.2, 13•Jun-1999,.Win32 c:\enercalc\baile residence.ecw:Calculations (c) 1983.99 ENERCALC Description Dia II, Line 1, 7.5' Panel Vertical Loads... Calculations are designed to 1997 NDS and 1997 UBC Requirements General Information at 0.00 ft # Plywood Layers 1 Wall Length 7.5007' End Post Dimension 3.50 in Seismic Factor 0.300 Plywood Grade Grade C -D eJ Wall Height Wall Weight 10.000 ft 10.000 psf Nominal Sill Thick. 2.00 Nail Size Thickness 7116" Ht / Length 1.333 Stud Spacing 16.00 in 0.00 ft to 0.00 ft Vertical Loads... Point Load # 1 0.00+ lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to, '-7:50 ft Uniform Load # 2 0.00 #fft 0.00 ft to 0.00 ft Lateral Loads... + Uniform Shear @ Top of Wall 53.60 #/ft ' 7.500 ft = 402.00 lbs Uniform Shear @ Top of Wall 0.00 *ft 7.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing . Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 7.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 7.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK Wall Summary... Using 7/16" Thick Grade= C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 83.6#/f_, Capacity = 260.000#/ft -> OK Wall Overturning = 5,145.0ft-#, Resisting Moment = 9,225.Oft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 909.9psf, @ Right = 909.9psf Sill .Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = D.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio= 2.481 : 1 A GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 2:58PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 U 002 er: KW.0601736, Ver 5.1.2, 13 -Jun -1999, Wh32 Plywood Shear Wall & Footin Page 2 (c) 1983.99 ENERCALC g c: \enercal c\ bail ev residence.em.Calculations Description Dia II, Line 1, 7.5' Panel Footing Analysis 0.000 psi 0.000 psi 0.000 psi Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.511 ft 1.511 ft Soil Pressure @ LEFT Side of Footing 909.88 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 909.88 psf Moments... Actual Mu @ Left Wall Edge 0.00 ft-# 0:00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft- # Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @'d' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 0.000 psi 0.000 psi 0.000 psi 0.000 psi 100.000 psi 100.000 psi 5,772.00 ft-# 5,772.00 ft-# 14,322.66 ft- # 14,322.66 ft-# 2.481 :1 2.481 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.c:)m (FAX) 530-533-3551. Rev: 510002 User: KW'•0601736, Ver 5.1.2. 13 -Jun -1999. WIn3. (c) 198399 ENERCALC Title: Charles Bailey Residence Dsgnr: KCL Description: New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Job # Date: 3:01 PM, 16 SEP 01 ,( Page 1 Description Dia 11, Lire 2, 7' Panel 3eneral Inforrbabon Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 7.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Ske 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 1.429 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft I Uniform Load # 1 228.00 #/ft 0.00 It to 7.00 ft Uniform Load# 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of W.1l 87.10 *ft ' 7.000ft 609.70 lbs Uniform Shear @ Top of Well 0.00 #/ft 7.000 ft = 0.00 lbs Strut Force Applied @ Top d Wall 0.00 lbs Strut Force Applied @ Top d Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ftp# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 7.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 7.000 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK Wall Summary... Using 7/16"Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in.