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069-300-007
I - `t NOTES s RESIDENTIAL PERMIT NO. 2_069-300-007 04-1754 I, JOHNSON, RAY 6ACK HILL DRIVE, OROVILLE Cont: BETTEWBUILDERS ` 1 NEW SF z r i SPECIAL CONDITIONS 4 CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS E' VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER 4- OFFICE COPY Address Met _QV __!:- \f SEs� ELECT¢' Meter By w Date JOB FINALED (Date) Signature IF -11 III, Jill .I s RESIDENTIAL PERMIT NO. 2_069-300-007 04-1754 I, JOHNSON, RAY 6ACK HILL DRIVE, OROVILLE Cont: BETTEWBUILDERS ` 1 NEW SF z r i SPECIAL CONDITIONS 4 CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS E' VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER 4- OFFICE COPY Address Met _QV __!:- \f SEs� ELECT¢' Meter By w Date JOB FINALED (Date) Signature J=OK 0 = Not OK . = NotApplicable Not Ready 1. MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 3. 1. Zoning Requirements -Setbacks -Easements Wood Awn.; Posts- Beams-Rftrs-Connectors Shthg-Frg-Bracing 2. Soils; Special MH Support Sketch 6. 3. Sewer; Location -Test -Fall -C/0 -Concrete Electric 4. Water; Location -Test -Easement Needed (Sketch) Card B-1 Date Card B-1 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Card B-1 Date Card B-1 6. Gas; Location -Test-Wrap; -/ /" L'ft. / P Nat. or/ /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI Date 5. Card B-1 Date Card B-1 Date 6. Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 1. Zoning Requirements -Setbacks -Easements Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 2. Footings; Size -Spacing -Marriage Line Health Department Approval 3. Gas; MH Test -Demand -Valve -Connector Plumb.; Cir. Test -Water Supply Test 4. Electricity; MH Test -Crossovers -Breakers -Clearances Light Niche 5. Drain; MH Test -Fall -Flex Connector Enclosure; Fencing -Alarms 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval Card B-1 Date Card B-1 8. Gas and Electricity Tagged Card B-1 Date Card B-1 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -!Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmq.; 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-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date 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- Bloc kouts-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-11-11Date Card B-1 Date PLUMB rmit) OK except #'s 1Z H , Vent -Access -Combustion Air Baffle 1 Pi e; Test & Anchor -Nail Protection W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test�Tub & Shower, Second Floor -Tub Access as Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECT Permit) OK except #'s 2 re & T nsformer Clearance -Ins. Protection 2 . Elec. c ptacles Spacing -Lights & Switches at Doors 2 ze xes & No. of Conductors Stapled 27 o nstalled Close to Edge of Studs & C.J. 2 quip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. Oppliance Circuits in Kitchen & Conductor Size GFI 36.' Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or AI 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral ❑ Yes ❑ No 32. Servipe-Riser Conductors & Ground Main Disconnect 33. i :-Clearances Panels-Motors-Mech. Equip. C es Closet Light Shower Light Spa Light Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1- Date Card B-1 Date MEC ICAL (Permit) OK except #'s 59. A.0 ucts Insulation & Support 37 --lent 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 FRAMIN it) OK except #'s 4 ill roper Materials & Anchors 4 . Muds -Nailing Spacing & Braces -Plates -Sound 4 earing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire S ops, Furred Ceilings -Stairs -Chasers -Tubs 4 aders & Beams -Size & Bearing Date 48!Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49�' Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. FjitfE Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51- Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions U5. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. E4AYoors-One 3' -Check Garage 3rd Story, 2 Exits t5-09' Width -Headroom -Rise -Run -Landing -Fire Protection 56e'I5Iyyj,od6on Roof Overhang -Attic Vents -Rafter Outriggers 57. ding -Nailing Veneer V. Stucc Mesh -Drip Screed -Fd. Vents-Underflr. Access Ing Area Glass Protection -Skylights -Plastic Shear Walls; Nailing -Bolts 1. Br ce Interior/Exterior Wall Panels 6 nsulation-Walls-Ceilings T` 63. Infiltration -Walls -Windows Date Card B-1 jPate Card B-1 Date o Card -1 Date Card B-1 Date ok 4N41131ans) OK except #'s K71-11Ext. Stens-Door & Sidelight Protection -Landings I W. Furnace Vents -clearance -Comb, Air -Connector - In Garaqe: Above Floor-Ducts-Mech. Protection G.F.I. & Bath Fixtures & Tub Access -Spa Etc. Trim & Subpanel, Breaker Sizes & Labels Stairs & Rails Fireplace or Stove, Clearance -Hearth Elec. Outlets at Wood Panel, Int. & Ext. �. Fixt. & Appliance;Giron d Af - ap-Co i g C eara Faec. Outlets & Receptacles at Kit. Counter Gage Fire Door; Swing -Landing -Closure A.C. Duct in Garage -Damper tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. ja'6arage; Above Floor-Mech. Protection W.; Elec. & Mech. Equip. Listed for Location j`lec. Receptacles in Garage (F.F.I.)-Romex Protection I ation-Foam-Looked in Attic gmard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked und-er Floor ❑ Yes 1 88' Following Instld./DriveWYes O No/Walks 0 Yes Cflo/Planters ❑ Yes ❑ No Brown -Finish W A. . Unit Disconnect, Electrical -Plumbing 8 . Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87.'ptater Well, Disconnect, Electrical, Plumbing 88. rior Elec. Trim, G.F.I. Receptacle -Underground V elation Throughout House Glass Protection Wr. orrectio from Previous Inspections 1 f . G4e t -Meters Tagged, Gas -Electric 99 -Water & Sewer Connected -C/O to Grade -HD Approval 94. gy Compliance Certificate -Other Certificates Address Posted 96. Fire Sprinkler Date I T070r Card B-1 Date Card B-1 Date Card B-1'Date Card B-1 Date Card B-1 Date Card B-1 Comments F i na I: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.netldds LICENSED CONTRACTORS 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 : e41jv&w w I License Number. 32 Sm? 2.5 Date: / 'a 5105 Contractor. �s%�ew Sa11400.09 OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that. I am exempt from the Contractors' Stale License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city.or county which requires a 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 the Contractor's Stale License Law (Chapter 9, commencing with Section 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 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 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 sale. If however, the building or Improvements are sold within one 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 sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions 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.). ❑ '1 am Exempt under Article 3 of the Business and Professions Code Date: Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: O 1 have and will maintain a certificate of consent to self -insure for wortcers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit s issued. I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit Is Issued. My workers' compensation insurance carrier and policy number are: Carrier. Sri A, X.erJ Policy ❑ 1 certify that in the performance of the work for which this peril Is issued, I shall not employ any person In any manner so as to 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: /- 01S -Qs Applicant: WARNING: allure to secure workers' compensation 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. CONSTRUCTION LENDING AGENCY I hereby affirm that there Is a construction lending agency for the performance of the work for which this perp Is Issued (Sec 3097 Civ.) Name: iuo.v• PERMIT NO. BP050180 Issued Date: 01/25/2005 APN: 069-300-007-000 Site Address: 6466 JACK HILL DR ORO Map Index: Description: NEW DIRECT VENT PROPANE HEATER Owner: RAY JOHNSON 6466 JACKHILL DRIVE OROVILLE CA 95966 (538) 589-2574 Applicant: BETTER BUILDERS CONSTRUCTION INC 5263 ROYAL OAKS DRIVE OROVILLE, CA 95966 Contractor: BETTER BUILDERS CONSTRUCTION INC 5263 ROYAL OAKS DRIVE OROVILLE, CA 95966 License #: 323225 Architect: Engineer: Total Square Ft: 0 S. F. Valuation: $0.00 Census Code: �ac__ff_ s hereby issued under the to do wAdk Indicated above PERMIT EXPIRES '06 provisions of the Butte County Codn PnrVor fees have been paid. 0 Date: Address: _ I !Dale ❑ I 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'l am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relaling to building construction. I acknowledge It Is unlawful to alter the substance of any official for or document of Butte County. I hereby authorize representatives of Butte County to enter upon the above mentloned property for Inspection p 1 osos. Print Name: elr� _. _ 29at{II'le Signature: Date: ❑ Owner Nr Contractor ❑ Agent for Owner ❑ Agent for Contractor BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTIONC OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" APPLIC04NTSIGNATURE XN4..&s For office Me only: OWNER Last Name Name First Name Address V4 0 L J Adit 911 11 City atoosllt Address State 1 r i1� Zip � 923 9 Phone _ Z� ,� E-mail Fax E-mail APPLIC04NTSIGNATURE XN4..&s For office Me only: CONTRACTOR Name Name �l ��+�r SRA 49c4 sa aue ,e.! Address 60,* Book Fax E-mail Planner City O,cod1is State State Zip GC Phone3169•,2 7 9r Fax 8 9 E-mail Lic. # Sal a S i C ass e'vs'r• APPLIC04NTSIGNATURE XN4..&s For office Me only: ARCHITECT/ENGINEER Name Nava Address SRA City No State Zip Phone Book Fax E-mail Planner State License Number APPLIC04NTSIGNATURE XN4..&s For office Me only: APPLICANTNAME Name Flood Zone Address SRA City No State Zip Phone Book Fax E-mail Planner APPLIC04NTSIGNATURE XN4..&s For office Me only: Zoning Property Address G �►cK! i 11 z Flood Zone Cross Street o eo% •►Ks SRA Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc PERMIT NO. IM BIN # LOCATION AP# 06 00 • 00 Property Address G �►cK! i 11 z City Medi%� Cross Street o eo% •►Ks WORKER'S COMPENSATION Policy Number I4 Y.s 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 Description or Scope of Work: Sq. Footage 943 Ap2 a q) ❑ Structure Built withbut 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 required. 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. Page 1 of 2 Received by: Amount: c�5 GD Bldg SRA Receipt #/ 4?A�Z5 Sheriff II��W SMIP Other Date: rc Total REV 7-27-04 SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. (Note: Not required for additions to mobile or modular homes.). .. . ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured fomes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (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. ❑ 8. Flood Elevation Certificate,`wet-stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent-fornon-residential buildings. , ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings only). ❑ 13. Sanitation and site plan approval from the Environmental Health Department. Remaining items needed to issue the permit. Additional items may be required:after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner (for 433A's). If you have questions or would like additional information regarding this process, contact a Permit Application Assistant at (530)538.7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR'INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAM (530)538-2140 WEBSITE: www.buttecounty.netldds PERMIT NO. BP041764 LICENSED CONTRACTORS 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 Issued Date: APN: 069-300-007-000 the Business and Professions Code, and my license is in full force and effect. License Class: �'� License Number: 3a3a.5 Site Address: Date: '30- 0 K Contractor: --gcj/<4 i3kJ1Jd.► &..r Map Index: Description: NSF 2017 GAR p ( ) (540 )COV (536) OWNER -BUILDER DECLARATION 1 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: HOZBERGER permit to construct, alter, improve, demolish, or repair any structure, prior KAELA to its issuance, also requires the applicant for such permit to file a 1344 1 STAVE signed statement that he or she is licensed pursuant to the provisions of OROVILLE CA the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or 95966-4705 she is exempt therefrom and the basis for the alleged exemption. Any 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 Applicant: BETTER BUILDERS CONSTRUCTION INC Code: The Contractors' State License Law does not apply to an 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 5263 ROYAL OAKS DRIVE sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of OROVILLE, CA 95966 proving that he or she did not build or improve for the purpose of sale.). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions 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 Contractor: BETTER BUILDERS CONSTRUCTION INC pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the Business and Professions Code 5263 ROYAL OAKS DRIVE Date: Owner: OROVILLE, CA 95966 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 #: 323225 workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of Architect': the work for which this permit is issued. My workers' compensation Engineer: insurance carrier and policynumberare: Carrier: .0141, f�.i1 Total Square Ft: 3759 S.F. Policy #: ❑ I certify that in the performance of the work for which this permit is Valuation: $164,097.00 issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, Census Code: 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: 8 - SeJ Applicant: WARNING: shall a to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one • �� $ ���. hundred thousand dollars ($100,000), in addition to the cost of (i3O"4r'{',' `/ compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. G -9 2 �. CONSTRUCTION LENDING AGENCY— - -'-- -This permit -i hereby issued-unr the applicable provisions of the Butte CrIunty Code ?nrVor I hereby affirm that there is a construction lending agency for the Res tions do work indicat d alPove for which fee's have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) _ Name: BY Date: PERMIT EXPIRES ON: Q~ Date Address: ❑ 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 8 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 p oses. Print Name: J e LJ J S A4 edi, Signature: Date: 0 Owner ❑ Contractor ❑ Agent for Owner 13 Agent for Contractor �3so . s3 33 7(o ..M 4°� BUTTE COUNTY PERMIT DEPARTMENT OF DEVELOPMENT SERVICES NO. BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS BPa41754- 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 BIN # OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OF APPLICATION APPLICANT NAME OWNER Name A �.1r0 Address Zip City 60taijbih A► Sta te i Zip 9S94 Phone 539 Fax E-mail Planner APPLICANT NAME CONTRACTOR Name NameS%IU*4 eb Zip City A► j A1ss4,e..l Address Phone Map Book Fax d1 Planner City �� d� State mo- Zip 9�L Phone Fax E-mail Uc. # Clas O APPLICANT NAME ARCHITECT/ENGINEER Name ewe Address Zip City Fax State . Zip Phone Map Book Fax E-mail Planner State License Number APPLICANT NAME Name �d 1 Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE X For office use only- nl :Zoning Zoning Flood Zone SRA Yes I No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS LOCATION AP# Property Addre s . �► e.K ,1 Cross Street % I alevil7R WORKER'S COMPENSATION Policy Number S 8 Carrier 3'4>it 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 Description or Scope of Work: 111661 %:om• Sq. Footage (Qu- C � f 1 CSZ ❑ 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. Received by: 1011 e' Amount: 247 !q - 2,9 Bldg Receipt #: 4-0 & ¢y� SRA Sheriff Other Date: to .16 •4A 8. &'aTotal 11 K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 REV 4-30-04 SUBMITTAL REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a 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! ❑ 3. 