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HomeMy WebLinkAbout058-330-012m 058-330-012 03-0774 HEADLEY, JACK 3712 HOFFMAN RD, OROVILLE Cont: OWNER ELEC FOR WELL 058-330-012 AG 01-73 HEADLEY, JACK R JEANNEl"fL'- 37121iOFFMAN RD. OROVILL.E AG EXEMPT PERMIT 058-330-012 05-0335 HEADLFY, JACK 3712 HOFFMAN RD, YANKEE HILL l � EWAL DER Cont: OWNER NEW SINGLE FAMILY Bp EXPIRES: , lcpv. - S Ca to ✓� �c( 1 d� FRANK M. GLAZEwsm ��. Architect 3045 Ceres Avenue Suite 135 Chico,.,Ca1ifomia.95973 . ,5301343.4630 a w, 5301893-0532 fax May 29, 2007 County of Butte Building Division 7 County Center Drive Oroville, California 95965 Attn: Building Official Re: Headley residence 3712 Hoffman Road Oroville, California The owners for the above-mentioned project, requested that they be able to offset the non-structural walls at the perimeter of the great room in order,f§'form a narrow plant shelf. I have requested that the ceiling joists under the wall be doubled where the wall is parallel to the ceiling joists. This change will not adversely affect the structural integrity of the building, and I have no problem approving this request. _ If you have/dnlquestions, please feel free to contact this office. Glazewski B-UTTE COO UITY BUILDING DAVISION PP0 �O GSI RUT co"'W JUS 's A7 DE ; - = �.. SERA IacES OS-O33S BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM �EATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) ❑ PARADISE RECREATION AND PARK DISTRICT (P,RPD) ❑ DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) ��� ��� 2 Building Permit Number Property Owner (s)���� Project Location /Address Subdivision Name Assessable Sq. Ftge /f % 2 - New New Development Alteration/Addition(s) Mobile home Type of Residential Development (check one) Single Family -Detached Single Family -Attached Demo Permit (date issued Comments: Representative Non -Residential to Residential Mobile home replacement 0 FRRPD ❑ CARD 0 PRPD ❑ DRPD certifies that: Date Multi -Family Dwelling verified by Assessor Department verified by Building Department 2 -Zf) S^ .:reC_d Q_ 5 o - 53,9/ - S l� 3 Applicant Name Phone Number 3 r7 01 C, 6- � , S Mailing Address ity State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ Square Feet @ $ Remarks: Paid by Check No: Paid by Cash: Recreation and Park District Representative KAFORMSWILDMG FORMS\park-rec standard form rev 1.doc per unit for a total of $ J06.—A . UD per sq foot for a total of $ Receipt No: I[�5�5 y '00 //0 BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District 072! 0 Building Department No. P0 A.P. Number 05- 30 ^O/2—jurisdiction: city County Property Owner Property Location/Address 3 � / 2 - Subdivision Lot No. Residential Development Sq. Footage No of 'Living Mobile Home Addition/ *Supplemental to (Group R) Units Installation Conversion Permit # i *(No foundation inspection) .............. . ....................................................... ! .............. ........ .... New Addition (CY4-4A Representative Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Sq, Footage Date District Identification No. 050286 chool District certifies'.that 0 Y—A-* (Applicant) 3-1 r -OT-T- mr, 32 (Street Address) (Phone Number) p Or uv: J 1 -0- C 4' (City) (State) (Zip Code) has complied with the requirements of Resolution No. representing -7 �, square feet. District by payment of $ JAB 2926 $ N, HFULL MMGATION $ Date (Including Exterior Roofed Areas) Paid by Check # Remarks: 4� Notice: You may protest the ITposItIon of the fees Identified above by subnftlrtg a written protest to the District, In Compliance with Gowmrnsrt Code Section 66020(a), within 90 days from the date fen are paid. Failure to submit a timely wften11' protest wl prohibit you from Challenging the Imposition of the fen In any court action. I If, subsequent to the School District Representative signing #6 Butte County Schoch Impact Fee Certification Form, the School District Is nnotlllsd by the applicable Local Planning Agency that this project Is being reviewed under the California Envifonam Quality Act (CEM). Ws project may be subject to additional school fen to fully n0gate.1te Impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.We 110/03)dm.m AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE. CA 95965 COPY of Document Recorded 26 -Apr -2005 2005-0023554 Has not been compared with original BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust,. smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date, �.