@ Edges, 8d at 12 in @ Field Applied Shear = 117.1#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 7,147.Oft-#, Resisting Moment = 8,036.Oft-#, End Uplift = O.00Ibs, Max. Soil Pressures: @ Left = 1,502.8psf, @ Right = 1,502.8psf Sill Bolting: 1/2" BcIts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforce -tent Req'd @ Left = 0.19in2, @ Right = 0.191n2 Minimum Overturning Stability Ratio = 1.566 : 1 GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr. KCL Date: 3:01 PM, 16 SEP 01 W OROVILLE, CA 95965 Description: New Residence / Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Anaysis (FAX) 530-533-3551 Rev 610002 Plywood Shear Wall & Footing Page 2 User: KW -0601736. ENE 6. Ver 5.1.2. 13 Jurn1999, Win32 (c) 198399 ENERCALC c:\enercalc\baffle residence. ecw:Calculations Description Dia II, Line 2, 7' Panel Footing Analysis. Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.235 ft 2.235 ft Soil Pressure @ LEFT Side of Footing 1,502.75 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,502.75 psf Moments... Actual Mu @ Left Wall Edge 0.00 ft-# 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 1 0.000 psi 0.000 psi 100.000 psi 7,966.70 ft-# 12,476.63 ft-# 1.566:1 0.000 psi 0.000 psi 100.000 psi 7,966.70 ft-# 12,476.63 ft-# 1.566 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev 510002 User: KW -0601736. Ver 5.1.2, 13•Jun-1999, Win32 (t) 198399 ENERCALC - - Title: Charles Bailey Residence Dsgnr: KCL Description : New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia II, Line 2, 4' Panel Job # Date: 3:02PM, 16 SEP 01 / Page 1 General Information. Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 4.000 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height Uniform Shear @ Top of Wall 10.000 It Seismic Factor 0.300 Nail Size 8d Wall Weight 0.00 lbs 10.000 psf Nominal Sill Thick. 2.00 Thickness 7/16" Ht / Length 2.500 Stud Spacing 16.00 in Footing Loads Past Left Edge of Wall 1.000 ft Vertical Loads... 145.00 pcf Wall Length 4.000 ft Rebar Cover Point Load # 1 0.00 lbs at 0.00 ft 2,500.00 psi Point Load # 2 0.00 lbs at 0.00 It Footing Width Point Load # 3 0.00 lbs at ft 12.00 in Uniform Load # 1 228.00 #/ft 0.00 ft to 4.00 ft Uniform Load # 2 0.00 #M 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 87.10 #/ft 4.000 ft = 348.40 lbs Uniform Shear @ Top of Wall 0.00 #fft 4.000ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 1.000 ft Concrete Weight 145.00 pcf Wall Length 4.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.000 ft fc 2,500.00 psi Footing Length 6.000 It Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 7/16" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 117.1#/ft, Capacity= 260.000#/ft -> OK Wall Overturning = 4,084.Oft-#, Resisting Moment = 2,624.Oft-#, End Uplift = 365.00Ibs Max. Soil Pressures: @ Left = 1,160.5psf, @ Right = 1,160.5psf Sill Bolting: 1/2" Bolts @ 4B.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in. Footing Summary... Max. Footing Shear = O.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.581 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity=.36101bs PHD2, Capacity = 3610lbs HD5A, Capacity= 4010lbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 44 Dsgnr: KCL Date: 3:02PM, 16 SEP 01 / 220 GRAND AVENUE Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.corn Scope: Lateral Analysis (FAX) 530-533-3551 v:S1°°°2 er: Ver 5.1.2, 13 Jun•1999, Win32 E1.1.1" Plywood Shear Wall & FootingPage 2 .) c:\enercalc\baffle residence.eCw:Calculations 3.99 EN736. 