3 Engineered plans (if required) with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. 2 Engineered truss details and layouts (if required) (NO FAXES!).' ' C35. Letter from Engineer or Architect for truss design review. ❑ 6. 2 Energy compliance design and supporting documentation. (Note: Not required for additions to mobile or modular homes.) ❑ 7. 2 Flood Elevation Certificate, wet -stamped and signed (if required). ❑ 8. Detached Accessory Building Form, filled out by the property owner (if required). ❑ 9. Sanitation and site plan approval from the Environmental Health Department. ❑ 10. 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' -arid wet -signed by the engineer. Mobile, Manufactured, or Modular Homes: ❑ 1. 3 Site Plans, signed by the preparer. NO GRAPHPAPER! ❑ 2. 2 Data sheets and installation instruction manual. ❑ 3. 2 Marriage line information. ❑ 4. 2 Floor plans. ' 6 ❑ 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 GRAPHPAPER! ❑ 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 4-30-04 'COLANTY 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: ..J� r r►.tSoti1 ASSESSOR PARCEL NUMBER Gam! 3Q® an7 Proposed Building Use: C'> &''1 • 3 Qd • caa y^ Counter Technician: 4e*'J-j Date: ! to • o Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. �r 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ,fir 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and.signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Letter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. D 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (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. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate ❑ 11. Site plan and business license approval from the City of Biggs ❑ 12. Letter of intent for non-residential buildings ❑ 13. Detached Accessory Building Form filled out by the owner *RiA4. Hazardous Material Form 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable. ❑ 16. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 17. Fire Sprinklers............................................................................................ ❑ 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑- 19. Soils Report and/or Engineered Foundation required ........................................... ❑ rosion Control Plan Required........................................................................ 2 ees as shown on the attached Schedule of Fees Due Sheet .............................. 22. City of Chico Plumbing permit............................................................... ...... alifornia Department of Forestry plan approval Maid. Sent by:lp�i�..... (tanning approval (A) Use6_)�,JB)Parking: (C) Parcel Check: ❑ 25. Contact Land Development about _ Improvements, _ Drainage... ...................... NPDES Form .......................... 27 � ncroachment Permit for driveway from the Public Works Dept ....... ................. 28. Pre -Inspection for required....... ❑ 29. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 30. Worker's Compensation Carrier and Policy Number .......................................... ❑ 31. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 32. Letter of Signature authorization......................................:............................. -�- ' 33. Recorded copy of Agricultural Acknowledgment Statement.................................� ❑ 34. Manufactured home utility clearance............................................................... ❑ 35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction .................................... .... .._---- - ❑ ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal wner, ❑ Check to�H.. . $ C38. ther: "P o , .� ❑ Other: When issued Telephone 5Sn • a!--74- and hold for pickup. I have been infomed of the above items and requirements for obtaining a building permit. 1. Index permit applicatio for thobove item i I -L at I )cv_cly rNr Plan Check Letter 2. Additional items requi d Contractor, designer, owner, was advised of th46 above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: Date Structural reviewed : _Date: Structural approved by: Date: 0 11 Note transfer by: Date: Yellow: Building Division • COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER J0 HXISA>-4 A.P. # 669 300 •bay J!9 / PROPROSED BUILDING USE +•-t S �2 o 17) A rr a -Q_ (G 16) DATE � • � L � � ��G►z C_ov �53�� _e� RECEIPT # DA E REC. BUILDING PERMIT FEES /�j r O -Z -- Balance Due ..................... $ J / V --- Additional Fees Due........... $ --- Revised Plan Checking Fee.... $ 2. SCHOOL DISTRICT FEES d!nr2cv I LL-*_: A ` pj (paid at School District Office) (form available after Plan Check) --pa-3. SHERIFF FEES (paid at Building Division) Residential ............ X $360.00 =$ .3(op.4-0( e+z* L• 1(, 04— Units Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X = $ # Units Amt. Commercial (Sq. Ftg.).... X = $ Sq. Fig. Amt. 5. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) —07. SRA FIRE INSPECTION AND PLAN CHECK FEE $89:90aid at Building Division) 1S�. g 8. WATER TENDER FEES BATTALION # $200.00 (paid. at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Q-bG�7�- � • � L • 0 4= Sq. Ftg. Amt. 10. OTHER ( 1 P 1414=-41L40/o¢2 4 �o V �— At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checkirig process. APPLICANT DATE G -/,C -6� Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 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 Division Yellow -Applicant Pink -Owner (rev. 2/2003) ENCROACHMENT PERMIT County of Butte Department of Public Works 7 Count Center Drive Oroville, CA 95965 Phone (530) 538-7157 Ext. 2016 Fax: (530) 5384356 Download Forms: www.buttecounty.net/publicworks/forms.htmi NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE DONE Permit Number District ZO/ Phone (530) 538-7157 Ext. 2016 . APPLICATION t WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads id highways, all in accordance with County ordinances and general laws. All information except signature must be typed or legibly rinted.) --Company Company Name: Applicant's Name: [h Address: - fi 1�1 E : L LAmT- , C 7ru). £I G1 iS CA S�a i 4. Assessor's Parcel Number. Phone: Z? --X0,39- X03 Location of Work to be Done r Location b�i�b � •e� N,u 17r�IvL Applicant's Signature 7. Date: CONTRACTOR'S INFORMATION Contractor's Name ^ i 7. - -7 L1 a TAR 1� SU -DEP oto ! ,UCT� ' T Address 62-43 I I 17iVF ORvv«� �� S-i�� 0. Phone: ,, c2 Jr 11. Fax: 29 q-7— Z. Contractor's License Number. • 13. Certificate of Insurance: fres NO: El4. Contractor's Signature: /L 14a Date Signed: 0- 0) / - A y S. Authorized Agent: TYPE OF WORK TO BE DONE 6_ Please Check:I l7. if Driveway List Type: 4 Curb: El Gutter: ❑ Sidewalk: ❑ (.u�le?ItTC -- 8. Other Work - Describe: 19. Plans Attached: ❑ Yes . ❑ No PERMIT GRANTED i compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) and special conditions written below, ermission is hereby granted. 0. Conditions lnderground Service Alert (U SA) must be notified two working days prior to any excavation. 800-227-2600 I. ❑ All work shall conform to accompanying: Detail ❑ Plans ❑ Special Conditions ❑ .2. Date Issued 23. Expiration Date: 24. Surety: , .5. Date Paid:�_ O G 26. Amount Paid, !.� Paid 28. Rec ' tNo.:7 dike Crump, Director of Public Works By: ;or County 29. Final Inspection Date: 30. Inspected By: - ❑ Completed - OK Completed —Not OK ❑ Additional Comments Attached ustonty: - 31. Comments: , r --.A — —, --hrr 1-6de z (530) 538 -A3 -')b, iney can oe aeiayeu up w uac Wcc&. BUTTE TTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District Lyn U i I I& EL A.P. Number L91- wo • n 0-7 Jurisdiction: Q City Property Owner BuildingDepartment N o. j ounty Neth'. - I to C Property Location/Address Subdivision Residential Development No of Living Mobile Home Units Installation ;Commercial/Industrial fNew AddlWn Lot No. .......................... . .................................. i ........... . ................... ..... Sq. Footage Addition/ *Supplemental to (Group R) Conversion Permit # *(No foundation Inspection) .................... .... . ... Deed Restricted Sq. Footage (Attach a signed copy of Dead Restriction and Notice of Limited Use Facility document) Sq. Footage (Including Exterior Roofed Areas) RePresentativi W'17 Date District Identification No. School District certifies that (Applicant) (Street Address) t (Phone Number) nir ct sat � (a (City) (State) (Zip Code) has complied with the requirements of Resolution No. -4 'xby payment of $ L& representing �-j Cj4— square feet. School District ... 26 $ F MM FULL GATION $ Paid by Check # Remarks: 0 Log --01 c" "N Date Nodc You may protest the Imposition of the fen klantifled,at" by submitting a written protest to to District. In compliance with Gov ernmard Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will'prohlbit you from challenging the Imp6sklon of the to" In any court action. if, subsequent to the School District Representative signing this Butte Couitty Schools Impact Fee Certification Form, the School District Is notilled by the applicable Local Planning Agency that this project Is being reviewed under the CalftrnW Envirommital Quality Ad (M"h this project nM be subject to additional school ftes to fully mitign". its Impact on the school dhftkft schools. White (applicant), Yellow (building department), Pink (school district) feefonn-xIs (t0/03)dmm 11 August 18, 2004 County of Butte - FINAL REVIEW Jurisdiction Application No.: 04-1754 LP2A Job No. 2040015-087 Mr. Michael Vieira County of Butte z 7 County Center Drive Oroville, CA 95965-3397 Phone: (530) 538-7541 * Fax: (530) 538-2140 +y Re: Plan Review: Johnson SFD Address: Jackhill Drive Dear Mr. Vieira: Linhart Petersen Powers Associates (LP2A) has completed a final review of the following documents: 1. Plans: Two (2) revised copies Plan Sheets 1 through D1 (7 total sheets) Title/Cover Sheet dated June 10, 2004 by Better Builders Construction. 2. Structural Calculations: Two (2) copies dated June 03, 2004 by Gary Hawkins, Architect. 3. Title 24 Energy Compliance'*'Documentation: Two (2) copies dated June 09, 2004 by Gary Hawkins, Architect. 4. Prefabricated Roof Truss Calculations: Two (2) copies dated June 01, 2004 by Longfellow Lumber. One (1) Truss Compliance letter dated June 15, 2004 by Gary Hawkins, Architect. The 2001 California Building, Mechanical, Electrical, Plumbing and Energy Codes were used as the basis of our review. Please note there are no further comments. Therefore, we are recommending approval of the above noted items with the added redlines and the following condition: All plan sheets must be signed by the responsible party. Enclosed for your use are the above referenced documents bearing the LP2A plan review stamps along with the applicant's response letter. Please let us know if you have any questions. Thank you. Sincerely, LINHART PETERSEN PO ASSOCIATES Gary Cox I.C.B.O. Plans Examiner G C/: ag Bin 83 fAbutte county 015\butte county 2004\2040015-087-pcf.doc isLINHART PETERSEN POWERS ASSOCIATES 7610 Auburn Boulevard - Citrus Heights, CA 95610 (916) 725-4200 - FAX (916) 725-8242 - Toll Free (877) 235-0653 Butte County Department of Development Services �0 TTF 0 0 YVONNE CHRISTOPHER, DIRECTOR 0 0 0 0 7 County Center Drive 0:1 - 0 Oroville, CA 95965 0 -- o (530) 538-7601 TelephoneLO c0U N'�y (530) 538.7785 Facsimile TO: LP2A ' FROM: Scott Rutherford (530) 538-7160 srutherford()buttecounty.net SUBJECT: Plans Transmittal For Review Per Contract O DATE: 6/22/2004 Applicant: - Johnson, Ra Permit 04-1754 Project Type: New Single Family APN: 069-300-007 100% 70% Plan Check Fees $ 1,350.53 $ 945.37 $ 1,350.53 $ 945.37 LP2A Fee $ 945.37 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other 0 ri PERMIT NO.: 45-04 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: June 7, 2004 RAYMOND J & JANET JOHNSON (Better Builders Const. 7510 Pomeryal Land, Citrus Heights, CA Applicant Phone No.: 589-2574 Property Locations(s): 6466 Jack Hill Drive Kelley Ridge Estates Unit 4-C Lot 462 A. P. No.(s): 69-30-07 Feesdue: All Fees Paid. Application for service approved: LAKE OROVILLE AREA PUBLIC UTILITY DISTRICT Inspection(s) made and successful test(s) observed: Location: Lake Oroville Area Public Utility District release to close permit: Date: By: Date: AND WHEN RECORDED MAIL TO: BUTTE COUNTRY BUILDING DIVISION 7 COUNTRY CENTER DRIVE OROVILLE, CA 95965 0y:I-IS4 20104-10034 1 1 7 Recorded Official Records CoBUTTyyE f CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 10:37AM 07 -Jun -2004 REC FEE 7.00 CONFORM 1.00 CONFORM 1.00 Shawnya Page 1 of 1 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgement to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Lot 462, as shown on that certain Map entitled, "Kelly Ridge Estates Unit 4C", filed in the Office of the County Recorder of Butte County, California, on May 2, 1978, in Book 66, of Maps, at Page(s) 9 through 13 inclusive. Date011j� 1,7, Zah LI PROP Y S: Raymond J. Johnson Janet M. Johnson State of California ) Countyof -Bkff+ SGIG.ro ryi en tc3 ) On /7'100/ I Z� ZGO"I before me, e.! a1 i ` 11 Vorti-)e-Y personally appeared .Tone M LTohtl6nn -ailel eG D Yl personally known to me (or proved to me on the basis of satisfactory evid nce) to be the person(s) whose names(s) Nk/are subscribed to the within instrument and acknowledged to me that` clske/they executed the same in 9%�IlKr%their authorized capacity(ies), and that by h1sMw/their signature(s) on the instrument, the person(s) acted, executed the instrument. WITNESS my hand and official seal. q� L�nc���2�e� Signature Seal: A. UNDERHILL Commftlon N 1475130 Notary RAft - CaNfpmla A.P.