� cQ 0O OS PROPER OWNERS: m �lPt�t►ilry e{-�� �Pa d N Jbc!17 0 q(z PIAL r `� State of California ) County of gt.(It - ) On l o ^: '��ot ?1 �0�� before me, C n.e c.r AVIS v personally appeared He" cl (e (,ersonally known to me (or proved to me on the basis of satis(actory evidence) to be the person(s) who a name(s)is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in hisAmr/their authorized capacity(ies), and that by hisfher/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my and and official seal. Signatur ,��-� .� _-"_ Seal:JAMES LAMAR KINSER COMM. X1377185 LIP.: NOTARY PUBLIC - CALIFORNIA BUTTE COUNTY A. P. # 6 ` `! —33 "' O ( My Comm. Expires Sept 28, 2006 ~ zi�SC�•c � � �S'5�11-c""� Olu lcn ccn lcnlpilo iZQZM32 YVIUM 3TTU3 EXHIBIT "A" THE LAND REFERRED TO IN THIS POLICY IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE,.AND IS DESCRIBED AS FOLLOWS: PARCEL I: BEING A PORTION OF THE SOUTHWEST QUARTER OF SECTION 3 AND THE NORTHWEST QUARTER OF SECTION 10, TOWNSHIP 22 NORTH, RANGE 4 EAST, M.D.B. & M., DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTH -QUARTER CORNER OF SAID SECTION 3; THENCE ALONG THE SOUTH LINE OF SAID SECTION 3, NORTH 89 DEG. 54' WEST, 660.00 FEET TO THE TRUE POINT OF BEGINNING FOR THE PARCEL HEREIN DESCRIBED; THENCE FROM SAID TRUE POINT OF BEGINNING, NORTH 00 DEG. 12' EAST, 80.66 FEET; THENCE NORTH 36 DEG. 31' 30" WEST, 268.38 FEET; THENCE NORTH 65 DEG. 53' 45" WEST, 63.25 FEET; THENCE NORTH 89 DEG. 44' 45" WEST, 111.69 FEET; THENCE SOUTH 00 DEG. 12' WEST, 321.58 FEET TO THE SOUTH LINE OF SAID SECTION 3; THENCE SOUTH 01 DEG. 49' 23" WEST, 1134.27 FEET TO THE NORTHERLY LINE OF CONCOW LAKE PROPERTY; THENCE ALONG SAID NORTHERLY LINE; SOUTH 70 DEG. 49' EAST, -348.43 FEET; THENCE LEAVING SAID NORTHERLY LINE, NORTH 01 DEG.'49' 23" EAST, 1256.43 FEET TO THE POINT OF BEGINNING. APN 058-330-012-000 PARCEL II• A NON- EXCLUSI.VE'EASEMENT TO BE USED IN COMMON WITH OTHERS FOR ROAD PURPOSES AND PUBLIC UTILITIES PURPOSES OVER A STRIP OF LAND 60.00 FEET IN WIDTH, LYING 30.00 FEET ON EITHER SIDE OF A LINE BEGINNING AT THE NORTHWEST CORNER OF THE ABOVE DESCRIBED PARCEL I; THENCE SOUTH 89 DEG. 44' 45"'EAST, 111.69 FEET; THENCE SOUTH 65 DEG. 53' 45" EAST, 63.25 FEET; THENCE SOUTH 36 DEG. 31' 30" EAST 268.38 FEET TO THE EAST LINE OF THE ABOVE DESCRIBED PARCEL I; THENCE SOUTH 36 DEG. 31' 30" EAST, 24.30 FEET; THENCE SOUTH 76 DEG. 45' 30" EAST, 137.00 FEET; THENCE PARALLEL TO THE SOUTH LINE OF SECTION 3, SOUTH 89 DEG. 54' EAST, 512.00 FEET TO A POINT IN THE EAST LINE OF SAID SOUTHWEST QUARTER OF SECTION 3, WHICH POINT LIES NORTH 00 DEG. 12' EAST, 30.00 FEET`FROM THE SOUTHEAST CORNER THEREOF. PARCEL III• A NON-EXCLUSIVE EASEMENT FOR ROAD PURPOSES AND PUBLIC UTILITIES PURPOSES OVER A STRIP OF LAND 60.00 FEET IN WIDTH, THE SOUTH LINE OF SAID EASEMENT BEING DESCRIBED AS FOLLOWS: ' CONTINUED PARCEL III: CONTINUED BEGINNING AT THE QUARTER CORNER COMMON TO SECTIONS 3 AND 10, TOWNSHIP 22 NORTH, RANGE 4 EAST, M.D.B. & M.; THENCE RUNNING EASTERLY ALONG THE SOUTH LINE OF THAT CERTAIN PROPERTY CONVEYED TO L. A. SCHAGER, ET UX, BY DEED DATED JULY 8, 1955 AND RECORDED JULY 12, 1955, A DISTANCE OF 720.00 FEET; THENCE NORTH 11 DEG. 32' EAST ALONG THE SOUTH LINE OF SAID L. A. SCHAGER PROPERTY, A DISTANCE OF 147.00 FEET; THENCE CONTINUING ALONG SAID SOUTH LINE, NORTH 56 DEG. 18' EAST, 774.00 FEET, SOUTH 68 DEG. 28' EAST, 445.54 FEET TO THE NORTHWEST CORNER