198399 ENERCALC � Description Dia II, Line 2, 4'; Panel Footing Analysis Lateral Forces Acting in Direction Soil Pressures... i ij To Left... To Right... Ecc. of Resultant @ Footing Centerline 1.897 ft , . 1.897 ft Soil Pressure @ LEFT Side of Footing 1,160.47 psf 0.00 psf '• Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,160.47 psf M Actual Mu @ Left Wall Edge F 617.56 ft-# 617.56 ft-# . 1 Actual Mu @ Right Wall Edge 95.16 ft-# 95.16 ftp. Shears... i vu/.85 @'d' from Left Wall Edge 0.000. psi . 0.000 psi ' vu/.85 @'d' from Right W6II Edge 0.000, psi 0.000 psi Allowable Vn 100.000 psi 100.000 psi overturning... Overturning Moment ; • 4,552.40 ft -# 4,552.40 ft-# Resisting Moment { 7,198.50 ft-# 7,198.50 ft-# Overturning Stability Ratio 1.581 :1 1.581 :1 , i i1 r ; t t 1 J r GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # G 220 GRAND AVENUE Dsgnr: KCL Date: 3:03PM, 16 SEP 01 Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-5:3-2068 gda@quiknet.com Scope: Lateral Analysis (FAX) 530-533-3551 ` Rev: 510002 User: KW,0601736, Ver 5.1.2, 13-1un-1999, Wh32 Plywood Shear Wall & Footing c:\enercalc\baile residence. ecw:Cal cullations (1)1983.39 ENERCALC Description Dia II, Line 2, 9' Panel 1 General InformationCalculations are designed to 1997 NDS and 1997 UBC Requirements # ['lywood Layers 1 Wall Length 9.000 ft End Post Dimension 3.50 in Ptrwood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size ! 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 TF ickness 7/16" Ht / Length 1.111 Stid Spacing 16.00 in Load's Vertical Loads... Point Load # 1 000 lbs at 0.00 ft Point Load # 2 0'00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 228.00 #/ft 0.00 ft to 9.00 ft Uniform Load # 2 0100 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 87.10 #/ft 9.000 ft 783.90 lbs Uniform Shear @ Top of Wall 0.00 #/ft 9.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs ;Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Foot: ng PastLeft Ed11 ge of Wall 0.000 ft Concrete Weight 145.00 pcf { Wall Length 9.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 9.000 ft Fy 40,000.00 psi l Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK Wall Summary... Using 7/16" Thick.Grade C=D on 1 side/s, Nailing is 8d at 6; in @ Edges, 8d at. 12 in @ Field Applied Shear = 117.1#/ft,, Capacity = 260.000#/ft -> OK Wall Overturning = 9,189.Oft- #, Resisting Moment = 13,284.Oft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,079.1 psf, @ Right = 1,079.1 psf I Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, .3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 2.014 1 GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 3:03PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknetcom ; Scope: Lateral Analysis (FAX) 530-533-3551 R 510002. User: -0601736. Ver 5.1.2, 13 -Jun -1999. W1n32 , - Plywood Shear Wall & Footing Page 2 c:\enercalc\bade residence.ecw:Calculations (c)1983.99 ENERCALC i_ - Description Dia Il, Line 2; 9' Panel Footing Analysis Lateral Forces Actinq In Direction i Soil Pressures... To Left... To Right... '' Ecc. of Resultant @ Footing Centerline 2.235 ft 2.235 ft Soil Pressure @ LEFT Side of Footing 1,079.14 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,079.14 psf Moments... 