# 069-300-007 Sacramento Cqunty NN Comm- E)OW MA, 2008 , i� ;. T� o C o c 0 0 A�OUNI �ecIc woR'�5 Department Public Works LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase 11 Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement (LESS THAN 1 ACREI Project Description: Project Location and/or Parcel Number: J aarY N6oil Da La� yLs 01.9. 306 - 0102 By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: - /[ - dy Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 SITE PIAN REVIEW APPLICATION Date: AP# Permit Number (if applicable) Owners Name: Owners Address: Telephone No.: Situs Address: Proposed Use: oq-11 S11 Parcel Size: ©6 1 -3oa -oa 7 l CL— Residential M New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory. .❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other ❑ Septic ❑ Well ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPAPENT SER VICES INFORMATION (For Staff Use) 'Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval JP Site Plan Stamped Approved By C�-t'�/l Date 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). o Flood Zone: ?< Flood Panel No.: 06007CO9,2-6-C, Index Date: (p ❑ Sacramento River Reclamation District (Approval must be obtained from the Cklif6mia 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: — 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 Co, S L Side S► Side Street Rear 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 Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area - Road ❑ Thermalito Impact ❑ Other ------------------------------------------------------------------------------------------------------------------------- Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel '❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a 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 c� Subdivision Man/Parcel Map: Map Date of Recording: S Lot: L16 g Book: �/U ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: Page: ! — 13 Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fixe 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. 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. . ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ 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. ❑ Property owners responsible for roa FO Pate 4 of 5 `v Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CALarrys\Building Permit Site Plan Reviewl.doc Page 5 of 5 DRTEA'S CERTIFICATE WE. SOUTHERN CALIFORNIA FINANCIAL CORPORATION, AS OWNER OF THE LANDS INCLUDED WITHIN 'KELLY RIDGE ESTATES UNIT 4C" AS 'SHOWN WI TM IN THE COLORED BORDER LINES ON THE ANNEXED MAP, DO 'HEREBY CERTIFY THAT WE ARE THE ONLY PERSONS WHOSE CONSENT'I'S NECESSARY TO PASS CLEAR TITLE 'TO'SA10 LAND AND WE CONSENT TO THE PREPARA- TION AND RECOROAT.I ON OF -SKID MAP AS SHOWN WI'THIN'THE COLORED BORDER LINES. THAT PORTION OF SOUTH FORK COURT, JACK HILL DRIVE, SUGARLOAF COURT HIGH ROCKS COURT, AIKEN COURT, WOODMAN DRIVE , FALL RIVER COURT , T. RATCHEL COURT AND FALCO COURT. AS SHOWN WITHIN THE COLORED BORDER LINES ON SAID MAP, IS HEREBY OFFERED FOR DEDICATION AND GRANTED IN FEE PORPUBLIC USE FOR COL. ROAD PURPOSES. WE ALSO OFFER FOR -DED ICATION'• AND DO HEREBY DEDICATE FOR SPECIFIC PURPOSES. THE FOLLOWING. (1)'EASEMENTS FOR LIGHT AND AIR OVER THOSE STRIPS OF LAND LYING BETWEEN THE FRONT AND/OR SIDELINES OF LOTS AND THE LINES SHOWNHEREON AND DESIGNATED *SETBACK LINE" ("S.B.L.") SAID 'STRIPS TO BE AND OPEN AND FREE OF BUILDING. (2) RIGHTS OF WAY AND EASEMENTS FOR WATER. GAS, 'SEWER AND FOR OVERHEAD AND 'UNDERGROUND WIRES,FOR ELECTRIC AND TELEPHONE 'SERVICES. TOGETHER WITH ANY AND ALL APPURTENANCES APPERTAIN. ING THERETO ON, OVER. UNDER AND TOGETHER WITH THE RIGHT TO TRIM OR REMOVE THE NECESSARY TREES. TREE LIMBS OR BRUSH ON THOSE PORTIONS OF LAND MORE PARTICULARLY OESCRI'8ED AS FOLLOWS; (A) A ATRIP OF LAND EIGHT (8) FEET IN WIDTH WITHIN THE LOTS AN, CONTICI^US TO ANY STREET OR OTHER PUBLIC 'RAY (B) A STRIP OF LAND SIX (6) FEET IN WIDTH WITHIN THE LOTS AND C 0N JIG TO ALL SIDE AND REAR LOT LINES. (C) T"iOSE STRIPS OF -LAND DESIGNATED AS PUBLIC UTILITY EASEMENT IP.U.E.) IN THE LOCATION AND OF THE WI OTH SHOWN HEREON. ISI RIGHTS OF WAY AND EASEMENTS FOR DRAINAGE P.1 PES AND OTHER D RA'INAGE WAYS -TOGETHER WITH ANY AND ALL APPURTENANCES A P PE RT A'INI NG THERETO ON. OVER AND UNDER THOSE 'STRIPS OFLAND DESIGNATED 'DRAINAGE EASEMENT ("D.E."1 IN THE LOCATION AND OF THE WIDTHSHOWNHEREON. (4) RIGHTS OF WAY AND EASEMENTS FOR:INGRESS AND EGRESS AND PUBLIC UT IL'ITIES ON. OVER AND UNDER THOSE 'STRIPS OF LAND DESIGNATED AS COMMON PRIVATE DRIVEWAY EASEMENT 0C.D.E."1 :IN TME LOCATIONS AND OF THE WIDTHS SHOWN HEREON. SO ERN fLIFORNIA FINANCIAL CORPORATION A'SSI'STANT VICE PRESIDENT 'STATE OF CALIFORNIA 1 COUNTY OF a& AV it )SS ON ^'LAY E 1977. BEFORE ME 'MIIt&,#4p! E.ltaTaWV•'s A NOTARY PUBLIC. 'IN AND FOR L-ei AV1a.lsf COUNTY. STATE OF -- II null PERSONALLY APPEARED KNOWN TO ME TO BE THE ANw Vitt PaA, em/r OF TNF. CORPOR TION 'THAT EXECUtED THE WITHIN 'INSTRUMENT AND ALSO KNOWN TO ME TO BE THE PERSON WHO EXECUTED IT ON BEHALF OF SUCH CORPORATION AND ACKNOWLEDGED TO JME THAT'SUCH CORPORATION EXECUTED THE 'SAME. MY COMMI'�ON EK PIRES Y /(,A�j / 1�/ _ NO RY PUBL'I C. MAlGRET E MFi%F ARavT wINR • wvaAiA 4��mV.n e�4ltm SURVEYOR'S CEIMIRICATE I, CARL D. RODOLF. .'HEREBY CERTIFY THAT !I AM A REGISTERED CIVIL ENGINEER OF THE 'STATE OF CAL'IFORNtA;' THAT THE -ANNEXED MAP OF KELLY RIDGE ESTATES UNIT 4CCORRECTLY REPRESENTS A -SURVEY MADE UNDER MY SUPERVISION 'IN SEPT., 1976 :'THAT THE 'SURVEY :I'S COMPLETE AS SHOWN: THAT THE MONUMENTS WILL BE OF THE CHARACTER AND WILL OCCUPY 'THE POSITIONS :INDICATED AND WILL BE SET BY SEPT. . 1979, AND THAT 'SA'ID MONUMENTS WILL BE 'SUFFICIENT TO ENABLE THE SURVEY TO BE RETRACED. .DATE MOr. 9. /97B l -OJLKi IV" CARL D. ROOOLF, R.C.E. 14260 COUNTY CLERK'S CERTIFICATE 00 HEREBY CERTIFY THAT ON THEWS- DAY OF THE BUTTE COUNTY BOARD OF SUPERVISORS OFFICIALLY APPROVED THE SU RDI VISION MAP OF KELLY RIDGE ESTATES UNIT 4C THE RECEIPT OF SATISFACTORY SECURITY IN THE AUDITOR'S ESTIMATED AMOUNT OF 0 INSURE IN OF TAKES WHICH ARE A LIEN BUT NOT YET PAYABLE WAS ACKNOWLEDGED. THOSE PORTIONS OF SOUTH FORK COURT. JACK HILL DRIVE, SUGARL 00.1 COURT, HIGH ROCKS COURT, AIKEN COURT, WOODMAN DRIVE. FALL RIVER COURT, IT. RATCHEL COURT, AND FALCO COURT AS SHOWN WITHIN THE COLORED BORDER LINES ON SA 10 MAP AND OFFERED FOR DEDICATION AND GRANTED IN FEE FOR PUBLIC USE WERE ACCEPTED ON BEHALF OF THE PUBLIC FOR COUNTY ROAD PURPOSES. THOSE EASE.MEN TS SPECIFIED UNDER . (2), AND (3) OF THE OWNER'S CERTIFICATE OF THIS APAP WHICH WERE OFFERED FOR DEDICATION AND DEDICATED FOR SPECIFIC PURPOSES WERE ACCEPTED ON BEHALF OF.THE PUBLIC. COUNTY CLERK BY L Ar -1 AUDITOR'S CERTIRICATE 'I. W. R LAWRENCE. AUDITOROF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DO HEREBY CERT.I FY THAT THERE ARE NO 'TAX LIENS 'AGA'INST KELLY RIDGE ESTATES UNIT ACASHEREON 'SET FORTH OR UNPAID 'STATE. COUNTY, MUNICIPAL OR LOCAL 'TAX ES OF11PECIAL ASSESSMENTS NOT YET PAYABLE: 'TAXES OR ASSESSMENTS WHICH ARE A LIEN B{UIT NOT YET PAYA LE; '1ES TATE TO BE IN THE AMOUNT OF +1�LIi48. COUNT AUDITOR COUNTY SURVEYOR'S CERTIRICATE 'I. CLAY CASTLEBERRY. COUNTY 'SURVEYOR OF THE COUNTY OF BUTTE. STATE OF CALIFORNIA. 00 HEREBY CERTIFY THAT 'I HAVE EXAMINED'YHE FINAL MAP OF. KELLY RIDGE ESTATES UNIT 4CAND THAT 'IT 'IS 'SUBSTAN. T.IALLY THE 'SAME AS WHAT APPEARS ON -THE TENTATIVE MAP ON FILE AND ANY APPROVED ALTERATIONS; THAT ALL THE PROVISIONS OF THE 'SUBDIVISION MAP ACT OF THE 'STATE OF CALIFORNIA. AND ANY LOCAL ORDINANCES APPLICABLE AT TILE TIME OF APPROVAL OF'SAID *TENTATIVE MAP HAS BEEN COMPLIED WITH AND'( AM SATISFIED THAT THE MAP :1'5 TECHNICALLY CORRECT. DATE - Q-3 15 1-) E 22 CLAY CA'S TL EBTRY, RCE 144 COUNTY SURVEYOR RECOR(XR'S CERTIRICATE 'RECORDED 'IN THE OFFICE OF THE RECORDER QF BUTTE 40UNTY 'STATE OF CALIFORNIA. AT THE REQUEST OF L /ALn f 'TH ISS_ DAY OF 1978, AT= MINUTES PAST -IJ ^/ O'CLOCK..... 'I BOOK�sQL. AT PAGES RECORDER NUMBER 92F9f LOUI'SE KLUENDER, COUNTY RECORDER SUBDIVISION NO. 0/0 KELLY RIDGE ESTATES UNIT 4C A PORTION OF THE W.I/2 OF SECTION 6 ,T.19N.. R.5 E., M.D.M. COUNTY OF BUTTE, CALIFORNIA MARCH, 1978 OWNER d SUBDIVIDER: SOUTHERN CALIFORNIA FINANCIAL CORPORATION ENGINEERS: MURRAY Mc CORMICK INC. SHEET I OF 5 SHEETS 0 It I 409 5fI- SNEFT 8; 474 Sao �•d i ;:I 9 407yfiR{ ;9E 5/3y- \ 47i-\ . 468 r. I 4., A Y ( 473 � 387 ; SId � .• y ,-< ♦; �! " . � ./r ( . -- 405 5/6 c'. J 353 ,✓ d 46/ — — 404 tl. 384. m 403 ?L'. -•AT/a �: r- < 319 165/8 >3 407 ,. R m. r : , o • ' 445 3815 451 r it• ' , raO°•vK•;: 3563IN 4�e 9? - e $ 450 An A! . 387 i9T.- w CpG �;:r,'a �g 45) •e ` "+:, A r c dt r'J4bv - w W. '`^"µ✓aY 9 t `W' .g $ ? 456 = NnaW• �31 a� i - �. 541 �w 8y 452 ? ! {'p > 3I�' L <_: I g_ 456 $ §� .� "•�,.r AS { 310 •v@ 573 - >; •e /i 39;ms,s;,''' !70 311W..,., + .; 5711 • _ a /27 = 575 2 I l76 125 /A73/ 46 / o '►. � /Iii 'Y is — / /65 m /6y KELLY RIDGE i:)-lATES UNIT 4'15 6K 50, WAP5, Prv.' 1314,15,-147,11 II. --'---....... ....... - -- --- --- - ..—_ -- ' i r / 46 442 s + BASIS OF BEAR IIGS iw___ C o• {I KELLY RIDGE ESTATES UNIT {I 4001( {5 M.O.R. PAGE$ 11, b, 11 r`g11epp SHEmo 9 ET CNDPX 44+ a o �. `';>0� 445 +t; •-AI SIM" tAm," Ml 446 �. fp ' - IF NO `7 LOT A, FOUND MONUMENT AS SHOWN ................................... ' SET 2" % 3' I.RCN PIPE TAGGED RCE 114m0.................fJ 6T 61' rC N •'•fll to N Cd(/f6R N/d /IRR ROAD NOINING POONo , NolN/NG ger.................................0 1.0 0NL/l/P5 e4mme" - OM MY /O.A. / IAO& 20/ ( 207 'SET CENTERLINE MONUMENT, BUTTE COSTO. 'S-17. ........... 13 RADIAL LINE.............................................(A) ACREA6E5 ' LO/5 67.3!/ AC. BUILDING SETBACK LINE IS B. L. 1.--..... .. ..J--- CO+MON PRIVATE .,nll VE'RAY EASEMENT . ........... $79,5119 /5.208 At pro' 9RNPR rAlLNrNl 0.A/O.&6IMQARY L/.0/2 AC. PUBLIC UTILITY EASEMENT - DEPARTMENT OF WATER RESOURCES ....................W. W. A. 'STATE OF CALIFORNIA `. ALL LOf CORNERS NOT INDICATED BY THE ABOVE SYMBOL'S S ARE TO BE MARKED BY 3/6" IRON PIPE. WITH TAG PCE ILt60 . L Alt ORO VI(If. , •- lyz• Le FAOCee 'Illy 1.5. 1650 Z011 . .Ar. 8/TE' A o . SUBDIVISION N0. o KELLY RIDGE 7 =p� ESTATES UNIT 4C O I A PORTION OF THE W.1/2 OF SECTION 6 ,T 19N., i [[[[yyyym'-p OAl, R.5'E.. M.D.M N/MrR9 Are. RAMCN COUNTY OF BUTTE , CALIFORNIA - SCALE : 1'= 100' MARCH , 1978 OWNER 8. SUBDIVIDER: SOUTHERN CALIFORNIA L O CATION M A 0 FINANCIAL CORPORATION No 9CA Lt ENGINEERS:' MURRAY Mc CORMICK INC. SHEET 2 OF, 5 SHEETS �r Job number >> ti 1 t 04-082 Structural Calculations for John Starr Johnson Residence Oroville, Ca. Gary Hawkins Architect 1370 Ridgewood Dr. Ste 10'4 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax DATE HA �k .C18693 PLAN REVIEW APPROVAL. (pp REN AUG.. 8 2004 9�F of CA��F��� UNMRT PETERSEN POWERS ASSOCIATES 6/ 3/04 � ► BUTTE COUNN RECEIV�1) g�►LDING DNISION AUG 91004 � APPROVED '-WA s APPROVED r� t s CALCDATA 11/13/97 -------------------------------7---------------------------------------- Rev 4-20-94 Calculation data ----------------------------- Description >> --------------------------------------- , -------------------------------=---------------------------------------- Jurisdiction Oroville Code referenced ' 1997 UBC 2001 CBC Wind loading Basic wind speed 75 MPH Exposure B s 1 Seismic loading Seismic zone 3 Gravity loading Roof live load 16 PSF Floor live load 40 PSF Balcony live load: n/a PSF Soil data Allowable bearing: 1 1200 - i PSF t CALCDATA 11/13/97 ------------------------------------------------------------------------ Rev 4-20-94 Calculation data ---------------------- -------------------------------- >> Jurisdiction Butte County Code referenced 1997 UBC 2001 CBC Wind loading Basic wind speed 75 MPH Exposure B Seismic loading Seismic zone i 3 Gravity loading Roof live load 16 PSF Floor live load 40 PSF Balcony live load:' n/a PSF Soil data Allowable bearing: 1200 PSF I i LOADS 6:36 PM ------------------------------------------------------------------------ REV 8-13-92 LOAD SUMMARY MODULE 6/ 3/04 ------------------------------------------------------------------------ DESCRIPTION ---------------------------------------- ASSEMBLY >roof ----------------------- --------- SLOPE > 4.00IN 12 > 18.43 DEGREES { NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 12 Comp shingles 3.00 3.00 22 1/2" PLYWOOD 1.50 1.50 39 2 X 6 - 24" X1.10 1.10 .39 2 X 6 - 24" 1.10 1.10 60 INSULATION R38 2.20 2.20 64 MISC. !2.00 2.00 84 5/8" GYPSUM BD 2.80 2.80 ------------------------------------------------------------------------ DL 13.70 USE: 14.00 PSF. LL ' 16.00 PSF ------------7----------------------------------------------------7------ TL 30.00 PSF ASSEMBLY >wall SLOPE > IN 12 > DEGREES a NO. DESCRIPTION UNIT WT. PITCH? ADJ. WT. 88 ONE COAT PLASTER 4.00 4.00 21 3/8" PLYWOOD 1.10 1.10 38 2 X 6 - 16" 1.70 1.70 58 INSULATION R19 1.10 1.10 64 MISC. 2.00 2.00 83 1/2" GYPSUM BD 2.50 '2.50 ------------------------------- DL 12.40 --------------------------------- USE: 13.00 PSF LL PSF --------------------------------- TL ---------------------------------------- 13.00 PSF j r i r2 LOADS i 6:39 PM ------------------------------------------------------------------------ REV 8-13-92 LOAD SUMMARY MODULE 6/ 3/04 ------------------------------------------------------------------------ DESCRIPTION >> » ------------------------------------------------------------------------ ASSEMBLY >floor i SLOPE > IN 12 > DEGREES NO. DESCRIPTION 77 CARPET/PAD 24 3/4" PLYWOOD 90 TJI/PRO-150 11 7/8 58 INSULATION R19 64 MISC. 84 5/8" GYPSUM BD --———— ——————————————————— DL s ———-———————— 11.70 ——————————————————————————————————— USE: 12.00 PSF UNIT -WT. PITCH? ADJ. WT. 1.00 1.00 2.30 2.30 2.50 2.50 1.10 1.10 2.00 2.00 2.80 2.80 --———— ——————————————————— DL s ———-———————— 11.70 ——————————————————————————————————— USE: 12.00 PSF LL 40.00 'PSF ------------------------------------------------------------------------ 4 TL 52.00 PSF ASSEMBLY >deck SLOPE > IN 12 > DEGREES ; NO. DESCRIPTION UNITIWT. PITCH? ADJ. WT. 29 2" DECKING 4.30 4.30 39 2 X 6 - 2411 1.10 1.10 ------------------------------------------------------------------------ DL 5.40 USE: 6.00 PSF LL 40.00 PSF ---------------------------------- --------------------------------------- TL 46.00 PSF 7 vi to 'G 'Pr�z L J Z,4-. F i SSBM_6----- 6:38 AM Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 6/ 4/04 ------------------------------------------------------------------------ Description >> rb-1 ---------------------------------GENERAL--------- ----------------------- Span (L) > 22.