OF THAT CERTAIN PROPERTY CONVEYED TO F. S. MARSHALL DATED OCTOBER 30, 1942 AND RECORDED DECEMBER 3, 1942, IN BOOK 305, PAGE 473, OFFICIAL RECORDS; THENCE ALONG THE NORTHERLY LINE OF SAID F. S. MARSHALL PROPERTY, EASTERLY TO THE EAST LINE OF SECTION 3, SAID POINT BEING 381.50 FEET NORTHERLY OF THE SOUTHEAST CORNER THEREOF. PARCEL IV• A NON-EXCLUSIVE EASEMENT TO BE USED IN COMMON WITH OTHERS OVER A STRIP.OF LAND 60.00 FEET IN WIDTH,, LYING 30.00 FEET ON EITHER SIDE OF THE EAST LINE OF THE ABOVE DESCRIBED PARCEL I. BEER �E�2I�I�CA� IO; ; Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and material for construction of this proposed property improvement: YES [ /'] NO [ ]. 2. I HAVE [ ] HAVE NOT [ signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: _ ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and provide the major work: , NAME: _ ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPE. DATE: NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. Rev'd 11/4/2004 Butte County Department ®f Development Services ADMINISTRATION * BUILDING * GIS * PLANNING 7 County Center Drive Oroville, CA 95965 (530) 538-7541 Telephone (530) 538-2140 Facsimile Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that your plan to subcontract, you should be aware of the following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers' compensation insurance, disability insurance costs, and unemployment compensation contributions. o There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their"own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. Micyael C. Vieiri, C.B.O. M ager, Building Inspection NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. r SITE PLAN REVIEW APPLICATION Date: '�j �� �0 3' AP#8' Permit Number (if applicable) 0 5-633.5 APPLICANT INFORMATION Parcel Size: Owners Name: Owners Address: Telephone No.- Situs Address: Proposed Use: 3712 Residential 11 New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel \,V'` " ❑ Industrial Remodel. ❑ Well DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ?j--F6,5- . Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval 10 Site Plan Stamped Approved By 2 Date Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: Snow Load Area:_ ,;W0 TD 25'0 ] Land Conservation Act Minimum Acreage: ❑ Verify residence can be builtP er contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ® SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: • Flood Panel No.: -,Loo ?COyOdL Index Date: (p ,rr ❑ Sacramento River Reclamation District (Approval must be obtained from the C 'f rnia 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: Y k Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side �D , 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: �J 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 10 Deeds: Date of Creation: ,� `'Z `� 6 Legal Access Provided: ❑ No Yes Deed of Reference. Legal Access Required ❑ N e Parcel Frontage on Publicly Maintained Road: El "Ed' Yes, Road Name: ,,-yin Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: /,i/vaS n - 74�-tZ5 ZZ / 9 73 1. as SC SSc/l S � /�d[,0c 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). El Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 n Subdivision Map/Parcel Map: Map Date of Recording: Lot: ❑ Use Permit/Minor Use Permit Permit Number: Book: Page: Date of Approval: 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 Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. 