10.00 'Actual Mu @ Left Wall Edge ft 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vu/.85 @'d' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 0.000 psi 0.000 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 10,242.90 ft-# 10,242.90 ft-# I Resisting Moment I 20,624.63 ft-# 20,624.63 ft - I Overturning Stability Ratio i i 2.014 :1 2.014 :1 GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quikneLcom (FAX) 530-533-3551 Rev: 510002 User: KW.0601736, Ver 5.1.2, 13•Jun-1999, Win32 (c) 1983-99 ENERCALC Title: Charles Bailey Residence Dsgnr: KCL Description : New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia II, Line C, 3-E'Panel Job # Date: 3:0813M, 16 SEP 01 Page 1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 47 # Plywood Layers 2 Wall Length 3.500 ft End Post Dimension 3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.300 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 1/2" Ht / Length 2.857 Stud Spacing -6.00 ii Loads Vertical Loads... Point Load # 1 000 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 ODO lbs at ft Uniform Load # 1 64A0 #/f 0.00 ft to 3.50 ft Uniform Load # 2 ODD #/f 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 252.60 #/ft 3.500 ft = 884.10 lbs Uniform Shear @ Top of Wall 0.00 #/ft 3.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 3.500 ft Rebar Cover 3.00 in Past Right Edge of Walt 4.000 ft fc 2,500.00 psi Footing Length 11.500 ft Fy 40,000.00 psi Footing Width 1.25 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 1/2" Thick Grade C -D on 2 side/s; Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 282.64/ft, ;,apacity = 520.000#/ft -> OK Wall Overturning = 9,36EOft-# Resisting Moment = 1,004.5ft-#, End Uplift = 2,389.00Ibs Max. Soil Pressures: @ LefL= 764.4psf, @ Right = 764.4psf Sill Bolting: 1/2" Bolts 35 86in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 13.71psi, Allowable = 100.00psi -> OK Bending Reinforcement Rec,'J @ Left = 0.23in2, @ Right = 0.23in2 Minimum Overturning Stabi i -_y Ratio = 1.476: 1 Les Than 1.5 - Warning ! Simpson Hold Down Options Choices for LEFT Side of Wall to Footing.__ Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 27� s HD2A, Capacity= 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 36101bs PHD2, Capacity = 3610lbs HD5A, Capacity = 40101bs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title: Charles Bailey Residence Job # /1 220 GRAND AVENUE Dsgnr: KCL Date: 3:08PM, 16 SEP 01 Description: New Residence OROVILLE, CA 95965 Oroville; Ca 530-533-2068 gda@quiknet.com Scope: Lateral Analysis .(FAX) 530-533-3551 Rev. 510002Plywood Shear Wall & Page 2 User: KW.0601736. Ver 5.1.2, 13 -Jun -1999, Win32 Footing (c) 198399 ENERCALC c:\enercalc\baffle ti residence.ecw:Calculaons Description Dia II, Line C, 3.5' Panel Footing Analysis r Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 3.895 ft 3.895 ft Soil Pressure @ LEFT Side of Footing 764.43 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing ' 0.00 psf 764.43 psf Moments... Actual Mu @ Left Wall Edge 4,635.70 ft-# 4,635.70 ft-# Actual Mu @ Right Wall Edge 1,522.50 ft-# 1,522.50 ft Shears... vu/. 85 @ 'd' from Left Wall Edge 13.705 psi 4.561 psi vu/.85 @ 'd' from Right Wall'Edge 4.561 psi 13.705 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 10,355.10 ft -# 10,355.10 ft Resisting Moment 15,285.66 ft-# 15,285.66 ft-# Overturning Stabilih• Ratio 1.476 :1 1.476 :1 r GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.cam (FAX) 530-533-3551 Rev 510002 User:' KW.0601736. Ver 5.1.2. 