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 �. -------------------------------- ACTIONS --------------------------------- Uniform dead load > .084 kips/ft 47 a.TL Uniform live load > Uniform total load > .096 kips/ft 53 % TL kips/ft .180 End reactions ............... .......... DL > .945 kips LL > 1.080 kips TL > 2.025 kips Design loads ............................ Total load moment (M) > 11.391 ft -kips Total load shear (V) > 2.025 kips --------------------------LUMBER,DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc1 FcJJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .987 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to Fcl Repetitive member factor Cr > 1.000 Load duration factor Cd Adjustment for lateral support > 1.000 > 1.000 Adjusted values Species Grade Fb Ft Fv Fcl FcJJ E DFGL 24F -V4 2369 1150 165 .650 1650 1800000 ------------ -------------------- BEAM DATA------------------------------- Member width > 5.125 inches Member depth > 13.500 inches Required Actual Comment S (in"3) > 57.703 155.672 <ok> A (in"2) > 16.568 I (in"4) > 69.188 1050.785 <ok> ------------=----------------- DEFLECTIONS ----------------------------- -- Total load deflection > .549 inches L/ 492 <OK> Live load deflection > .293 inches L/ 923 <OK> Dead load deflection > .256 inches Minimum camber (glu=lams) > .384 inches <1.5*DL deflection> Standard 2000'R camber > .380 inches --------------------------CHECK MIN. BRG. AREA -------------------------- minimum area > 3.115 in"2 Minimum length > .608 inches Assuming full width bearing �z i I a �z r. SSBM_6 6:58 AM - ----------------------------------------------------------------------- Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 6/ 4/04 - - . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -.--Description->> - - Description- » - - - FB -1 ---------------------------------GENERAL-------------------------------- Span (L) > 22.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 ----------------7---------------ACTIONS--------------------------------- Uniform dead load > .024 kips/ft 13 % TL Uniform live load > Uniform total load > .160 .184 kips/ft kips/ft 87 % TL End reactions.* ........................... DL > .270 kips LL > 1.800 kips TL > 2.070 kips Design loads ............................ Total load moment (M) > 11.644 ft -kips Total load shear (V) > 2.070 kips --------------------------LUMBER,DESIGN VALUES -------------------------- Base values Species Grade Fb Ft Fv Fc1 FcJJ E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > 1.000 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor Cf > 1.000 Apply to FcL Repetitive member factor Cr > 1.000 Load duration factor Cd > Adjustment for lateral support > 1.000 1.000 Adjusted values Species Grade Fb Ft Fv Fc1 FcJJ E DFGL 24F -.V4 2400 1150 165 650 1650 1800000 --- --------------------------BEAM DATA ------------------------------- Member width > 5.125 inches Member depth > 12.000 inches Required Actual Comment S (in -3) > 58.219 123.000 <ok> A (in -2) > 17.145 I (in -4) > 61.500 738.000 <ok>. ------------------------------DEFLECTIONS------------------------------- Total load deflection > .799 inches L/ 338 <OK> Live load deflection > .695 inches L/ 389 <OK> Dead load deflection > .104 inches Minimum camber (glu-lams) > .156 inches <1.5*DL deflection> Standard 2000'R > .380 inches -camber -------------------CHFCX MI N. BRG. AREA-------------------------- Minimum area > 3.185 in -2 Minimum length > .621 inches assuming full width bearing i G�� Y)r' 4I/ZX1030)+ ajV y ,Tic,\ 4-t 8+ct1C10�Z)C�df����' J� C � r moi( LM , r 1 r - 1 i t r t I � ` I 1 i 42'1 Cdt��f7,,C�o���� ... �l�7r;, , r 41 i i t_V4" i 1 f i ilo . . ........... I 17" SSBM_6 6:56 AM ------------------------------------------------------------------------ Rev 9-13-93 SIMPLE SPAN BEAM - UNIFORM LOAD 6/ 4/04 ---------------- ----------- ----------------------------- Description » HDR -3 -----------=---------------------GENERAL ------------------ Span (L) > 16.500 feet Repetetive ? > N Reduce shear for bm depth > Y Laterally supported (Y/N) > Y, 1 lu > .000 feet le > .000 feet Slenderness factor Cs > .000 Ck > 22.210 --------------------------------ACTIONS--------------------------------- Uniform dead load > .248 kips/ft 46 o TL Uniform live load > Uniform total load > .296 .544 kips/ft 54 o TL kips/ft End reactions ........................... DL > 2.046 kips LL > 2.442 kips TL > 4.488 kips Design loads............ ...... ....... Total load moment (M) > 18.513 ft -kips Total load shear (V) > 4.488 kips --------------------------LUMBER'DESIGN VALUES ---------------- ---------- Base values ` 1 Species Grade Fb Ft Fv Fcl Fc -0 E DFGL 24F -V4 2400 1150 165 650 1650 1800000 Size factor Cf > .976 Apply to Fb Size factor Cf > 1.000 Apply to Ft Size factor. Cf > 1.000 Apply to Fc l Repetitive member factor Cr > 1.000. Load duration factor Cd > Adjustment for lateral support > 1.000 << 1.000 Adjusted values Species Grade Fb Ft Fv Fc1 Fc -u E 1DFGL 24F -V4 23.41 1150 165 650 1650 1800000 ------------ DATA------------------------------- Member width > 5.125 inches Member depth > 15.000 inches Required Actual Comment S (in"3) > 94.889 192.188 <ok> A-(in=2)- > 34.618 I (in -4) > 76.875 1441.406 <ok> ---------------------DEFLECTIONS------------------------------- Total load deflection > .350 inches L/ 566 <OK> Live load deflection > .190 inches L/ 1041 <OK> Dead load deflection > .159 inches Minimum camber (glu-lams) > .239 inches <1.5*DL deflection> Standard 2000'R camber > .204 inches --------------------------CHECK MIN. BRG. AREA -------------------------- Minimum area > 6.905 in"2 i Minimum length > 1.347 inches Assuming full width bearing J�*, 5 1 4 -ss yz. - 4. a. J�*, 5 1 4 -ss (it J�*, 5 1 File >LATDATA3 Rev 8-8-95 Wind pressures on structures Description >> Exposure Importance factor Basic wind speed Roof pitch * * * P R I M A R Y Assembly description > B > 1.00 > 75.00 mph > 4.. 00 in 12 F R A M E S A N D Ht. i Ce Cq W A L L S Windward walls .80 Leeward walls .50 Total wall R 0 0 F Wind perpendicular to ridge Leeward or flat roof Windward roof Slope 2:12 to less than 9:12 Slope 2:12 to less than 9:12 Roof total Wind parallel to ridge and flat roofs * * * E L E M E N T S A N D W A L L All structures Enclosed structures Open structures. Parapets R 0 0 F Enclosed structures Slope less than 9:12 Open structures Slope less than 9:12 I G) qs > 14.50 psf 6 > 18.43 degrees S Y S T E M S * * * Direction <0'-151> <201> <25'> .62 . .67 .72 .0072 .0078 .0045 .0049 .0117 .0126 .70 .0063 .0068 .90 .0081 .0087 .30 .0027 .0027 C O N T .0090 .0095 .70 .0063 .0068 C O M P O N E N T S * * 1.20 .0108 .0117 1.20 .0108 .0117 1.60 .0144 .0155 1.30 .0117 .0126 * * * L 0 C A L A R E A S A T Wall corners Canopies or overhangs at eaves or rakes Roof ridges at ends of buildings. or eaves and roof edges at building corners Eaves or rakes without overhangs away from building corners and ridges away from ends of -building .0084 .0052 .0136 .0073 .0094 .0031 .0-104.. .0073 .0125 .0125 .0167 .0136 1.10 .0099 .0107 .0115 1.60 .0144 .0155 .0167 D I S C O N T I N U I T I E S 2.00 .0180 .0194 .0209 2.80 .0252 .0272 .0292 3.00 .0270 2.00 .0180 .0291 .0313 0194 .0209 1 File >SHEARW PM 6/ 3/04 REV. 6-17-99 -------------------------6_32 Shearwall schedule Description->> Common nails >> (Box nails) r----------------- ------------------------------------------------------- Mark Description HF DF 1 3/8" cdx plywood with 8d nails .213 .260 ' at 611, 12" o.c. (.173) (.211) 2 3/8" cdx plywood with 8'd nails .312 .380 at 411, 12" o.c. (.253) (.308) 3 3/8" cdx plywood with 8d nails .402 .490 at 311, 12" o.c. (.326) (.397) 4 1/2" cdx plywood with 10d nails .254 .310 at 611, 12" o.c. (.206) (.251) 1' 5 1/211 cdx plywood with 1'Od nails .377 .460 at 411, 12" o.c. (.305) (.373) ' 6 1/211 cdx plywood with 1Od nails 492 .600 at 311, 1211 o.c. (.399) (.486) ,. 7 1/2" gyp bd with 5d nails wind .082 .100 at 7" o.c. edge & field Unblocked seismic .041 .050 8 5/8" gyp bd with 6d nails wind .094 .115 at 7" o.c. edge & fieldi Unblocked seismic .047 .058 9 7/8" cement plaster over expanded metal .148 .180 r or woven wire lath withIno. 16 gage staples, (7/8" leg) at 6" o.c. 10 3/8" plywood siding with 8d nails .131 .160 at 611, 12" o.c. 11 Simplex "Thermo -Ply structural (red) .144 .175 sheathing (0.115 inch thickness) with no. 16 gage staples (7/16" crown. r 1-1/4" legs) r 1 f C) 41 b) 10 po i � I I 1 I 3�✓Z + CZ = Z,r -Z c- ' rZ-7) e,)]'( /i573x.r/'3lLZ.�alL C( �tos� �1drs)��,o►��) M 2,0-7 k-+- Vv ► 117 w to /D L.� I-ev ed - to o�j� o/ z) 4, Z.7 - /747 + 2;s e d►s� C('111 8 etZ.,3) �C �C 1®,17 C,<<i) t►7p tom• (,, i�! -L (� C � 1l► �1f �� s �-zi(35; 4))j t %t,0 �tiL I i , 67, I I i 0(0 �!/ I (Au -- 3,14Z` t- (p o/O 14- 42, 4.6'.0 jq? BUJ dry ,,6b' Cq ��,4z �, tri �o f ." 16 f/-lX"%tt, h lb - S!"t) _V4 � V - 1,IA du�a4 �,,-Vf�(,.' WAS wl Goo 1 ` { i . � C.l-) v T 4 �eJ-Z:o � I A4K,) bW d •� �•'� ���� �� « ►147 k 12kwA ®( %r -D P t r ,q 7(0 i 'Alt 1(-o VLA 4C vo deo A �� �4 ,;�,2 , 4- -)>A UJ --,o I -f q, �, t- 1 (0, -zc, I I. I -v r -A 4.62" A �S> eLt 4-b'`tvw-. PI V4 " of TD -F VL �z vTj &t'75' 1 (.+T77(.o Z-7%< c, e. 1q. LOW"t Lt\fFP,%.O 64,.(q T, tt 0`1 -03b aS Cavi+rleJev-pa wall- 'e030(�ct 9 oo ve�E�le So✓clnav52 �Gx,c►� = g(2�.�So)+(y��t,+Z� -030 �9 (,oib) = I,oyK/' v�ax 6L,\,e 1-0 wal� c0'1 q vL'A 't0 1 c�� �af rv-G + SlyACtUl ,aAd baleme"'t Sla�� 1c ?0" (CA+e'Vaa) SIEdtvi�by /os/;o2L-/Opl CL►ec,k wal� (pi's �,oi (.o� OL ITev0ate, was". -j r 21 ,r 0" 9-5- �9 I 0 0'` t 06 -for, 21 1 'Job 038 Description; Jo ns%n r sldence4ftsco dltlon",� ..�2rG 3 General data; Wall construction; ' a il ver Cantilevered Configuration; Cd Ca — .Lateral load type; Soil pressure 1 Backfill slope; No slope s Allowable design stresses; Soil, Class of materials (CBC); _ 4 User defined; Allowable bearing pressure; 1.500 ksf �,OOOO 1`1"l ksf Allowable passive; 0.150 ksf/ft depth `0.150 x ksf Lateral sliding coefficient; 0 250 P�110 350"""^ g0�;110�� Soil weight; kcf ,'� , Increase allowed for seismic/wind; 1330 Applied? No ' Concrete, fc2}}500 ksi Masonry; ; fm'1500ksl ---- FY �6o 0 ksi FY 60 ksi FS 24.00 ksi u ES29000000 << psi _ ESs29Q00000; psi m 28.235 Em 1125000 H00 �1P Unit weight ��Q150 kcf n 25.78 Unit weight 0135, kcf. • 1 Wall data • I Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to� x200w5 0.200 s.000 �� 4.000• 5.688 2 2.000 to 4:00' .. 0.200 18'.000 4.000 5.688 3 0.000 to t �0�00 n �. 0.000 o • 0.000 0.000 Segment; b'd2 M(ft-kips) 1 192.00. 0.320 2 192.00 0.040 3 0.00 0.000 Input user defined wall thickness; "F00 inches I 1� i a Concrete stem design ' Load factor;'1:yZ00: ; Segment 1 reinforcing Factored design moment (MJ; 0.544 ft-kips Max. allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; Horizontal reinforcing; #5 bars • at #S bars • at "18 inches o/c kV, inches o/c 00 r; ,1 0.207 0.248 z in Ift inzlft Temperature and shrinkage reinforcing; Vert. As min. 0.144 inzlft Mn 3.49 ft-kips Horiz. AS min. 0.240 'in/ft Check if wall is overreinforced; t Pb 0.018 0.75pb 0.013 Asmax. 0.641 in/ft Segment 2 reinforcinC, j�' Factored design moment (M,); 0.068 ft-kips Max. allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; #5 bars .,�"Y*' at i A18 nches o/c 4 000 0.207 q in /ft Horizontal reinforcing; #5 bars at 15''s inches o/c 0.248 inzlft Temperature and shrinkage reinforcing; .:...: Vert. AS min. 0.144 inzlft Mn 3.494 ft-kips Horiz. AS min. 0.240 in/ft ; Segment 3 reinforcing Factored design moment (M,); 0.000 ft-kips Max. allowable'd'; . 0.000 inches d (in) AS Vertical reinforcing; g None . at -� e,,RA 12 a inches o/c0 fw _1.k 000?, 0.000 z in Ift Horizontal reinforcing; None • at 12 r^ inches o/c �. ; 0.000 inzlft Temperature and shrinkage reinforcing; ; ' Vert. As min. 0.000 in/ft Mn 0.00 ft-kips Horiz. AS min. 0.000 in/ft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. 2.847 ft-kips Factored design moment (Mu); 4.840 ft-kips ' M max occurs at;' 2.28 feet { Segment 2 2 Vertical reinforcing; AS 0.207 in' ; d inches # i f Footing design; 7 Toe length; inches Safety factor; 1.843 Heel length; 0.500 feet Soil pressure; 1.175 ksf 1 Total footing length (L); WE' 00. inches Footing depth; :200 ""inches 1 Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? _ Design overturning moment (OTM); 0.625 ft-kips/ft ' Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; w Arm DLRM 1 WoL 0.000 kips 1.167 feet 0.000 ft -kips WLL 1.100 kips 1.167 feet 1.283 ft -kips Segment 1 0.200 kips 1.167 feet { 0.233 ft -kips Segment 2 0.200 kips 1.167 feet 0.233 ft -kips 1 Segment 3 0.000 kips 1.167 feet 0.000 ft -kips Soil 0.220 kips 1.750 feet 0.385 ft -kips ' Keyway 0.000 kips Footing 0.300 kips 1.500 1.000. feet feel 0.000 0.300 ft -kips ft -kips WoL . 0.920 kips MIX min. 1.152 ft -kips WuL + WLL 2.020. kips MDL+MLL 2.435 ft -kips 1 Check safety factor against overturning; MOL min./OTM 1.843 > 1.5 Ok! Eccentricity (e); 0.104 feet [A/2-(M-OTM/ q U6; 0.333 feet 2.688 feet 13'U2-ei Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.175 ksf 1.500 ksf [ Wtl/A +6'Wtl'e/A^2 i Minimum soil pressure; 0.545 ksf 1.500 ksf i - i r 1 7 Footing reinforcement; 76) Heel design; Vertical reinforcing spacm ; 18 inches o/c Heel length; 0.500 feet Reinforcing C bars at inches o/c d.800" inches Load factor AS 0.103 in /ft Mn 0.093 ft -kips I? 1;'7 �Mn 3.663 ft -kips .Toe design; Toe length; 0.833 feet Reinforcing; #5 bars at 18 inches o/c d; 8 00 winches AS 0.207 int/ft Max. soil pressure 1.175 ksf At face of wall 0.811 ksf Load factor M� 0.622 ft -kips 17; �Mn 7.214 ft -kips Longitudinal footing. reinforcement; AS required = Area *.002 AS min. 0.576 in`s=3 xs bars_ AS 0.930 in' -�(a Lateral sliding; ' Rtopofwall 0.000 kips/ft Min. AS 0.000 In Rbaseofwall 0.375 kips/ft None at ' Calculate WpL' friction coefficient; Lateral sliding resistance; 0.230 kips/ft ' For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.460 max (0.5'Wdl) Allowable lateral passive pressure_ Consider footing for passive resistance? 