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 ■❑ Page 4of5 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. C:1LarryslBuilding Permit Site Plan Reviewl.doc Page 5 of 5 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP050335 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I licensed under Issued Date: 05/04/2005 APN: 058-330-012-000 provisions of Chapter 9 (commencing with Section 700000 ) of Division 3 of the Business and Professions Code, and my license is in full force and effect. Site Address: 3712 HOFFMAN RD ORO License Class : License Number: Map Index: Date: Contractor: Description: NSF(1175) gar (508) cov (440) 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: HEADLEY JACK DEWY & JEANETTE permit to construct, alter, improve, demolish, or repair any structure, prior FAMILY TRUST 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 HEADLEY JACK DEWEY & JEANETTE the Contractor's State License Law (Chapter 9 commencing with Section TRUSTEES 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 3712 HOFFMAN RD violation of Section 7031.5 by any applicant for a permit subjects the YANKEE HILL,' CA 95965-9723. . . applicant to a civil penalty of not more than five hundred dollars ($500).): , 11 1, 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 Applicant: HEADLEY JACK DEWY &JEANETTE such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for FAMILY TRUST sale. If however, the building or improvements are sold within one HEADLEY JACK DEWEY &JEANETTE 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 TRUSTEES sale.). 3712 HOFFMAN RD ❑ I, as owner of the property, am exclusively contracting with YANKEE HILL, CA 95965-9723 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 Ej�xeemmp�pptat under Article 3 of usiness d Profess' Co a Contractor: Date: 92-/= Owner: WORKERS' CO ENSATION DECLAR' T N I hereby affirm under penalty of perjury one of the followi g declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. License #: ❑ 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: Architect: GLAZEWSKI, FRANK Carrier: Engineer: Policy #: [_I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to Total Square Ft: 2123 S.F. become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' Valuation: $95,607.00 compensation provisions of Section 3700 of the Labor Code, I shall Census Code: forthwith comply with those provisi ns. Date: d J~ Applicant: WARNING: Failure 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. L}1��/ CONSTRUCTION LENDING AGENCY This permit is h eby i ued under the applicable provisions of the Butte County Cod and/or I hereby affirm that there is a construction lending agency for the Resolutions to o r c indicated above for which fees have been paid. r performance of the work for which this permit is issued (Sec 3097 Civ.)S (�I Name: By: D. 6('"n Address: PERMIT EXPIRES O D te) ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials.- aterials_❑' Q'Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of y official form or document of Butte ounty. I hereby authorize representatives of Butte County to enter upon the above mentioned property for inspection purpose JAr— Print Name: C OYTA Signature: - Date: 1015— - caner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor 77 4 j-e-� A �a BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 q OFFICE #: (530) 538-7541 / 1) 1 TION (' A FEE WILL BE REQUIRED Al TIME OF ALICPP A Website: www.buttecounty.net/dds -- **PLEASE PRINT CLEARLY** 6 OWNER Last Name 454-P1_r___1 first Name � K Address .,71 Z �d Froci City N � 141 State CA Zip Phone 5 '31 — g S 3 Fax E-mail I CONTRACTOR I Name Address City Phone E-mail State PERMIT NO. BP o5_03�1 BIN # LOCATION AP# 33c> 01 17 -- Property Property Address City 3,-712__ Cross Street WORKER'S COMPENSATION Policy Number Carrier –17-7 anyone other than license contractors, a certificate of worker's 'isation must be shown at the time of permit issuance. 