13-Jun.1999, Win32 . (c) 198399 ENERCALC . Title: Charles Bailey Residence Dsgnr: KCL Description : New Residence Oroville, Ca Scope: Lateral Analysis Plywood Shear Wall & Footing Description Dia II, Line C, 2' Panel General Information Job # Date: 3:12PM, 16 SEP 01 Page 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 2.000 ft Plywood Grade Grade C -D Wall Height 10.000 ft Nail Size 8d Wall Weight 10.000 psf Thickness la" Ht / Length 5.000 Stud Spacing 16.00 in Uniform Shear @ Top of Wal 252.60 #/ft Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 64.00 #/ft 0.00 ft to Uniform Load # 2 0.00 #/ft 0.00 ft to Lateral Loads... Uniform Shear @ Top of Wal 252.60 #/ft 2.000ft Uniform Shear @ Top of Wail - 0.00 #/ft 2.000 ft Strut Force Applied @ Top pP Wall 0.00 lbs Strut Force Applied @ Top oc Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Aing Past Left Edge of Wall 3.500 It Concrete Weight Wall Length 2.000 ft Rebar Cover Past Right Edge of Wall 3.750 ft fc Footing Length 9.250 It Fy Footing Width 1.25 ft Min. Steel As % Footing Thickness 12.00 in 2.00 ft 0.00 ft Seismic Factor 0.300 Nominal Sill Thick.. 2.00 505.20 lbs 0.00 lbs 145.00 pcf 3.00 in 2,500.00 psi 40,000.00 psi 0.00140 Design OK Wall Summary... Using 1/2" Thick Grade C -D on 2 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 282.6#/ft, Capacity = 520.000#/ft -> OK Wall Overturning = E,352.Oft-#, Resisting Moment = 328.Oft- #, End Uplift = 2,512.00Ibs Max. Soil Pressures: @ Left = 646.9psf, @ Right = 631.3psf Sill Bolting: 1/2" Bolts @ 35.86in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear= 9.56psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.19in2, @ Right = 0.19in2 Minimum Overturning Stability Ratio = 1.560: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2` lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2819bs HD2, Capacity = 2815lbs PHD2, Capacity = 36'Olbs PHD2, Capacity = 3610lbs HD5A, Capacity = 40-Olbs HD5A, Capacity = 4010lbs GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence Job # 50 I Dsgnr: KCL Date: 3:12PM, 16 SEP 01 220 GRAND AVENUE Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknetcom Scope: Lateral Analysis (FAX) 530-533-3551 Page 2 Rev. 5100°2PI d Shear Wall &-Footing User: 6 1736. Ver 5.1.2, 13 Jun•3999, Win32 Plywood 9 cAenercalc\bailev residence.ecw:Calculations (1)1983993.99ENERCALC Description Dia II, Line C, 2' Panel Footing Analysis ILateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 2.972 ft 2.931 ft • Soil Pressure @ LEFT Side of Footing 646.89 psf 0.00 psf Soil Pressure @ RIGHT Side of =ooting 0.00 psf 631.26 psf Moments... Actual Mu @ Left Wall Edge 2,838.23 ft-# 3,084.29 ft-# 'Actual Mu @ Right Wall Edge 1,248.93 ft-# 1,165.66 ft-# Shears... + vu/.85 @ 'd' from Left Wall Edge . i 9.227 psi 3.732 psi vu/.85 @ 'd' from Right Wall Edge i 4.146 psi 9.557 psi Allowable Vn 100.000 psi 100.000 psi Overturnin g•••5,917.20 Overturning Moment ft-# 5,917.20 ft # Resisting Moment I 9,230.10 ft-# 19,312.10 ft-# Overturning StabilityiRatio I 1 1 1.560 :1 1.574 :1 I i i #• 1 1 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS �i r o 1,q a O � oDy�a m� ccooZO t 09m� z _ z o to N N I-. t• F W W W W W W xxx N to to coo n vas cHrr N N N GDA . ENGINEERING, SURVEYING, PLANNING 220 GRAND AVENUE OROVILLE, CA 95965 (530) 533-2068 -R T> C 12' C E !'A LD= LL 1 1= K/ 6`� t DL 12- o ^ Ste. L0 s o 1 