0.150 Cy_es ksf/ft depth Lateral passive pressure provided; 0.075 kips/ft [Fooling only] Net resistance provided by footing only; 0.305 kips/ft [Footing only] Concrete slab at base of wall ? No • ' Slab thickness; P,4°AOO�i inches Width of slab; 12AOOfeet Ignore lateral sliding by inspection ' Resistance provided by slab; Total resistance; 0.000 0.305 kips/ft kips/ft Factor of safety; 0.000 Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance . Shear key provides; 0.000 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; ' Equivalent depth of shear key; Allowable passive pressure; 4.182 0.627 feet ksf [Maximum 15'] [at bottom of footing] Allowable passive pressure; 0.627 ksf [at bottom of key] Shear key depth; �0 00,k' inches Shear key thickness;Z06,11,-,j inches ' d��;:600 inches Load factor Mu. 0.000 ft kips f 1IT, , tMe Reinforcing in key; #5 bars at 36 2.73 inches o/c ft-kips As 0.103 in` /fl -�(a I Wall framin Vertical re Vertical #5 Horizontal ; Vertical do Vertical #5 Transverse (3) continue a Cantilevered concrete retaining wall; 4 ft. retained height Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 1.10 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 0.00 kips Material data: Concrete fc 2.500 ksi Steel Fy 60.00 ksi 5 n 3 t Job; 04 038 ; . bescription; oh son ser ide P7ftt cr ditionn" General data; Wall construction; Concrete n Configuration; Cantilevered •i Lateral load e; Soil pressure Backfill slope; j No slope , Allowable design stresses; Soil; Class of materials (CBC); 14 User defined; Allowable bearing pressure; Allowable 1.500 ksf 0.150 ksflft ksf � passive; depth Lb.5ksf Lateral sliding coefficient; 0.250 : Soil weight; Increase for 0:110 , kcf �1,1330 allowed seismic/wind; Y Applied? No Concrete; Masonry; PC -, �2 500 ksi fm 00 ksi Fy bo - ksi FY 6o ksi FS 24.00 ksi _ ES 29000000 psi _� ES *29000006 psi m 28.235 Em 1125000 §r- n t 25.78 Unit weight _x0150 ?kcf Unit weight -gN, 35 8 t kcf 5 n Wall data Cantilevered wall may use varying thickness segments Segment; _ (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to,2:00 0.200 l_s:000_ 4.000 5.688 2 2.000 ,X to �", e6 00 ` 0.400 s.000 4.000 5.688 3 0.000 cKg too OOy, 0.000 _ �� 0.000 0.000 Segment; b'd2 M(ft-kips) 1 192.00 1.080 2 192.00 0.320 3 0.00 . 0.000 Input user defined wall thickness;,® 00 inches w 0 1�1 M i Loading VVDL Axial; OljpOx x kipsift WLL Axial;1.100`*g kips/ft Equivalent fluid pressure (EFP); tif0.030s;; kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030' kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) 17 Aj 0.000 feet Input surcharge height; �OOOO feet Summary of lateral loads acting on wall (Cantilevered wall); w at top of wall; 0.0000 k/ft w,a1Q1a, at bottom of wall; 0.1800 k/ft w,a1efa, at bottom of footing; 0.2100 k/ft Additional concentrated load at top of wall; QOQ ' k/ft Load type; Wind�� i 41 11 I Concrete stem design Load factor; 1 700."11-' ' Segment 1 reinforcing; Factored design moment (M,); 1.836 ft -kips Max. allowable'd'; 5.688 inches d (in) AS ' Vertical reinforcing; g #5 bars 0. at inc X18 �inches o/c �r4 000 "` ° �r .� 0.207 int/ft Horizontal reinforcing; #5 bars • �❑ at inches o/c 0.248 in2 /ft Temperature and shrinkage reinforcing; Vert. AS min. 0.144 inZ/ft Mn 3.49 ft -kips Horiz. AS min. 0.240 inZ/ft Check if wall is oven-einforced; Pb 0.018 0.75pb 0.013 Asmax. 0.641 inZ/ft ' Segment 2 reinforcing,. Factored design moment (Mu); 0.544 ft -kips Max. allowable'd'; 5.688 inches d (in) A, Vertical reinforcing; .— at, #5 bars • • '�� y;18 { x inches o/c r `4 000 0.207 int/ft Horizontal reinforcing; E# bars - at —..,,1.15, r l inches o/c 0.248 int/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.144 inZ/ft Mn 3.494 ft -kips Horiz. AS min. 0.240 inZ/ft 1 Segment 3 reinforcing; ' Max. allowable'd'; Factored design moment (Mu); 0.000 0.000 inches ft -kips d (in) AS Vertical reinforcing; None at `1,2 -, inches o/c 000 0.000 in21ft Horizontal reinforcing; None at 12 :` inches o/c 0.000 in21ft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 int/ft Mn 0.00 ft -kips Horiz. AS min. 0.000 int/ft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. 2.847 ft -kips Factored design moment (M,); 4.840 ft -kips M max occurs at; 3.42 feet Segment 2 2 ' Vertical reinforcing; AS 0.207 in' d inches i 1 I i L Footing design; Toe length-,* M inches Safety factor; 1.709 Heel length; 0.833 feet Soil pressure; 1.347 ksf Total footing length (L);`34:00J 'inches , � Footing depth; ; A 12.0.0 inches Overturning and soil pressure; ; Consider ftg depth for gross OTM and sliding ? ves Design overturning moment (OTM); 1.715 ft-kips/ft Ignore footing weight when calculating soil pressure? LYes 1-1 Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.667 feet 0.000 ft -kips WLL 1.100 kips 1.667 feet 1.833 ft -kips Segment 1 0.200 kips 1.667 feet 0.333 ft -kips Segment 2 0.400 kips 1.667 feet 0.667 ft -kips Segment 3 0.000 kips 1.667 feet 0.000 ft -kips Soil 0.550 kips 2.417 feet 1.329 ft -kips Keyway 0.000 kips 2.333 feet 0.000 ft -kips Footing 0.425 kips 1.417 feet 0.602 ft -kips. WDL 1.575 kips Moi min. 2.931 ft -kips Wog + W« 2.675 kips MDL+Mu 4.765 ft -kips Check safety factor against overturning; MOL min.lOTM 1.709 > 1.5 Ok! Eccentricity (e); 0.277 feet [A/2-( M-OTM/ q U6; 0.472 feet L' ; 3.420 feet (3'U2 -e1 Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.347 ksf 1.500 ksf Minimum soil pressure; 0.241 ksf 1.500 ksf [ Wtl/A + 6'Wll'e/A^2 ] QZ t-Footing reinforcement; Heel design; Vertical reinforcing spacin ; 18 inches o/c ' Heel length; 0.833 feet Reinforcing �5 bars atinches o/c d;.RB%00 inches Load factor AS 0103 in'/ft M, 0.390 ft -kips 1� W 3.663 ft -kips Toe design; Toe length; 1.333 _ feet Reinforcing; #5 bars at 18 inches o/c d; 8 0003 inches i AS 0.207. in` /ft Max. soil pressure 1.347 ksf At face of wall 0.822 ksf Load factor t MU 1.771 ft -kips '`1;'7 ; 7.214 ft -kips Longitudinal footing reinforcement; As required = Area' .002 AS min. 0.816 in` NON A 0.930 in` E 1 ` ' 6 ' i 1 J Lateral sliding; Rtopofwall 0.000 kips/ft Min. As 0.000 in` Rbaseofwall 0.735 kips/ft None `„ ' at � � 18�,,,� inches N/a Calculate Wot' friction coefficient; Lateral sliding resistance; 0.394 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.788 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? ves Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.469 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness;u�s�4-'000 inches Width of slab; 12;000 feet Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.469 kips/ft Factor of safety; 0.000 — Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; 0.000 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 5.053 feet [Maximum 151 Allowable passive pressure; 0.758 ksf [at bottom of footing] Allowable passive pressure; 0.758 ksf [at bottom of key] Shear keydepth; p s' • 6r , � r i �0 OO,�a inches Shear key thickness; 12 OO f' inches d6 0 inches Load factor Mo 0.000 ft -kips Q7 Reinforcing in key; #5 bars at 36 inches o/c AS 0.103 in` /ft Mn 2.73 ft -kips i I i y 4(7 Wall framin Vertical re Vertical #E Horizontal Vertical do Vertical #,' Transverse (3) continu Cantilevered concrete retaining wall; 6 ft.'retained height Notes: r Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 1.10 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 0.00 kips Material data: Concrete fc 2.500 ksi Steel Fy 60.00 ksi s 'M Job; 7�4-O�g Description; General data; Wall construction; Concrete 7�1 Configuration; Cantilevered Lateral load type; Soil pressure _� Backfill slope; No slope Allowable design stresses, - Soil; Class of materials (CBC); User defined; Allowable bearing pressure; 1.500 ksf 1?500- ksf Allowable passive; 0.150 ksf/ft depth 0.1,50 ksf Lateral sliding coefficient; 0.250 0:350 Soil weight;14' kcf 0" ..,% u", U . Increase allowed for seismic/wind; Applied? No Concrete; Masonry; fc P,1% ?7- ksi f 1T5— —0,;ksi FY 160 ksi FY ksi Fr, 24.00 ksi ES psi ES 029000000},:•; psi m 28.235 Em 1125000 n 25.78 " Unit weight nkkcf Unit weight. kcf -1 0 4(49 4l Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) . Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to „ a X2:003 0.200 8.000 4.000 5.688 2 2.000 to , 0.600 Tfr •mow., _ 8.000 4.000 5.688 3 0.000 to0.000 aY 0 I� 0.000 0.000 Segment; b'd2 M(ft-kips) 1 192.00 2.560 2 192.00 1.080 3 0.00. 0.000 } Input user defined wall thickness; 0 inches Loading ' WDL Axial; WLL 0:000 kips/ft jt kips/ft -Axial; ,1 t Equivalent fluid pressure (EFP); r00 �.x 0 030 kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) heiaht(ft) x'"O OOOs Mf_3 000" ;;M 0.000 feet s Input surcharge height; ' 0`000ttr feet Summary of lateral loads acting on wall (Cantilevered wall); w �eterei at top of wall; 0.0000 k/ft w we,l at bottom of wall; 0.2400 k/ft • we,, at bottom of footing; 0.2700 k/ft Additional concentrated load at top of wall; 'tni0T000 k/ft Load type; I Wind ILI d Concrete stem design Load factor;1''.°700' 11 2 41 Segment 1 reinforcing; Factored design moment (M,);' 4.352 ft -kips Max. allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; Horizontal reinforcing; #S bars • at #5 bars at nincheso/c inches o/c � �4 000: 0.413 0.248 inZ/ft inZ/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.144 in'/ft M" 6.54 ft -kips Horiz. AS min. 0.240 in/ft ' Check if wall is oven'einforced; . Pb 0.018 0.75pb 0.013 Asmax. 0.641 inZ/ft Segment 2 reinforcing; Factored design moment (Mu); 1.836 ft -kips Max. allowable'd'; 5.688 inches d (in) AS reinforcing; #5 bars • atinches N, o/c0.207inIft IN x��ax 2Vertical Horizontal reinforcing; #5 bars • at 9lf 'AY X15, inches o/c 0.248 int/ft - Temperature and shrinkage reinforcing; Vert. AS min. 0.144 inZ/ft Mn 3.494 ft -kips Horiz. AS min. 0.240 int/ft Segment 3 reinforcing; Max. allowable'd'; Factored design moment (Mu); 0.000 0.000 inches ft -kips d (in) AS I Vertical reinforcing; None at t 0 inches o/c �0 000 0.000 inZlft Horizontal reinforcing; None at inches o/c 0.000 in2lft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 in/ft M" 0.00 ft -kips Horiz. AS min. 0.000 int/ft Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. 2.847 ft -kips Factored design moment (M,); 4.840 ft -kips M max occurs at; 4.56 feet Segment 2 ' Vertical reinforcing; AS 0.207 in d inches 11 2 41 k Footing. design; Toe length; x18:00' inches Safety factor; 2.913 Heel length; 2.500 feet Soil pressure; 1.488 ksf Total footing length (L); E'-{56:00' inches ^`' . Fooling depth; 2OO.rA inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Yes Design overturning moment (OTM); 3.645 ft-kips/fl Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; w Arm DLRM Wog 0.000 kips 1.833 feet 0.000 ft -kips W« 1.100 kips 1.833 feet 2.017 ft -kips Segment 1 0.200 kips 1.833 feet 0.367 ft -kips Segment 2 0.600 kips 1.833 feet 1.100 ft -kips Segment 3 0.000 kips 1.833 feet 0.000 ft -kips Soil 2.200 kips 3.417 feet 7.517 ft -kips Keyway 0.000 kips 4.167 feet 0.000 ft -kips Footing 0.700 kips 2.333 feet 1.633 ft -kips WOL 3.700 kips MbL min. 10.617 ft -kips WoL+Wu . 4.800 kips MDL+Mu 12.633 ft -kips Check safety factor against overturning; Mpg min./OTM 2.913 > 1.5 Ok! Eccentricity (e); 0.461 feet [A/2-( M-OTM/ WJ U6; 0.778 feet L' ; 5.618 feet [3'U2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.488 ksf 1.500 ksf Minimum soil pressure; 0.269 ksf j 1.500 ksf [ Wtl/A + 6'Wtl'e/A^2 i Footing reinforcement; Heel design; Vertical reinforcing 9 inches o/c Heel length; 2.500 ' feet Reinforcing at f, inches o/c d; inches Load factor A, 0.207 in /ft M,, 4.675 ft -kips BUMIM On 7.214 ft -kips Toe design; Toe length; 1.500 feet Reinforcing; #5 bars at 9 inches o/c d; inches A, 0.413 in/ft Max. soil pressure 1.488 ksf At face of wall 1.091 ksf Load factor M, 2.592 ft -kips Elk On 13.976 ft -kips Longitudinal footing reinforcement, A, required = Area .002 A, min. 1.344 in' As 1.550 in' 61 Lateral sliding; Gj 2 Rtopofwan 0.000 kips/ft AS 0.000 In` Rbaseofwaii 1.215 kips/ft _Min. I None El at 1,S inches o/c N/a Calculate Wpt*friction coefficient; Lateral sliding resistance; 0.925 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.850 max (0.5'Wdl) . Allowable lateral passive pressure 0.150 ksf/fl depth Consider footing for passive resistance? res Lateral passive pressure provided; 0.075 kips/ft [Fooling only] Net resistance provided by footing only; 1.000 kips/ft [Footing only] Concrete slab at base of wall ? _ No • Slab thickness;m4 000' inches om,= Width of slab;2$��0: feet FAIgnore lateral sliding by inspection Resistance provided by slab; 0.000. kips/ft Total resistance; 1.000 i kips/ft Factor of safety; 0.000 — Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; 0.000 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 7.208 feet [Maximum 15] Allowable passive pressure; 1.081 ksf [al bottom of footing] Allowable passive pressure; 1.081 ksf [at bottom of key] Shear key depth; 0 00�` p. ,Inches Shear key thickness; 12 00'�' Inches d�>�inches Load factor Mo 0.000 ft -kips �,4 V.7�+ Reinforcing in key; #5 bars at 18 inches o/c As 0.207 in` /ft Mn 5.35 1 ft -kips C23 Wall framir Vertical re Vertical #E Horizontal Vertical do Vertical #; Transverse (5) continue Cantilevered concrete retaining wall; 8 ft. (retained height Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 1.10 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 0.00 kips Material data: ' Concrete t'c 2.500 ksi Steel Fy 60.00 ksi r �Y 1 i Job; 04 038» Description, Johnson res d nce9ft condition General data; ' Wall construction; Concrete :[�] t Configuration; Lcantilevered ' Lateral load type; - Fsoii pressure I I Backfill slope; No slope I I Allowable design stresses, Soil; Class of materials (CBC); a—� User defined; Allowable bearing pressure; 1.500 ksf1 �500 G ksf . Allowable passive; 0.150 ksf/ft depth X0150 ksf Lateral sliding coefficient; 0.250 350 Soil weight; _0 krcf ,0 Increase allowed for seismic/wind; 130 Applied? No Q Concrete; Masonry; f 2:500 ksi c xvA k s f1�500 ksi m i ,� �: s Fy bo ksi Fy [6:o:-----E]ksi FS 24.00 ksi ES 029000000; psi ES i`29000000 psi m 28.235'. Em ; 1125000 ,0 900 n 25.78 Unit weight t� 0 l kcf Unit weight SAF., 3Mkcf I �C7 j Wali data. Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wd, • Actual t (in) Actual d(in) Max. d(in) 1 0.000 to OQ j= 0.200 s:000 4.000 5.688 2 2.000 to:RAs 900 0.700 s.000 4.000 5.688 3 .0.000 to 0 0.000 os 0.000 0.000 Segment; b'd2 M(ft-kips) , 1 192.00 3.645 2 192.00' 1.715 3 0.00 0.000 Input user defined wall thickness; 000 inches �C7 s Loading WDL Axial; ' 0 � kips/ft WLL Axial; kips/ft Equivalent fluid pressure (EFP);t 0030 :'. kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) t , 0 OOQ 1000'--`,- 0.000 feet Input surcharge height;OYOOO 4g feet Summary of lateral loads acting on wall (Cantilevered wall); w 1ate,a, at top of wall; 0.0000 k/ft w,ate,a, at bottom of wall; 0.2700 k/ft w,ate,ai at bottom of footing; 0.3000 k/ft Additional concentrated load at top of wall; 0000 k/ft Load type; [—V�i„d n 1� (P Concrete stem design Load factor; f�' 1700 Segment 1 reinforcing; Factored design moment (M,,); 6.197 ft -kips Max. allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; g #5 bars at �0 ' 9 U inches o/c 4 000' 0.413 2 in 2/ft Horizontal reinforcing; I #5 bars • at inches o/c 0.248 in/ft Temperature and shrinkage reinforcing; Vert. As min. 0.144 int/ft M,, 6.54 ft -kips Horiz. AS min. 0.240 int/ft Check if wall is overreinforced; s Pb 0.018 0.751)b 0.013 ; Asmax. 0.641 in21ft Se_-gment 2 reinforcing; f Factored design moment (M,,); 2.916 ft -kips Max. allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; #5 bars . at .1711,�,Iliill ' ` inches olc �. 000 0.207 2 in Ift Horizontal reinforcing; #5 bars ' at � inches olc 0.248 int/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.144 in'/ft M,, 3.494 ft -kips Horiz. AS min. 0.240 in/ft i Segment 3 reinforcing Factored design moment (Mu); 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) AS Vertical reinforcing; None . at 1 • , """ "r12 inches o/c ' D 000 _ 0.000 inZlft Horizontal reinforcing; None - at X12` inches o/c 0.000 in21ft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 in21ft Mn 0.00 ft -kips Horiz. AS min. 0.000 int/ft ' Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M max. 2.847 ft -kips Factored design moment (Mu); • 4.840 ft -kips M max occurs at; 5.13 feet Segment 2 2 Vertical reinforcing; AS 0.207 int d inches 1 1 i Footing design; Toe length; 20OQ inches Safety factor; 3.270 Heel length; 3.167 feet Soil pressure; 1.497 ksf Total footing length (L); �'�tifi'00h t� inches ft -kips Footing depth; 2-,,. inches feet Overturning and soil pressure; ft -kips Segment 1 0.200 ' Consider ftg depth for gross OTM and sliding ? 0.400 ft -kips Design overturning moment (OTM); kips 5.000 fl-kips/ft Ignore footing weight when calculating soil pressure? Yes Segment 3 0:000 Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 2.000 feel 0.000 ft -kips WLL 1.100 kips 2.000 feet 2.200 ft -kips Segment 1 0.200 kips 2.000 feet 0.400 ft -kips Segment 2 0.700 kips 2.000 feet 1.400 ft -kips Segment 3 0:000 kips 2.000 feet 0.000 ft -kips Soil 3.135 kips 3.917 feet 12.279 ft -kips Keyway 0.000 kips 5.000 feet 0.000 ft -kips Footing 0.825 kips 2.750 feet 2.269 ft -kips WDL . 4.860 kips MDL min. 16.348 ft -kips WDL + WLL 5.960 kips MDL+MLL 18.548 ft -kips Check safety factor against overturning; MDL min./OTM 3.270 > 1.5 Ok! Eccentricity (e); 0.477 feet [A/24 M-OTM/ W) 1-16; 0.917 feet 6.819 feet [3'U2 -e) Resultant is within middle third of footing ' Allowed; Maximum. soil pressure; 1.497 ksf 1.500 ksf Minimum soil pressure; 0.370 ksf 1.500 ksf [ Wll/A + 6'Wti'e/A^2 i M Footing reinforcement; Heel design; Vertical reinforcing spacin ; 9 inches o/c Heel length; 3.167. feet Reinforcing. #5 bars at 9 '. inches o/c d;r 00 inches Load factor AS 0.413 in /fl M,, 8.438 ft -kips -'<1`7 - On 13.976 fl -kips Toe design; Toe length; 1.667 feet Reinforcing; #5 bars at 9 inches o/c d;e Si00Q'` inches AS 0.413 in`/ft Max. soil pressure 1.497 ksf At face of wall 1.131 - ksf Load factor M, 3.248 ft-kipsr'¢i1 13.976 ft -kips Longitudinal footing reinforcement; AS required = Area' .002 AS min. 1.584 in` @.0'' #5 bars • AS 1.860 int Go Lateral sliding; Rtopofwall 0.000 kips/ftMin. AS 0.000 in ' Rbaseofwall 1.500 kips/ft None at , ,, e1f34,,,,3! inches o/c N/a Calculate Wpt' friction coefficient; Lateral sliding resistance; 1.215 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 2.430 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? res Lateral passive pressure provided; 0.075 kips/ft [Footing only) Net resistance provided by footing only; 1.290 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness; 4 000 inches Width of slab; 12u000 feet ❑' Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 1.290 kips/ft Factor of safely; 0.000 -` Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; 0.000 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 8.033 feet [Maximum 15] Allowable passive pressure; 1.205 ksf [at bottom of footing] ' Allowable passive pressure; _ 1.205 ksf [at bottom of key] th; Shear key depth; inches Id Shear key thickness; 112'0 00 inches T ai),"I ,inches Load factor Me 0.000 f!-kips��1:7 Reinforcing in key; #5 bars at 9 inches o/c As 0.413 in`/ft 1 M, 10.26 ft -kips 1 , 1 Go Wall framin Vertical rel Vertical #5 Horizontal I w Vertical do Vertical #5 Transverse (6) continu Cantilevered concrete retaining wall; 9 ft. retained height Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 1.10 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 0.00 kips Material data: Concrete fc 2.500 ksi Steel Fy 60.00 ksi ' V G CaV411-Pve'r a All - exp =.0301`f�- V�O ve(le SV-C,/�lU,-"- C�eGk will Ifs �f,o� �.o { b 70 i ' Job; 04;03 ,; Description;J� ohnson residence Landscape %-IE�MYMr- General data; = Wall construction; Masonry Configuration; Cantilevered—1 Lateral load type; Soil pressure ' Backfill slope; No slope r Allowable design stresses; Soil; Class of materials (CBC); 14 • User defined; ' Allowable bearing pressure; 1.500 ksf ~w,x 1 500 ,,cR ksf Allowable passive; 0.150 ksf/ft depth 0150�it Y ksf sk, y ae; Lateral sliding coefficient; 0.250 0,350 wk ' Soil weight; 0:_110 kcf `1330 Increase allowed for seismic/wind; - Applied? No� Concrete; Masonry; fc '':2 500 ksi _ _ fm1}500 ". `ksi ' FY 5o � ksi FY ' 60 ksi FS 24.00 ksi _ ES 29000000 psi _ _ ES 29000000'i psi m 28.235 Em 1125000 116A--1f16kcf n 25.78 Unit weight Unit weight . Or135 r kcf a - y &12 �t Input user defined wall thickness; 000, inches E 7 Wall data . Cantilevered wall may use varying thicknesssegments Segment; (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 2 0 0.17F650 � F65 3.810 5.313 2 2.000 to ` �;4 00 0.172 7.625 � 3.810 5.313 3 0.000 to`'0 00,, 0.000 0 0.000 0.000 Segment; b"d2 M(ft-kips) 1 192.00 0.320 ' 2 192.00 0.040 3 0.00 0.000 Input user defined wall thickness; 000, inches E 7 9 Loading WDL Axial; kips/ft WLL Axial; 0 000 kips/ft Equivalent fluid pressure (EFP); z�0`030kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) 60 LO ' O . f,� A3 � �"� 0.000 feet Input surcharge height; ~-0000feet Summary of lateral loads acting on wall (Cantilevered wall); w iaterat at top of wall; 0.0000 k/ft w wefa, at bottom of wall; -_ 0.1200 k/ft W iaterat at bottom of footing; 0.1500 k/ft Additional concentrated load at top of wall; "-71TOOQO" k/ft Q R Load type; I Wind I I &el (0& Masonry stem design Special inspection? Segment; (tt) (ft) r Or Segment wd, Actual t Actual d Max. d 1 0.000 to ` 2.000 2.20 21.81 0.172 7.625 3.810 "`14 5.375 2 2.000 to 4.000 2.20 43.61 0.172 7.625r 3.810 5.375 3 0.000 to 0.000 0.00 0.00 0.000 0.000 0 000 ? 0.000 Segment; Fa Equation Fe M K column 1 0.366 UBC (7-11) 0.250 0.320 2 2 0.339 UBC (7-11) 0.250 0.040 2 3 0.000 UBC (7-11) 0.250 0.000 2 Segment 1 reinforcing: As As min. Vertical reinforcing; #4 bars_ at 24 inches o/c 0.098. 0.064 Horizontal reinforcing; #4 bars O at y ' y 24;*,;; inches o/c 0.098 0.064 - Combined 0.196 0.183 Axial load at critical section; 0.343 kips/ft fa 0.004 ksi Service moment (M); 0.320 ft -kips fb 0.173 ksi Check unity; 0.004 + 0.173 = 3 0.701 Ok! 0.366 0.250 When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing As As min. Vertical reinforcing; #4 baro [j] at #�24 :w inches o/c 0.098 0.064 Horizontal reinforcing; #4 bars at ':"24�` inches o/c 0.098 0.064 Combined 0.196 0.183 Axial load at critical section; 0.172 kips/ft fa 0.002 ksi Service moment (M); '0.040 ft -kips fb 0.022 ksi Check unity; 0.002 0.022 = 0.092 Ok! 0.339 0.250 Segment 3 reinforcing; As As min. Vertical reinforcing; Noneat inches o/c 0.000 0.000 Horizontal reinforcing; None at "r0inches o/c 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 0.000 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 1 1 I I 01 4 ' Footing design; Toe length;"" fi 0 inches Safety factor; 2.003 Heel length; 0.865 feet Soil pressure; 1.075 ksf Total footing length (L);e�24 inches tf.„,,, Footing depth; 1200 inches ' Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Design overturning moment (OTM); 0.625 ft-kips/ft ' Ignore footing weight when calculating soil pressure? Yes Check stability and soil P ressure ' w WDL 0.000 kips Arm DLRM ft -kips 0.818 feet 0.000 WLL 0.000 kips 0.818 feet 0.000 ft -kips Segment 1, 0.172 kips 0.818 feet 0.140 ft -kips Segment 2 0.172 kips 0.818 feet 0.140 ft -kips Segment 3 0.000 kips 0.818 feet 0.000 ft -kips Soil . 0.380 kips 1.568 feet 0.596 ft -kips Keyway 0.050 kips 1.500 feet 0.075 ft -kips ' Footing 0.300 kips 1.000 feet 0.300 ft -kips' WDL 1.074 kips MOL min. 1.252 ft -kips WDL + WLL 1.074 kips MDL+MLL 1.252 ft -kips Check safety factor against overturning; MDL min./OTM 2.003 > 1.5 Ok! Eccentricity (e); 0.416 feet [A/2-( M-OTM/ W] ' U6; 0.333 feet L' ; 1.752 feet [3'U2 -e] Resultant lies outside middle third of footing Allowed; Maximum soil pressure; 1.075 ksf 1.500 ksf [2'(Wtl/L')] Minimum soil pressure; -0.283 ksf A 1.500 ksf 1 1 I I 01 Footing reinforcement; Heel design; Vertical reinforcing spp2.n ; 24 inches o/c Heel length; ' 0.865 feet Reinforcing na Wars at inches o/c d; 'p8 00 inches Load factor As 0.098 in/ft MU 0.280 ft-kips17 "* , 3.477 ft -kips Toe design; Toe length; 0.500 feet Reinforcing; #4 bars at 24 inches o/c d;?80001�inchesAS sin'/ft 0.098 Max. soil pressure 1.075 ksf At face of wall 0.769 ksf Load factor M„ 0.207 ft -kips 811 3.477 ft -kips Longitudinal footing reinforcement, AS required = Area .002 AS mina 0.576 in`_+r33>r#4 bars AS 0.588 in` GV e 0 Lateral sliding; Rtopofwail 0.000 kips/ft Min. As 0.000 in ' Rbaseof wall 0.375 kips/ft I None at P 1801 ' inches o N/a Calculate WDL * friction coefficient; Lateral sliding resistance; 0.268 kips/ft ' For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.537 max (0.5'Wdl) Allowable lateral passive pressure 0.15.0 ksf/ft depth ' Consider footing for passive resistance? Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.343 kips/ft [Footing only] Concrete slab at base of wall ? _ No Slab thickness; 4:000 Finches 4< y: Width of slab; I,x 2,000 feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 ikips/ft ' Total resistance; 0.343 1 kips/ft Factor of safety; 0.916 j No good! Shear key required! Shear key must provide additional; 0.219 'kips lateral resistance Shear key provides; 0.252 (kips lateral resistance ' Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 4.880 feet [Maximum 15] Allowable passive pressure; 0.732 ksf [at bottom of footing] Allowable passive pressure; 0.782 ksf [at bottom of key] , � inches Shear key depth; ;.4OO;i43 ` - Shear key thickness;12 d 00 'inches Nil6A_0inches Load factor M„ 0.072 ft-kips j41:7 Reinforcing in key; #4 bars at 24 'inches o/c As 0.098 in`/ft Mo 2.60 ft -kips i • e 0 12" RNv Wall framing - see plans 4" &ry �a tiei 6 f ! 12" 24" i Cantilevered masonry retaining wall 4 ft..retained height Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 0.00 kips/ft Equivalent fluid pressure: i0 f3{ f 9t Well -drained granular". Vertical reinforcing:` Material data: backfill, typical Vertical #4 bars at 24 inches oft Steel Fy 60.00 ksi 8 in. thick masonry wall Horizontal #4 bars at 24 inch s ole— � ,n 4 ft Retained height s+Ed Ji 3.81 in. Vertical dowels; r 3.81 in. Vertical#4 bars at 24 inches Ic RN ;=.x 6" + 24" min. lap ° Transverse #4 bars of 24 inc es o/e-- �... fir. f 3 Perforated drain to daylight NG • y 12" RNv ?C: 4" &ry �a tiei 6 (3) continuous #4 bars ! 12" 24" i Cantilevered masonry retaining wall 4 ft..retained height Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 0.00 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 0.00 kips Material data: ' Concrete fc 2.500 ksi Steel Fy 60.00 ksi } 1� ,'kI`�"'44 3ia..,V,- �'. frA,( t r f i4 s• • t ,i'.`�'=d-R",!tl'15��' �'.F,J4 Yw Job; 04,038 Description, residence -. Landscape,wall ., aJohnson w. _.. _ ... General data; Wall construction; Masonry I I I Cantilevered Configuration; , Lateral load type; Soil pressure ' Backfill slope; No slope ' r Allowable design stresses,- tresses,Soil; i Soil; Class of materials (CBC); 4 User defined; Allowable bearing pressure; 1.500 ksf � ,1500 ,,.ksf Allowable passive; 0.150 depth �.� ksf Lateral sliding coefficient; jksf/ft 0.250 X0150 Soil weight; 01E10�+�y.�� kcf 4� C� Increase allowed for seismic/wind; y1330 Applied? No Concrete; Masonry; f, iT 500 , , ; ksi f m i•1'. O' ksi Fy 60 ksi ' , Fy so ksi FS 24.00 ksi _: _ ES 29000Odd � psi ES _ _ 29ddd000,�?j psi m 28.235 Em 1125000 0 900 > 0 n 25.78 ' Unit weight #0 kcf Unit weight ;0135 kcf JI/ Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to , �t,e 2:00 0.172 7.625 �❑ 5.250 5.313 2 2.000 to 1,,mm 0-o 0.343 17.625 1' 3.810 5.313 3 0.000 to 0.000 0 0.000 0.000 Segment; b'd2 M(ft-kips) 1 192.00 1.080 2 192.00 0.320 3 0.00 0.000 Input user defined wall thickness; FF°Ok00 inches s 13 1 Loading. WpL Axial;P ki �" y s/ft WLL Axial; fi 0 0OO ,t; kips/ft Equivalent fluid pressure (EFP); �.�0;03Q >- .�. kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) t 0 000 1�000.,* 0.000 feet Input surcharge height; feet Summary of lateral loads acting on wall (Cantilevered wall); W lateral at top of wall; 0.0000 k/ft W werai at bottom of wall; 0.1800 k/ft w,a1er, at bottom of footing; 0.2100 k/ft Additional concentrated load at top of wall; X0:000 {< �' k/ft Load type; wind 4 1 1 • 1 . 