'i��a, . A'3 �g�O �1'ao) LENDING AGENCY �yIRN�A:i0�1 Name ARCHITECT/E, Address Flood Zone City ziQ:75 z% State Zip Phone Subdivision Name Map Book Fax E mail Planner State License Number APPLICANT NAME Name eA Nk- 'l �odl Address SLSon C �� Ap Flood Zone State ziQ:75 z% Phone 3 _ cf,-3 Fax E-mail �T•2A, [f�/`'if{(% ( o�t� �G. CCH( For office use only: Zoning Flood Zone SRA Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: Description or Scope of Work: I A)i7jl Gam() 66v(1-/yo)1 Sq. Footage- 0 ootageO Structure Built without Permits 0 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: Amount: OVER FOR SUBMITTAL RLUUIRtMLN 15 L — -­enonnc101a..4...,IG ihDnm4e r{nr Perna 9 of 7 Receipt #:,Ar/ f 10 70 y 9/O � 6/ I N Z Bldg 2-0 SRA Sheriff SMIP Other I l -) /1'1, 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 homes: (A) Data sheets and installation inst, (B) Marriage line info,- (C) Floor Plan, (D)'Tie down or fnd plans, all in duplicate. - . -f ❑ 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 for non-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 F0RT0S\B1dgApp1SubRgmts.doc Page 2 of 2 REV 7-27-04 .s Butte County Department of Development Services �vT r YVONNE CHRISTOPHER, DIRECTOR ooh o0 o o LO7 County Center Drive °=_:z�;,'� :. �` ° Oroville, CA 95965 0 C'00 4 ° co(530) 538.7601 Telephone M (530) 538.7785 Facsimile ® TO: WILLDAN ' FROM: Scott Rutherford (530) 538-7160 L0^ srutherfordla)buttecounty.net , SUBJECT: Plans Transmittal For Review Per Contract ® DATE: 2/11/2005 Applicant: • . Headley, Jack Permit No: 05-0335 Project Type: NSF/Gar/Cov APN: 058-330-012 100% 70% Plan Check Fees $ 915.42 $ 640.79 $ 915.42 $ 640.79 WILLDAN Fee $ 640.79 j 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 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT"SERVICES-BUILDING DIVISION.. 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: 9( JL -/-/J ASSESSOR PARCEL NUMBER Proposed Building Use: s/C Counter Technician: p g � �C. �, Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. IN 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. . \❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑� N 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. ` I Al 6. Energy compliance design and supporting documentation in duplicate. ❑ 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 \ ❑ 14. Hazardous Material Form �E7 IDSanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicable. IN 16. Other ZE� /> A=ae w In 1-2 1- r5 r- If & A/2 -a..,,1 . -- 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 ........................................... ........ 2 Erosion Control Plan Required........................................................................ ........ ees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 2 . City of Chico Plumbing permit........................................................................ � - 23. California Department of Forestry plan approval ❑ paid. Sent by: OS 24 Planning approval (A) Use: OC(B)Parking: .(C) Parcel Check: ❑ 25. Contact Land Development about _ Improvements, _ Drainage ......................... d26. NPDES Form............................................................................................. r-rE 27.. Encroachment 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) ..................... ` Letter of Signature authorization ............................... .......:............................. � Recorded copy of Agricultural Acknowledgment Statement.. .......... ❑ 34. Manufactured home utility clearance............................................................... ❑ '35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 38. Other: ❑ 39. Other: r /r -z//- 5- 9 When issued Telephone 44A=,,,ra06 /A, -770-^J 6I 7> and hold for pickup. I have been informed the above 't -e -ms and requirements for obtaining a building permit. Applicant: L.-- '"� a ; � 1. Index permit application for,tj a bo ems number %$ Plan Check Letter 2. Additional items re Contractor, designer SerXwas as advised of the above data by L�phone, ❑ mail, d counter, by Date: Contractor, designer, advised of the above data by bb phone, ❑ mail, ❑ counter, by. Date: Plans reviewed by: Date: Plans approved by: Date Structural reviewed by: Date: Structural approved by: Date: Note transfer by: ✓yam Date: Yellow: Building Division OWNER COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE PROPOSED BUILDING USE N5i4f 1. - ING PERMIT FEES �� --Balance Due ........................................................ $ 137 A.P. It 49" 3� 0/ 2. DATE 2— 0 RECEIPT # DA yE�REC. --Additional Fees Due ............................................ $ -- dditional Fees Due ............................................ $ -- evised Plan Checking Fee .................. .....:...../.�j C� SCHOOL DISTRICT FEES aid at District Office) SHERIFF FEES (paid at Building Division)360 ��� Residential .................................... J) x $360.00 = $ Units Commercial (sq. ft.) ...................... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES Residential ............................ x = $ # Units Amt. Commercial (Sq. ft.) ............. x = $ Sq. ft. Amt _ Gin RECREATION DISTRICT FEES Q�'P( PLC 6. THERMALITO DRAINAGE DISTRICT FEES 510.00 (paid at Building Division) SRA FIRE INSPECTION AND PLAN CHECK pat at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE `$\2500.00 (paid at Building Division) 1✓ 10. OTHER l� " I �� jJ/ l�✓✓ CJ At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during th an checl ' process. APPLICANT DATE S Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Building Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) okl Department of Public Works ° C o u n t y o f B u t t e ° ° J. Michael Crump, Director LAND DEVELOPMENT DIVISION ° / Storm Water Management Program 7 County Center Drive A ave 9 Oroville, CA 95965 L'16Llc Wc�� . (530) 538-7266 (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACRE1 Project Description: ��l.J �-60 ILf15— Project Location and/or Parcel Number: '37(2-- +to F-e=::�AvJ %�✓k' . ff�l� O5j$ - 3 3 o — p ! 2� 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: Z �> Less than l Acre NPDES & SWPpp Compliance Certification Butte County Storm Water Management Program Revised 5/24/04 Butte County Department ofDe velopment Serviceso X103 7 County Center Drive O O Oroville, CA 95965 0 `' - o O:�. O (530) 538-7601 Telephone o = lip o (530) 538-7785 Facsimile cOUN �y BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: • I need to submit applications for septic and/or well to Butte County Environmental .Health immediately. • I am required to bring the approved Environmental Health site plan and approved sanitation: clearance to the Building Division as soon as clearance is obtained. • I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for disposition of plans. The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building_ permit or require submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name: <::;� JQj*V40 -f f4 v T'77 -OA/ APN: o55 33o c>(2— Building (Z Building site address: 371 Z +16 f icy-eA l R -D Permit No.: /5 P05-0 I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: z� A �; SIGNAT E OFA PLICANT DATE Copy to Applicant/EWFile K:Forms/BldgPermitwithoutClearances 020705 C� A W I LLDAN Serving Public Agencies April 6, 2005 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 Tel: (530) 538-7169 Fax: (530) 538-2140 SUBJECT: COUNTY OF BUTTE PLAN REVIEW APPROVAL Butte County Plan Review Report Status: Approved Willdan Project No: 14353-1387 Jurisdiction Job No: Assessor's Parcel No: Applicant: Description: Dear Mr. Rutherford: 05-0335 058-330-012 Graham Hutton Headley Residence 117 C Street Marysville, California 95901 530/749.2373 fax 530/749.2199 www.wilidan.com Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2nd page of this letter. The plans and documents provided for this review that have been found in compliance with the applicable codes are: * Plans: Two (2) copies sheets A-1 thru A-6, and S-1 through S-7 dated 11-3-04, by Frank M. Glazewski, Architect. k Energy Calculations: Two (2) copies Title -24 Energy documents dated 2-8-05, by Gary Hawkins, AIA. * Structural Calculations: Two (2) copies dated 2-7-05 by Frank M. Glazewski, Architect. The plans have been stamped with the Willdan approval stamp and dated the date of this