L = r + rf x GDA ENGINEERING LAND SURVEYING 220,GRAND AVENUE OROJILLE, CA 95965 530-f33-2068 gda@quiknet.corr (FAX. 530-533-3551 ' Rev: 50002 User: K"N-0601736. Ver 5.1.2, 13•Jun-1999, Win32 (C) 198: .99 ENERCALC - Title.: Charles Bailey Residence Dsgnr: KCL Description : New Residence Oroville, Ca Scope: Lateral Analysis General Timber Beam Job # Date: 4:06PM, 16 SEP 01 Page 1 Description Family Room -Header Beam UeCU LUGV r uiai wcu Deflection -0.067 in -0.135 in Deflection 0.000 in 0.000 in Genf rel Informationj Calculations are designed to 1997 NDS and 1997 UBC Requirements 11 Section Name 5.125x12.0 Center Span Z 12.00 ft .....Lu 0.0 0.00 ft I Beam Width i 5.125 in Left Cantilever ft .....Lu Right Cantilever... 0.00 ft Beam Depth 12.)00 in Right Cantilever ft Lu 0.00 ft Member Type GluLam 0.000 in ' Fb Base Allow 2,400.0 psi 0.0 Stress Calcs i Load Dur. Factor i . 1 250 Fv Allow 165.0 psi I Beam End Fixity Pir-Pin Fc Allow 625.0 psi I E 1,800.0 ksi 7.000 ft Sxx 123.000 in3 Area 61.500 in2 CV 1.000 Rb 3.000 Full Lengh Uniform,Loads! ' Center DL' 192.00 #/ft LL 192.00 #/ft Allowable fb _eft Cantilever DL #/ft LL #/ft 27.65 in3 3,000.00 psi Right Cantilever DL #/ft LL I #tft 0.00 <-ft 0.00 in3 Summary '@ Right Support Beam Design OK 0.00 in3 'Span= 12.00ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin ShF-ar Analysis @ Left Support @ Right Support Max Stress Ratio 0.272 : 1 Design Shear 3.46 k 3.46 k f 'Maximum Moment 6.9 k -ft Maximum Shear* 1.5 3.5 k 16.756 in2 Allowable 30.7 k -ft Allowable 12"7 k 206.25 psi I i Max. Positive Moment i 6.91 k -ft at 6.000 ft Shear: @ Left 2.30 k mllax. Negative Moment i 1 0.00k -ft at 0.000 ft @ Right 2.30 k 2.30 k Max @Left Support { 0.00 k -ft Camber: @ Left 0.000 in 2.30 k I Max @ Right Support 0.00 k -ft 0.719 in @ Center 0.101 in in 'c•0.75 @Right 0.000 Moment _ , Max. M allow Reactions... Deflection I ,@ Center Span Location = 12.50 ft 0.00 k -ft tis 674.34 psi a fv 56.20 psi Left DL 1.15 k Max 2.30 k 6b 3,000.00 psi Fv 206.25 psi Right DL 1.15 k. Max 2.30k Deflections Center Span... Dead L)ad Total Load pert caninever... UeCU LUGV r uiai wcu Deflection -0.067 in -0.135 in Deflection 0.000 in 0.000 in ...Location ' 6.000 ft 6.000 ft Length/Defl 0.0 0.0 • ...Length/Deft 2,135.5 1,067.74 Right Cantilever... Deflection 0.000 in 0.000 in ' ...Length/Defl 0.0 0.0 Stress Calcs ' Beading Analysis ` Clk 19.865 Le 7.000 ft Sxx 123.000 in3 Area 61.500 in2 CV 1.000 Rb 3.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb i@ Center 6.91 k -ft 27.65 in3 3,000.00 psi �a Left Support 0.00 <-ft 0.00 in3 3,000.00 psi '@ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi ShF-ar Analysis @ Left Support @ Right Support Design Shear 3.46 k 3.46 k A. -ea Required 16.756 in2 16.756 in2 F-: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 2.30 k Bearing Length Req'd 0.719 in Max. Right Reaction 2.30 k Bearing Length Req'd 0.719 in Query Values N, V, & D @ Specified Locations , Moment _ Shear Deflection I ,@ Center Span Location = 12.50 ft 0.00 k -ft 0.00 k 0.0000 in @ Right Cant. Location = 33.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = -8.00 ft 0.00 k -ft 0.00 k 0.0000 in LGDA ENGINEERING LAND SURA EYING Title : Charles Bailey Residence Job # 220 GRAND AVENUE Dsgnr: KCL Date: 4:06PM, 16 SEP 01 Description : New Residence OROVILLE, CA 95965 Oroville, Ca 530-533-2068 gda@quiknet.corr Scope: Lateral Analysis (FAX) 530-533-3551 Rev. Sl000z - General Timber Beam' Page 2 User: 83.99 EN 36, Ver 5.1.2, 13 -Jun -1999, Win32 _ (e) 1983.99 ENERCALC C:\enefCalC\balle residence.ecw:Calculations - Description Family Roo -i -Header Beam Sketch & Diagram 1.20 2.40 3.60 4.80 600 7-20 8.40 9.60 10.80 12.00 - i 384#1ft 1� - _ • t t t t � t t 1.37 ! �6.9k." __ . 