1 1 . 1 '. 14- Masonry 4Masonry stem design ' Special inspection? No ' Segment; (ft) (ft) r h'/r Segment wa, Actual t Actual d Max. d 1 0.000 to 2.000 2.20 21.81 0.172 7.625 515015.375 2 2.000 to 6.000 2.20 65.42 0.343 7.625 x3.810,' 5.375 3 0.000 to 0.000 0.00 0.00 0.000 0.000O:D00? j 0.000 Segment; . Fe Equation Fb Mme,,. K column 1 0.366 UBC (7-11) 0.250 1.080 2 2 0.293 UBC (7-11) 0.250 0.320 2 3 0.000 UBC (7-11) 0.250 0.000 2 Segment 1 reinforcing; As As min. Vertical reinforcing; �4 bars • at a" 8a'= ' g � _ _r� . ,� �;rindies o/c 0.294 0.064 Horizontal reinforcing; ' x4 bars at &� 24 z0f $inches o/c 0.098 0.064 Combined 0.392 0.183 Axial load at critical section; 0.515 kips/ft fa 0.006 ksi Service moment (M); 1.080 ft -kips fb- 0.234 ksi Check unity; - 0.006 + 0.234 = 0.950 Ok! 0.366 0.250 When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until Ifloor slab is in place. Segment 2 reinforcing:. As As min. 1" Vertical reinforcing; u4 bars [�j at inches o/c 0.098 0.064 {Y��u Horizontal reinforcing; at x24 inches olc 0.098 0.064 Combined 0.196 0.183 Axial load at critical section; 0.343 kips/ft fa 0.004 ksi Service moment (M); 0.320 ft -kips fb 0.173 ksi Check unity; 0.004 + 0.173 = 0.704 Ok! 0.293 0.250 Segment 3 reinforcing; As As min. Vertical reinforcing; None at;0 x K inches o/c 0.000 0.000 NJ Horizontal reinforcin ; at r .-0, „. None inches o/c 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 0.000 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 1 - - Footing design; Toe length; 8. 1.00 inches Safety factor; 1.945 Heel length; 1.365 feet Soil pressure; 1.379 ksf ' Total footing length (L); ��3r400 inches Footing depth; �a12Q0 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Yes Design overturning moment (OTM); 1.715 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes . Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.151 feet 0.000 ft -kips WLL 0.000 kips 1.151 feet 0.000 ft -kips Segment 1 0.172 kips 1.151 feet 0.197 ft -kips Segment 2 0.343 kips 1.151 feet 0.395 ft -kips Segment 3 0.000 kips 1.151 feet 0.000 ft -kips Soil 0.901 kips 2.151 feet 1.937 ft -kips Keyway 0.088 kips 2.333 feet 0.204 ft -kips Footing 0.425 kips 1.417 feet 0.602 ft -kips Wog 1.928 kips MDL min. 3.336 ft -kips WDL + WLL 1.928 kips MDL+MLL 3.336 ft -kips Check safety factor against overturning; Mpg min./OTM 1.945 > 1.5 Ok! Eccentricity (e); 0.576 feet [A/2-(M-OTM/ W] 1-/6; 0.472 feet L' ; 2.522 feet [3*U2-e] Resultant lies outside middle third of footing Allowed; Maximum soil pressure; 1.379 ksf 1.500 ksf [2'(Wtl/L')] Minimum soil pressure; •0.301 ksf 1.500 ksf Footinq reinforcement; Heel design; Vertical reinforcing spac_in ; 8 inches o/c Heel length; 1.365 feet Reinforcing # 1 bars �] at '24 inches o/c d; 8 00+ ¢l inches Load factor AS 0.098 in"M M, 1.045 ft-kips17^ 3.477 ft -kips i Toe design; Toe length; 0.833 feet Reinforcing; #4 bars at 8 inches o/c d; 8 00s inches AS 0.294 in'/ft Max. soil pressure 1.379 . ksf At face of wall 0.923 ksf Load factor Mu 0.724 ft -kips Vt1.'A'� 10.126 ft -kips Longitudinal footing reinforcement; AS required = Area' .002 AS min. 0.816 in` #4 bars • A5 0.980 in' 4 Lateral sliding; Rtauofwan 0.000 kips/ft Min. As 0.000 in` Rbaseolwall 0.735 kipslft None atEr.18;, inches o/c N/a Calculate WDL * friction coefficient; Lateral sliding resistance; 0.482 kips/ft For class 5 soils; . I Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.964 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksflft depth Consider footing for passive resistance? res • Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.557 kips/ft [Footing only] Concrete slab at base of wall ? No _ Slab thickness;4 000 inches Width of slab; 12,00 feet El Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.557 kips/ft Factor of safety; 0.758 No good! Shear key required! Shear key must provide additional; 0.546 kips lateral resistance Shear key provides; 0.567 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 6.185 feet [Maximum 15'1 Allowable passive pressure; 0.928 ksf [at bottom of footing] Allowable passive pressure; 1.015 ksf [at bottom of key] Shear key depth;B 7 00��, inches Shear key thickness; �,,V 2 OOr £ ]inches d .� 6.00"'inches Load factor Me 0.285 fl -kips Lt1,7 'Reinforcing in key; #4 bars at 24 inches o/c A, 0.098 in` /ft M, 2.60 ft -kips 11 Wall framin Vertical rel Vertical #4 Horizontal t Vertical do Vertical#4 I Transverse (5) continu Cantilevered masonry retaining wall 6 ft. retained height Notes: Allowable soil bearing capacity: 1.50 ksf Maximum imposed axial load: 0.00 kips/ft Equivalent fluid pressure: 0.030 kcf Vehicle surcharge: 0.00 kips Material data: Concrete fc 2.500 ksi Steel Fy 60.00 ksi Job; Ri on Description; T al wanv P Masonry; General data; �.AA , _Q r ksi f m ��, 500 ksi FY 1_60-__l ksi Wall construction; Masonry bo ksi FS 24.00 ksi ES Configuration; Cantilevered Es g290Q0000psi Lateral load type; soil pressure � 28.235 Em Backfill slope; No slope lW f0�900 Allowable design stresses,- tresses;Soil; - 25.78 Unit weight kcf kcf Unit weight x01'35.,. < kcf Soil; Class of materials (CBC); 4 User defined; Allowable bearing pressure; 1.500 ksf �W�2 500 � ksf Allowable passive; 0.150 ksf/ft depth O 300 ksf Lateral sliding coefficient; 0.250 " 01350 [ Soil weight; Increase allowed for seismiclwind;,1330�'x' 0110 kcf Applied? No Concrete; Masonry; f, �.AA , _Q r ksi f m ��, 500 ksi FY 1_60-__l ksi FY bo ksi FS 24.00 ksi ES 2 000000' psi Es g290Q0000psi m 28.235 Em 1125000 lW f0�900 n - 25.78 Unit weight kcf kcf Unit weight x01'35.,. < kcf ^ Wall data Cantilevered wall may use varying thickness �egments Seg ment; (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 0.000 to 0*00 0.000 0.000 0.000 3 0.000 to 0.000 0.000 0.000 b°d 2 . . ----_ 0.320 2 300D0 0.000 ' 3 0.00 0.000 ' ' Input user defined wall thickness;inches ` � 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Loading WDL"Axial;• O'000kips/ft WLL Axial; t:�100 kips/ft Equivalent fluid pressure (EFP);, y�?O U30 ;`r kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) 3Q00�MIA 0.000 feet Input surcharge height; �'(MOM" feet Summary of lateral loads acting on wall (Cantilevered wall); w Imm, at top of wall; 0.0000 k/ft w lateral at bottom of wall; 0.1200 k/ft w taterat at bottom of footing; 0.1500 k/ft Additional concentrated load at top of wall;0 k/ft Load type; wind_ 0 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 Masonry stem design Special inspection? No • Segment; (Il) (tt) r h'/r Segment wd, Actual t Actual d Max. d 1 0.000 to 4.000 2.20 43.61 0.343 7.625 : 18101', '; 5.375 2 0.000 to 0.000 0.00 0.00 0.000 0.000 0'.'00-0,11';• 0.000 3 0.000 to 0.000 0.00 0.00 0.000 0.000 :' 0:000 :` ; 0.000 Segment; Fa Equation Fb MAc. K column 1 0.339 UBC (7-11) 0.250 0.320 2 2 0.000 UBC (7-11) 0.250 0.000 2 3 0.000 UBC (7-11) 0.250 0.000 2 Seqment 1 reinforcing; As As min. Vertical reinforcing; E �n,s at 124 !inches o/c 0.098 0.064 Horizontal reinforcing; as baE�_ at€24 finches o/c 0.098 0.064 Combined 0.196 0.183 Axial load at critical section; 1.443 kips/ft fa 0.016 ksi Service moment (M); 0.320 ft -kips fb 0.173 ksi Check unity; 0.016 0.173 = 0.737 Ok! 0.339 0.250 When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing; As As min. ' Vertical reinforcing; None at 0?inches o/c 0.000 0.000 Horizontal reinforcing; None • at : 0 linches o/c 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 1.100 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 Segment 3 reinforcing; As As min. Vertical reinforcing;None _O at i 0incles o/c 0.000 0.000 Horizontal reinforcing; None _ at 0 ;inches o/c 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 1.100 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 t 1 1 1 1 1 1 1 1 i 1 1 1 t 1 1 1 1 1 Footing design; Toe length; E]LP 0Ci inches. Safety factor; 2.333 Heel length; . 0.948 feet Soil pressure; 1.486 ksf Total footing length (L); e=' 7 06M. inches Allowable; ksf Footing depth; All ` {. inches ft -kips Overturning and soil pressure, kips ' Consider ftg depth for gross OTM and sliding? Yes ft -kips Design overturning moment (OTM); 0.625 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes • 0.000 Check stability and soil pressure; Segment 3 0.000 kips w Arm DLRM WDL 0.000 kips 0.984 feet 0.000 ft -kips WLL 1.100 kips 0.984 feet 1.083 ft -kips Segment 1 0.343 kips 0.984 feet 0.338 ft -kips Segment 2 0.000 kips 0.984 feet 0.000 ft -kips Segment 3 0.000 kips 0.984 feet 0.000 ft -kips Soil 0.417 kips 1.776 feet 0.741 ft -kips Keyway 0.000 kips 1.750 feet 0.000 ft -kips Fooling 0.338 kips. 1.125 feet 0.380 ft -kips WDL 1.098 kips MIX min. 1.458 ft -kips WOL + W« 2.198 kips MDL+Mu 2.541 ft -kips Check safety factor against overturning; + Mpg min./OTM 2.333 > 1.5 Ok! Eccentricity (e); 0.253 feet • [A/2-(M-OTM/ W[ U6; 0.375 feet U; 2.615 feet [3'U2 -e) ; Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.486 ksf 1.500 ksf Minimum soil pressure; 0.167 ksf 1.500 ksf [ Wtl/A + 6'Wtl'e/A"2 [ Footing reinforcement; Heel design; Vertical reinforcing spacin ; 24 inches o/c Heel length; g 0.948 feet Reinforcing #4 bars � g �� at 'r r ''' =�24� inches o/c d; X12 0'0 inches Load factor As 0.098 in' /ft M„ 0.336 ft -kips On 5.241 ft -kips Toe design; Toe length; 0.667 feet Reinforcing; #4 bars at 24 inches o/c d; 1:2 OOO inches a AS 0.098 in'/ft Max. soil pressure 1.486 ksf At face of wall r 1.107 ksf Load factor M,, 0.514 ft -kips �Mn • 5.241 ft -kips l Longitudinal footing reinforcement; As required = Area' .002 As min. 0.648 in` F""; 3e #S bars • AS 0.930 in` NOR't Lateral sliding'; Rtopofwall 0.000 kips/ft Min. AS 0.000 in Rbaseofwall 0.375 kips/ft [:Nw;—F at �' i - inches o/c N/a Calculate Wot' friction coefficient; Lateral sliding resistance; 0.274 kips/ft ' For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.549 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth ' Consider footing for passive resistance? res Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.349 kips/ft [Footing only] Concrete slab at base of wall ? Slab thickness; 64000;1: No inches Width of slab; 1.2.Q00' feet F21 Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft ' Total resistance; 0.349 kips/ft Factor of safety; 0.000 Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; 0.000 - kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; . Equivalent depth of shear key; 4.435 feet [Maximum 15'] Allowable passive pressure; 0.665 ksf [at bottom of footing] ' Allowable passive pressure; 0.665 '<sf [at bottom of key] Shear key depth; 0�00inches It'llinches Shear key thickness; d 12 .. i��`6 00 inches Load factor MU 0.000 ft-kips M. ZV�? Reinforcing in key; #4 bars at 24 inches o/c AS 0.098 in`/ft ' Mn 2.60 ft-kips i NOR't 1 i 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 r ' Job; Ephnson Description, General data; Wall construction; I Masonry jW Configuration; Cantilevered —n Lateral load type; Soil pressure Backfill slope; No slope , Allowable design stresses; Soil; Class of materials (CBC); User defined; Allowable bearing pressure; 1.500 ksfits-y2..5.0OCt 1'wksf Allowable passive; 0.150 ksf/ft depth,0 300 '°ksf Lateral sliding coefficient; 0.250 02111 Soil weight;011`0" kcf Increase allowed for seismic/wind; 1330} Applied? No Concrete; Masonry; fe ksi fm1' 500' ksi FY 60 Fksi FY bo 7 ksi Es29000000 psi ES kgg 29000000` psi m 28.235 'Em 1125000 0f� 9�Oc 4 A�`haUnit n 25.78 Y.at weight 0'1"; kcf Unit weight kcf w FS 24.00 ksi m Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to�2A00�� 0.172 �.62s 0 5.250 5.250 2 2.000 to �� "IMP.. �6 00�0.343 2 625 3.813 5.250 3 0.000 to 0.000 0 ' 0.000 0.000 Segment; b*dZ M(Mips) 1 588.00 1.080 2 300.00 0.320 3 0.00. 0.000 Input user defined wall thickness; 0'00 inches Loading WDL Axial; no, 4o kips/ft Wu Axial; 31;100 kips/ft Equivalent fluid pressure (EFP);0030 ' kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) ' Description to wall(ft) height(ft) �• yyy�°}}0 OOORhs 7: �$»::E ,.b M.,.,.„.,..uk {[�3 o'-' 000 ` 0.000 feet S. L`Yy� E�''S7r 'sY?,^L . i "feet Input surcharge height; 0 000 Summary of lateral load_ s acting on wall (Cantilevered wall); W lateral at top of wall; 0.0000 k/ft w ia,erai at bottom of wall; 0.1800 klft W lateral at bottom of footing; 0.2100 k/ft —_� Additional. concentrated load at top of wall; 0` klft Load type; Wind t Masonry stem design. Special inspection? No Segment; (ft) (ft) r h'/r Segment wa, Actual t Actual d Max. d 1 0.000 to 2.000 2.20 121.81 0.172 7.625 'W, 5:250`,'j, 5.313 5.375 2 2.000 to 6.000 2.20 65.42 0.343 7.625 X3:813+ 3 0.000 to 0.000 0.00 0.00 0.000, 0.000 0.000 0.000 Segment; Fe Equation Fb M.M. K column 1 0.366 UBC (7-11) 0.250 1.080 2 2 0.293 UBC (7-11) 0.250 0.320 2 ' 3 0.000 UBC (7-11) 0.250 0.000 2 Segment 1 reinforcing, ' As As min. Vertical reinforcing; xs oars at 8inches o/c 0.465 0.064 Horizontal reinforcing; xa yrs at �, .24 � inches o/c 0.098 0.064 Combined 0.563 0.183 Axial load at critical section; 1.615 kips/ft fa 0.018 ksi Service moment (M); 1.080 ft -kips fb 0.203 ksi Check unity; 0.018 + 0.203 = 0.860 Ok! 1 0.366 0.250 When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing; As As min. Vertical reinforcing; ria bars at X24 inches o/c 0.098 0.064 Horizontal reinforcing; ria Wars at k' 24� .: inches olc 0.098 0.064 Axial load at critical section; - 1.443 Combined kipslft fa 0.196 0.016 0.183 ksi Service moment (M); 0.320 ft -kips fb 0.173 ksi Check unity; 0.016 + 0.173 = 0.744 Ok! �0.293 0.250 Segment 3 reinforcing; F As As min. ' Vertical reinforcing; None at0 inches olc 0.000 0.000 Horizontal reinforcing; None �� at 0, inches o/c 0.000 0.000 , Combined 0.000 0.000 Axial load at critical section; 1.100 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 1 10 i Footing design; Toe length; E S^ :ism' > 4400 inches Safety factor; 1.946 ' Heel length; Total footing length (L);36 1.198 feet 00 inches Soil pressure; Allowable; 1.487 ksf ksf Fooling depth; 1200 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ?, res • Design overturning moment (OTM);. ' 1.715 ft-kips/ft ' , Ignore footing weight when calculating soil pressure? res Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.484 feet 0.000 ft -kips WCL 1.100 kips 1.484 feet 1.633 ft -kips Segment 1 0.172 kips 1.484 feet 0.255 