letter. On the pages to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. APPLICABLE CODES Unless noted otherwise, all comments are based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known as the California Building Code and abbreviated herein as "CBC." • Part 3, known as the California Electrical Code and abbreviated herein as "CEC." • Part 4, known as the California Mechanical Code and abbreviated herein as "CMC." • Part 5, known as the California Plumbing Code and abbreviated herein as "CPC." • Part 6, known as the California Energy Code, and Energy Commission Standards, and abbreviated herein as "CECS." CODE ANALYSIS Our plan review revealed the following information regarding the occupancy designation, type of construction, and other pertinent features. This information is consistent with that shown on the plans. Specific Use Type of Occupancy Type of Construction Sprinklers Stories 1st Floor Sq Ft Total Sq Ft Dwelling R-3 V -N No 1 1,172 1,172 Garage U-1 V -N No 1 512 512 Covered Porch R-3 V -N No 1 440 440 CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other departments and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as red -lined on the plans. DEFERRED SUBMITTALS Our plan review reveals no deferred submittals noted at this time. SPECIAL INSPECTION NEEDS Our plan review reveals no special inspection needs pursuant to CBC 1701. Sincerely Clay an Ricardo Guzman, S.E. Plans Examiner Structural Plan Check Engineer Cc: E-mail Alice Mefford at: amefford@buttecounty.net Jack Headley, 3712 Hoffman RD. Yankee Hill, CA 95965 Graham Hutton, 685 Stilson Cyn. Rd. Chico, CA 95928 Email: grahamhutton@aol.com Page 2 of 2 Willdan :(433-138 % PCI.F' Butte County 05-0335 TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance L rnA Owner 1-64tion Plan Approved for: Sewage Disposal��� i Water Supply: P� Clearance for dwelling. Other Hold final for: Final clearance O.K. for: NOTE: EA. USE ONLY Plot Plan Anncha�- Root Plan Attached -- Sent to B.D. / AP# lic Private Wel &IJ�0', Environmental Health Specialist Date 8/96 BALANCE OF FEES SHEEN' DATE: rn - 0 lV PERMIT ASSESSOR PARCEL #: OWNER'S NAME: Twk jmt FEES: (Amount and Purpose): BALANCE OF FEES: $ ADDMONAL FEES: $ REVISED PLAN CHECK; $ SBERIFF FEE: $ SRA t COPIES $ URBAN AREA FEES $ CSA 87 (North Chico. Spec) $ WATER TENDER FEE . $ BATTALION # THERM DRAINAGE FEE $ OTHER $ OTBER 09.q wa VALUATION - IF BALANCE OF FEES OR ADDITIONAL FEES: TOTAL VALUATION: ADDMONAL VAL- 5 (Check one) COUNTY CITY OF BIGGS (Check one) RESIDENTIAL COMMERCIAL i t COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO. (Rev. 12/96), APPLICATION AND PERMIT 03-0774 ASSESSOR PARCEL NUMBER ZONING 058-330-012FR-10 BUILDING PERMIT OWNER TELEPHONE JACK TELEPHONE 111.: OLL'a l518-815 SO. FT. OCC. BUILDING VALUATION , OWNERS MAILING ADDRESS 3712 ORDMI-Ep CA 95965 864-0404 CONTRACTORS NAME V Wffim TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Rlina Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS Energy Plan Checking Fee $ $ PERMIT FEE $ LAT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: El'sFL`i'RTC SER FOR WFf T. R Tf r DEM DEMENI Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G I W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 OOOV OR LESS Main Service 200A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project.-RF._TN.-,PEC_PTQN ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELUNG UP. OR ADDNS. ( a ACC. BLAS. SO 3.5QFT. NEW CONSTOUTLEi NON RESID.. MULTI. @7.50 POWER APPARATUS a SINGLE OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES 20 1'50 BAL @ .50 SAL AOR Ex. Occup. ovTEE°rs =.) Ek 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 91 nn PERMIT FEE $ WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) lb-11c—ertify that in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall fo hwith Com with tho ns. X Date nature of Applicant - w actor ❑ Agent An OSHA permit is required for xcavations over 5'0" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ HAZ. D. FEES IMP I FLOOD CDF PARCEL PD HD ISSU This permit is hereby Issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. Byppl ate � 41133 PERMIT EXPIRES ON �� D e Receipt No. �]57�. I / WHITE-D.D.S.