1e a 6.9h t1 L1 83 i i I Dm= _-0.135in Shear Load (k)Location Along Member (ft) ' 6.91 ,1.20 240 360 480j11 °1(1800. If20 840 960 40.80 42.00 Rmax = 2.3k,! i Rmax = 2.3k 6.22 i hI6 1f Ilg J LI 1911 �i' 1 Vmax ® left = 2.31, - Vmax Q rt = 2.3k 5.53 '- 4.84 '��`.�1'"�i1t1itF �'ii I Ii19h `�''L1 n1 hI 1�9C t nil�Itil.'I l ,1, II nl i I t ,y;� 1��1� i it Ii11 �t 1, IIf. � 11__ � I iI�'IG LI III IIIIIt 131�IGIJIIIi � I�j2t�d�i'f II I'I Ily^-� 3.4-� IItI1IJ,.l!ili$t'� 4 PI n'li il1�i�16�.,I141F1'' I"sL' 1 I�tl)i7�I TII Ii�iwli�l I� II ir'j.�l�� 2.76r 11 1'I i t I dt �n 11° nI t 11'�. 1�p11I i a�,' 1111 IRie I !1 ;File- µ2l 79 tI 11•IIII I � � 2.0''IIIIIIi1'11. �ii�Illl,g 11114111 11Fill ia�ili IS P1llilrtll•12411'i�141�111t'�Itll,,lltl�151t1�11II I.f:ll�l'1 d 138 yi�1 I'll II 5 ) I I r Std 1111 li'I Till I i �''i'lll 1 1 1 y T t et 1 Fr -I II 11111 I to ty; III Li III i •all lJalt d i I t 1 nl l• �I31 i l� l 11 �I 9g II Ila II�III I. III I;;,,,IJI' . ;. 6,,LI1!'�IIg1 nlu�u;7111a1tlr,ll.. 1 ll!i21a3' P: "11,.1111! ' Moment k•tl Location AI Member ft . _ � 0: II (IIII Illlllii� I I 11 ;. III ' 111 „I Ill I I II 'I' II I I�IJ:2.00 M1 ;0.03`��I� �I,I 11 III;11'� 1'1111 1V q1 111 II it IIII 1 1111 1111111 i - 91 1 � ppl I i i,' 1 IIII ' ' I • __-_,11 � ��II� ' II I I��111 i I II I r 1 II� � I III!�I � .� � ��� � �I I o.08 J iI��I ��, I II. IIII III 1 �I11! I 1 I 0.09 i --I ulli!Illli ill IIJ II rl!� IpIII � II_'� 1--._ �_-J t '70.11 --- i.'°11'IPilllllIi. II IIIIIIII (jl�_I"'+ - jo.13 --- II Local •y' Deflection (,n)1 Location Along Member (ft) t , GDA ENGINEERING LAND SURVEYING 220 GRAND AVENUE OROVILLE, CA 95965 530-533-2068 gda@quiknet.com (FAX) 530-533-3551 Rev. 510002 User KW.0601736, Ver 5.1.2, 13 -Jun -1999, Wh32 (c) 198399 ENERCALC Title : Charles Bailey Residence Dsgnr: KCL Description : New Residence Oroville, Ca Scope: Lateral Analysis General Timber Beam Description Nook Room -Header Beam Job # Date: 4:13PM, 16 SEP 01 Page 1 General Information N ax Moment Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x1.`2\ Max Stress Ratio Center Span 12.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever It .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 & Better 4.0 k Allowable Fb Base Allow 1,200.0 psi Load Dur. Factor 1250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 7.92 k -ft at E 1,800.0 ksi Full Lengh Uniform Loads Center DL 240.00 #/ft LL 200.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 12.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin N ax Moment Sxx RecVd Allowable fb Max Stress Ratio 0.527 : 1 Center Span... Dead Load Total Load Left Cantilever... Maximum Moment Total Load 7.9 k -ft Maximum Shear* 1.5 4.0 k Allowable 0.000 in 15.2 k -ft 6.000 ft Allowable ...Length/Defl 7.5 k Max. Positive Moment 7.92 k -ft at 6.000 ft Shear: @ Left 2.64 k Max. Negative Moment . 