ft -kips Segment 2 0.34.3 kips 1.484 feet 0.509 ft -kips. Segment 3 0.000 kips 1.484 feet , 0.000 ft -kips Soil 0.791 kips 2.401 feet 1.898 ft -kips Keyway 0.000 kips 2.500 feet 0.000 ft -kips Footing 0.450 kips 1.500 feet 0.675 ft -kips WOL 1.755 kips MDL min. 3.337 ft -kips WDL + W« 2.855 kips MDL+MLL 4.970 ft -kips Check safety factor against overturning; MDL min./OTM 1.946 > 1.5 Ok! Eccentricity (e); 0.360 feet [A/2-( M-OTM/ q U6; 0.500 feet L' ; 3.420 feet [3'U2 e) Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.487 ksf 1.500 ksf [ Wtl/A + 6'Wtl'e/A"21 Minimum soil pressure; 0.117 ksf 1.500 ksf i Footing reinforcement; q( Heel design; Vertical reinforcing spacin ; 8 inches o/c Heel length; 1.198 feet Reinforcing #4 bars at inches o/c d; W12 00A inches 3:as2t:,w:?atA Load factor A 5 0.074 in` /ft M,, 0.805 ft-kipsa17� 3.940 ft -kips Toe design; Toe length; 1.167 feet Reinforcing; #5 bars at 8 inches o/c d;1'2:OQO,inches. AS 0.465 in`Ift Max. soil pressure 1.487 ksf At face of wall 0.980 ksf Load factor M� 1.525 ft kips i17 23.965 ft -kips Longitudinal footing reinforcement; AS required = Area' .002 'AS min. 0.864 in` 31 #S bars Q AS 0.930 in` 4 F , 4 IZ Lateral sliding; Rtopofwan 0.000 kips/ft Min. AS 0.000 in Rbaseofwag 0.735 kips/ft None at 4 � inches o/c Nla Calculate WpL' friction coefficient; Lateral sliding resistance; 0.439 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.878, max (0.5'Wdl) Allowable lateral passive pressure 0.150 kif/ft depth Consider footing for passive resistance? res • Lateral passive pressure provided; 0.075 kipslft [Footing only] Net resistance provided by footing only; 0.514 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness;RW,T4:000 finches Width of slab; h 12s000TY feet ❑� Ignore lateral sliding by inspection .. Resistance provided by slab; 0.000 kips/ft Total resistance; 0.514 kips/ft Factor of safety; 0.000 Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; Calculate equivalent depth of key due to overburden; 0.000 kips lateral resistance Bearing pressure (p) / soil weight; Equivalent depth of shear key; 5.319 feet [Maximum 151 Allowable passive pressure; 0.798 ksf [at bottom of footing] Allowable passive pressure; 0.798 ksf [at bottom of key] Shear key depth; E�.—] "�0 00 W` inches Shear key thickness; d r12 00 ' ' ,inches �,t ri ,6 00 inches Load factor Mo 0.000 ft kips1 ,�a Reinforcing in key; #4 bars at 32 inches o/c As 0.074 in`/ft Me 1.96 ft -kips IZ Job; _q--, s Description,ypical`wondltlon �Johnsori ' 4 General data; Wall construction; Masonry_ Configuration; Cantilevered I I Lateral load type; Soil pressure I I Backfill slope; No slope Allowable design stresses; Soil; Class of materials (CBC); 4 User defined; Allowable bearing pressure;'. 1.500 ksf U2.500 ksf Allowable passive; 0.150 ksf/ft depth0300 ksf Lateral sliding coefficient; 0.250 �050 V i Soil weight;0.fRuj.r kcf Increase allowed for seismic/wind; 13306.> Applied? No r Concrete; Masonry; ' 9F Pc2 OOksi fm 1500Ta ksi r FY 160 ksi Fy6oM� v ksi FS 24.00 ksi ES psi ES 29000000, psi `29000000F m 28.235 E, 1125000 0 900 n 25.78 Unit weight X0150_ kcf Unit weight . 0135;; ,. kcf i . s 1 Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wd, i Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 7 0.349 11.625 9.250 9.250 2. 2.670 to 10 0.457 0`,� F7.625 5.250 5.250 3: 0.000 to 0.000 0.000 U 0.000 0.000 Segment; b.d2 M(ft-kips) 1 588.00 2.560 2 300.00 0.757 3 0.00 0.000 Input user defined wall thickness; OO;Ou inches r } i i 1 9S, Loading Wog Axial; 0 000,�` "a kips/ft WLL Axial; w� a4 1';100�� kips/ft . � E uivalent fluid pressure EFP ; �'��. -0•t):030r�x= •;Y� kcf 0 Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) O OQO Ll �flj 3.00 0�� 0.000 feet Input surcharge height; 0000.feet Summary of lateral loads acting on wall (Cantilevered wall); ° w1a1e�, at top of wall; 0.0000 klft , w at bottom of wall; 0.2400 klft wat bottom of footing; 0.2700 k/ft I Additional concentrated load at top of wall;�0 OQQ i klft Load type; Wind n i 1 1. . 1 Masonry stem design Special inspection? Equation No M.A. K column ; 1 0.368 UBC (7-11) Segment; (ft) 2 (ft) r h'/r Segment wd, Actual t Actual d Max. d 1 0.000 to 2.670 3.36 '19.10 0.349 11.6259.250 {a 9.313 2 2.670 to 8.000 2.20 87.23 0.457 7.625 X51 5.313 3 0.000 to 0.000 0.00 0.00 0.000 0.000 40000 0.000 Segment; Fe Equation Fb M.A. K column 1 0.368 UBC (7-11) 0.250 2.560 2 2 0.229 UBC (7-11) 0.250 0.757 1 2 3 0.000 UBC (7-11) 0.250 0.000 2 Segment 1 reinforcing; -' As As min. Vertical reinforcing; us uan 0 at 16 inches o/c 0.233 0.098 Horizontal reinforcing; us bars at �24' inches o/c 0.155 0.098 • Combined 0.388 0.279 Axial load at critical section; 1.906 kips/ft fa 0.014 ksi Service moment (M); 2.560 ft -kips fb 0.236 ksi Check unity; 0.014 + 0.236 = 0.983 Ok! 0.368 0.250 When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing; As As min. Vertical reinforcing; ns �;n at 32' ,n inches o/c 0.116 0.064 Horizontal reinforcing; L#4 bars at X24 inches o/c 0.098 0.064 Combined 0.214 0.183 Axial load at critical section; 1.557 kips/ft t fa 0.017 ksi Service moment (M); 0.757 ft -kips fb 0.228 ksi Check unity; 0.017 + 0.228 = 0.985 Ok! 0.229 0.250 Segment 3 reinforcing; As As min. Vertical reinforcing; None at3 0 inches o/c 0.000 0.000 Horizontal reinforcing; None Q at U,. inches o/c 0.000 0.000 Combined 0.000 0.000 Axial toad at critical section; 1.100 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 Footing design; Toe length; e118 00M inches Safety factor; 2.780 Heel length; 2.198 feet Soil pressure; 1.353 ksf Total footing length (L); �56 00 m., 5.�, inches Allowable; ksf Footing depth; 00 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? res • Design overturning moment (OTM); 3.645 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.984 feet 0.000 fl kips WLL 1.100 kips 1.984 feet 2.183 ft -kips Segment 1 0.349 kips 1.984 feet 0.693 ft -kips Segment 2 0.457 kips 1.984 feet 0.907 ft -kips Segment 3 0.000 kips 1.984 feet 0.000 ft -kips Soil 1.934 kips 3.568 feet 6.901 ft -kips Keyway 0.000 kips 4.167 feet 0.000 ft -kips Footing 0.700 kips 2.333 feet i 1.633 ft -kips WDL 3.441 kips - MDL min. 10.134 ft -kips WDL +Wu 4.541 'kips MDL+MLL 12.317 ft -kips Check safety factor against overturning; MDL min./OTM 2.780 > 1.5 Ok! Eccentricity (e); - 0.423. feet (A/2-( M-OTM/ W U6; 0.778 feet L' ; 5.730 feet (3'U2 -e) - Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.353 ksf 1.500 ksf ( Wtl/A +6'Wll'e/A^21 Minimum soil pressure; 0.293 ksf ' 1.500 ksf Footing reinforcement; Heel design; Vertical reinforcing spacin ; 16 inches o/c Heel length; 2.198 feel Reinforcing #5 bars at 16 inches o/c d; 02 00 ``i ~' inches Load factor AS 0.233 in` /ft M„ 3.613 ft-kipsME 12.269 ft -kips Toe design; Toe length; 1.500 feet Reinforcing; #5 bars at 16 inches o/c d; 7=4200* , inches AS 0.233 in` /ft Max. soil pressure 1.353 ksf At face of wall 0.999 ksf Load factor M„ 2.361 ft-kipsj 177'{� ' �M, 12.269 ft -kips Longitudinal footing reinforcement; AS required = Area' .002 As min: 1.344 in z - - . +?9-13222z, *.5*�;2z #5 bars • AS 1.550 in z 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 Lateral sliding; Rtopofwag 0.000 kips/ft Min. AS 0.000 in Rhaseotwall 1.215 kips/ft None F] at 18:7 Inches OIC N/a Calculate WpL' friction coefficient; Lateral sliding resistance; 0.860 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kipslft Limited to; 1.720 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? Yes--- • Lateral passive pressure provided; 0.075 kipslft [Footing only] Net resistance provided by footing only; 0.935 kips/ft [Footing only] Concrete slab at base of wall ? No • Slab thickness; 0 ` inches Elm of slab; OQ: " feet gWidth F21 Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.935 kips/ft Factor of safety; 0.000 — Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; 0.000 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 6.702 feet [Maximum 15] Allowable passive pressure; 1.005 ksf [at bottom of footing] Allowable passive pressure; 1.005. ksf [at bottom of key] Shear key depth; –.,V#Minches Shear key thickness;x; 00' inches d 512 =��M0,M Inches Load factor M„ 0.000 ft-kips7; Reinforcing in key; #5 bars at 16 inches o/c AS 0.233 in` /ft Mn 5.99 ft -kips '�'"'afi'"f� -� ,�'°„?�; ux-a r�Y� x�fr`'' r �r=•�..�y+x � �'%fi-, •st"::t Job; OhnSOfl” �'� Description, Typical wal],0 Oconditlon A�i�xu° REM General data; Wall construction; Masonry -^ Configuration; Cantilevered_ Lateral load type; soil pressure Backfill slope;No slope • Allowable design stresses, Soil; Class of materials (CBC);.—Q. User defined; Allowable bearing pressure;' 1.500 ksf Z500 Allowable passive; 0.150 ksf/ft depth 0:300 :,; ksf Lateral sliding coefficient; 0.2500350 Soil weight; 9 z 0110kcf Increase allowed for seismic/wind; 2RO S 1"330, Applied? FNo • Concrete; Masonry; fc � 2 5015 ,` ksi fm r� 1 500 ksi Fy j __ __ • ksi FY bo ksi FS 24.00 ksi ES�a29 00 OOOQ psi E,psipsi m 28.235 E,n 1125000 h�0 900 n 25.78 Unit weight kcf Unit weight 0135 kcf (01 Wall data Cantilevered wall may use varying thickness segments E • Segment; (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 0.000 to ,���+-�'� y4a:00 0.523 11.625 � 9.250 .9.250 2 4.000 to �. 1;000 0.515 5.250 5.250 3 0.000 to0:00, 0.000 0 0.000 0.000 Segment; b'd2 M(ft-kips) 1 588.00 5.000 2 300.00 1.080 3 0.00 0.000 . Input user defined wall thickness; 0 0.0` inches E • Loading Wog Axial; 0000 kips/ft WLR Axial; �1100 ��- kips/ft Equivalent fluid pressure (EFP);0'03Q kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) . Description to wall(ft) height(ft) V>;0°000 ii `yg000 '` 0.000 feet Input surcharge height; ` r MR 0 ' ;: feet Summary of lateral loads acting on wall (Cantilevered wall); w,ateral at top of wall; 0.0000 k/ft •,ate,,, at bottom of wall; 0.3000 k/ft w lateral at bottom of footing; 0.3300 k/ft Additional concentrated load at top of wall; 0000: k/ft W s Load type; I wind 1 1 1 1 1 l 1 1 1 1 1 1 1 1 1 1 1 1 1 Masonry stem desian Special inspection? Yes • Segment; (ft) (ft) I r h'/r Segment wdi Actual t Actual d Max. d 1 0.000 to 4.000 3.36 28.61 0.523 11.6259.250.;. 9.313 2 4.000 to 10.000 2.20 109.03 0.515 7.625;5250 5.313 3 0.000 to 0.000 0.00 0.00 0.000 0.000 0 000 ;b, 0.000 Segment; Fe Equation Fb Msemm K column 1 0.359 UBC (7-11) 0.500 5.000 2 2 0.155 UBC (7-12) 0.500 1.080 2 3 0.000 UBC (7-11) 0.500 0.000 2 Segment 1 reinforcing; As As min. Vertical reinforcing; ns Wars 0 at if, pinches o/c 0.233 0.098 Horizontal reinforcing; �s tars • at `9112.4 inches o/c 0.155 0.098 Combined 0.388 0.279 Axial load at critical section; 2.138 kips/ft fa 0.015 ksi Service moment (M); 5.000 ft -kips fb 0.462 ksi Check unity; 0.015 + 0.462 = 0.966 Ok! 0.359 0.500 When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing; As As min. Vertical reinforcing; us tars at 24; , inches o/c 0.155 0.064 Horizontal reinforcing; n4 tars_0 at , 24 inches olc 0.098 0.064 Combined 0.253 0.183 Axial load at critical section; 1.615 kipslft f, 0.018 ksi Service moment (M); 1.080 ft -kips fb 0.292 ksi Check unity; 0.018 + 0.292 = 0.698 Ok! 0.155 0.500 Segment 3 reinforcing; As As min. reinforcing; None at s�Vertical 0 %,• F111 inches o/c 0.000 0.000 Horizontal reinforcing; ne • at A inches o/c 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 1.100 kipslft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.500 (03 ' Footing design; Toe len th; R�te,' X22 00 inches Safety factor; 3.093 ' Heel length; Total footing length (L);°72'00 3.198 feet inches Soil pressure; Allowable; 1.473 ksf ksf Footing depth; sN 12 00' , inches Overtuming and soil pressure; Consider ftg depth for gross OTM and sliding ? yes ; Design overturning moment (OTM); 6.655 ft-kips/.ft ' Ignore footing weight when calculating soil pressure? yes Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 2.318 feet 0.000 ft -kips WLL 1.100 kips 2.318 feet J2.549 ft -kips Segment 1 0.523 kips 2.318 feet 1.212 ft -kips Segment 2 0.515 kips 2.318 feet 1.193 ft -kips ' Segment 3 0.000 kips 2.318 feet 0.000 _ ft -kips Soil 3.518 kips 4.401 feet 15.482 ft -kips Keyway 0.000 kips 5.500 feet 0.000 ft -kips ' Footing 0.900 kips 3.000 feel 2.700 ft -kips WDL 5.456 kips MDL min. 20.587 ft -kips WDL + WLL 6.556 kips MDL+MLL 23.136 ft -kips ' Check safety, factor against overturning; MDL min./OTM 3.093 > 1.5 Ok! Eccentricity (e); 0.486 feet [A/2-(M-OTM/ q U6; 1.000 feet U ; 7.542 feet [3'U2 -e) Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.473 ksf 1.500 ksf [ WtIIA +6'Wtl'e/A^2 i Minimum soil pressure; 0.412 ksf 1.500 ksf 1 1 ' r Footing reinforcement; ' Heel design; Vertical reinforcing spacin ; 16 inches o/c Heel length; 3.198 feet. Reinforcing . [s bars at 16 inches o/c d;*' 12 Obi inches Load factor AS 0.233 in`/ft M" 9.562 ft -kips `V7�* ' 1 �M„ 12.269 ft -kips , Toe design; 1 Toe length; _ 1.833 feet Reinforcing; #5 bars at 16 inches olc d; ;;.::1.2;000'''' inches AS 0.233 in` /ft Max. soil pressure 1.473 ksf ' At face of wall 1.115 ksf Load factor MU 3.868 ft-kips•'°1'7} �M, 12.269 ft -kips 1 Longitudinal footing reinforcement; AS required = Area .002 ' AS min. 1:728 in` #S bars • AS 1.860 in` i 1 1 , 4 1 y 1 1 ' Lateral slidin ; RlopofWa 0.000 kips/ft Min. AS 0.000 in ' Roaseolwall 1.815 kips/fl None at1;inches o/c N/a Calculate Wot' friction coefficient; Lateral sliding resistance; 1.364 kips/ft ' For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 2.728 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth ' Consider footing for passive resistance? FY -W-" • Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 1.439 kips/ft [Footing only] Concrete slab at base of wall ? No • Slab thickness; ��4-000 A nches Width of slab;1.,? QOM feet Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft ' Total resistance; 1.439 kips/ft Factor of safety; 0.000 Shear key not required by inspection Shear key must provide additional; 0.000 kips lateral resistance Shear key provides; 0.000 kips lateral resistance ' Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 8.266 feet [Maximum 15'] Allowable passive pressure; 1.240 ksf [at bottom of footing] Allowable passive pressure; 1.240 ksf [at bottom of key] Shear key depth; 0 00 inches �2� ' Shear key thickness; d X12 00� '"` inches '� ��;-. 6 00�, inches Load factor Mo 0.000 fl kips1;=7� Reinforcing in key; #5 bars at 16 . inches o/c AS 0.233 in` /ft Mn 5.99. ft -kips 1