0.00 k -ft at 0.000 ft 0.000 in @ Right 2.64 k Max @ Left Support 0.00 k -ft ... Length/Defl 0.0 Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 2.64 k Bearing Length Req'd Bending Analysis @ Center 0.134 in 2.64 k Bearing Length Req'd 0.768 in Ck 28.094 Le 0.000 It @ Right 0.000 in Max. M allow 15.15Reactions... Cf 1.000 Rb 0.000 Cl 0.000 @ Center Span Location = fb 783.97 psi IV 62.61 psi Left DL 1.44 k Max 2.64 k Fb 1,500.00 psi Fv 118.75 psi Right DL 1.44 k Max 2.64k Deflections N ax Moment Sxx RecVd Allowable fb �I Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection •0.089 in -0.164 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1613.61 880.16 Right Cantilever... Area Required 33.347 int 33.347 int Deflection 0.000 in 0.000 in 118.75 psi 118.75 psi ... Length/Defl 0.0 0.0 Stress Calcs Max. Left Reaction 2.64 k Bearing Length Req'd Bending Analysis Max. Right Reaction 2.64 k Bearing Length Req'd 0.768 in Ck 28.094 Le 0.000 It Sxx 121.229 in3 Area 63.250 int Cf 1.000 Rb 0.000 Cl 0.000 @ Center Span Location = 12.50 ft N ax Moment Sxx RecVd Allowable fb @ Center 7.92 k -ft 63.36 in3 1,500.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,500.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,500.00 psi Shear Analysis Left Support @ Right Support Design Shear 3.96 k 3.96 k Area Required 33.347 int 33.347 int Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 2.64 k Bearing Length Req'd 0.768 in Max. Right Reaction 2.64 k Bearing Length Req'd 0.768 in Query Values M, V, & D @ Specified LocaJons Moment Shear Deflection @ Center Span Location = 12.50 ft 0.00 k -ft 0.00 k 0.0000 in @ Right Cant. Location = 33.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = -8.00 ft 0.00 k -ft 0.00 k 0.0000 in GDA ENGINEERING LAND SURVEYING Title : Charles Bailey Residence, Job # 5.6 220 GRAND AVENUE Dsgnr: KCL Date: 4:13PM, 16 SEP 01 OROVILLE, CA 95965 1 Description: New Residence j Oroville, Ca 530-533-2068 gda@quikne 1 com Scope Lateral Analysis (FAX) 530-533-3551 - Usr 510002 Page 2 User: KW.0601736. Ver 5.1.2, 13•Jun-1999. Wln32 General Timber Beam (c) 1983.99 ENERCALC c:\enercalc\baile residence.ecw:Calculations Description Nook Room -Header Beam Sketch 8x Diagram ` 1 1.20 2.40 -3.60 4.80 6.00 -_7.20 8.40 9.60 10.80 112.00 440#/ft ----- --- , ll h - --' -- �I Vwx = 7.9k•tt z.lo I' E rMx = -0.164in Shear Load (k) Location At Member (R). Rmax = 2.6k I Rmax = 2.61K Vmax Q left = 2.6k Vmax ® rt = 2.6k - t Ben i 7.92 1.20 - 2.40--'3.60,)iC80;I!i•. 7.13 .. : nInI 6.34 I P I:I I!�.li:6t;Ifi ! jl 513 illi I 1 '111I� lii ;;y!18t00 !'q0 !: fir! i(,!�rlTip a iilllt 'jj;ll°li 1 iLn ii.I n jlniir'1!yl� € it IPil1 i•r hI1IIIf *;q'il 8.40 jam! ji!i ;;;,,,•_, I V���I!�;1111 9.60 10.80 -- 5.54 I •I I�� IIII 1'i Illllilll 4.75 4.75 I31I; P'116h1I I. :,p�� 3.96 !!I! T'1'1!'!i 111 I11111�i, Irr,!I:!lil-11��41I 13u;j 116 1 111 (13';Il�llfl: iui il; ,i I IG Il 1,6� r.11 IIII�� 'Iry(�LI (1!''1e F�. li !IIII �;I I�'u InIIP''"II. ',l' 1 dgll!IIIIII'I�f�jM4i'�l�il,�lp�l�4 {. ,ILr� ; ��F,: ,II'll�3d it t!I4i Vl'�II'!I�IIIII:I 3.17 2.38 glil'Ir f i!:!.:Il'ryl�'1! 11111�?f�l II'Ii1ll !'Iillrill'l1A I';IiIL1j1 .I !; rujl: Ilial IIII_I III:Ir�l .I -.5 :n;:,pi r,::'1!,.=i;:,;.:, .,i:i111'uay,i;il;l : ,II i ,I;4 IIII 3!':''41! LIII II III 46i .gp!lutlj II,!J ,1 III I •Ipq]7T rilll I��u .:i II hry1YI,i!IiIl11u, ild•;!Iliil:�'p :II :; il!Iq !! ;.L : Illl IIII III 079?51' ,,I LL,,Ii E!a'h a �1i1111: !Ill IIII! Irl ,!n Ii!!6!!;�1 l�li ,a!T� :h P al.rl Il!Illllh. Moment k tt q. !191I6 lllltfi! ,. ill I'. r Ill : u Location i AI IIII l I ' Member tt Il ;r '! 1 .0-1f llil'r�l I!( •0.07 ; IIII I I h II ;oOw . o - :0.l 1--�--- 1--- :0.15 - -- II��III16�!��11161I11 hh I-! I 12.00 12.00