-B. D. CIA AOY-A S R PINK -INSPECTOR GOLDENROD -APPLICANT � aRP'�c'+�'�x�f�,v�l'�vrw3P-- "",�,+t �.81�'*%vva+�w—`"�'K�►4 COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 959.65 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: I (`'. fl I ASSESSOR PARCEL NUMBER Q,� 330 Proposed Building Use: C.11,24 11,24 SCSI V. Counter Technician: - Date: ,_�- 1 vl - 63 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. ❑ 1.. Plot plans, 3 or 4 sets, signeAy the preparer of tlie plans. ❑; 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 1: :Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Energy compliance design and supporting documentation in duplicate. 0 6. Manufactured homes: (A) Data sheets and installation instructions; (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received _r By ❑ k8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ :310. Letter of intent for non-residential buildings......................................................:..: 1 ❑ 11. Detached Accessory Building Form filled out by the owner ...............•...................... t ❑ .12. Hazardous Material Form................................................................................ _ o ❑ _13. Other ! Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 14: Fees as shown on the attached Schedule of Fees Due Sheet ....................................... ❑ 15. Statement of Intent for Non -heated and A/C Buildings ............................................. ' ❑ : O.B.- I OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES 0?" NO ❑ 2. I HAVE - HAVE NOT ❑ signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTYOWNER: SOCIAL SECURITY " ER: , DATE: NOTE: This Owner -Builder Verification is. required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. OVER O.B.- I OWNER BUILDER INFORMATION I Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. 4rely, /�. C. Vi ira, C.B.O. r, Building Inspection NOTE. This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code OVER IaSOIOOINQ:Assessor Name HEADLEY JACK DEWY & JEANETTE FA� Asmt # I= Fee #N58-330-012-000 Status ACTIVE Status Date Addr1 HEADLEY JACK DEWEY & JEANETTE TRI ISI Tax 000 NORMAL OWN ERSHIP jjTRA 110 003 Situs 13712_HO_FFMAN RD OROVILLE Base Dt 01!19/2001 i Addr2 3712 HOFFMAN RD _._. �I Addr3 IYANKEE HILL CA 95965.9723 Land _71,400,' r Timber Preserve Addr4 Structure 0 J AgPres Comments 5833001200 CONVERTED 09!08!88 Fixtures 0 J Etal Creating Doc# 197682123665 Date 0 Notes Glowing 0, Current Doc# 200180041287 �� Date 09/11/2001 Bonds Total L&I _ 71,400 Fix. R 0 Killing Doc# _ _ i1 Date TO Multi Situs J FlagMH PP l Asmt Desc PTN NEAR LAKE ___JI SuplCnt 2 _ J Flagg PF, 0 Zoning FFR' 0-11 Dwell�____� J 910 MH Exempt 0 Acres/Sq Ft9 �J NIC 058 Q Asmt PP Pen Net _ -71,400; r R/C#`� Tax PP Pen J Appeal Pending T!R Dt Split Pending RIC Stat La PHY OWN EXP TAX HON ATT '..-"SIT APR, - PCL 71 F&IM11 _ d 2002 `sa 07 23 2002 6:02:00 PM:::;. P,a o flt "M.'Mc{rIrjje�+•, L, Wilms 9 FAluiev, (7 r G; Gn �sr-3 Tol.,J LIt, 1 _ Q� OP 0 t. h,H / 5 ta;�il.r d . - i�. F1srt:� �$ -tt• �.q�r'�s.l�i��' _ 1 I . I Cn ,ArA .4 _• J -s �'f reT1� rA ;fit"#� , c r = 1 _.ly. • R/F: Stat: its 5a..7G ..> a - 1.ts �lf ''ii'Y t .!F„..w�. �-. �-.-i..-i-•�`h,,:.. �... ,4.tx,.s, ; +� . � .K' _ 1 ; .F. .}., .-ai.1 .3•€�r-v'!7'�`+T?tY�4:•ON�Fa#-pis`. .t q' ,., � �+.. q� •�,fr:-•-+.,. 1.,FU �w " •, ih .'} '�i•iti.� � ., �S ..t�/.� . _ � y . COUNTY OF BUTTE - DEPARTME1~[T OF DEVELOPMENT SERVICES - SUILDING DIVISION 7 County Center Drrva m, Oroville, Caf'ifornia 95965 - Telephone (53o) 538-1541�� ^� 22y APPLICATION AND PERMIT BUILDING PERmrr c A P K i r�rl tel. � ec.$ U _ X53 -SID % s�. � occ. SUILDwG VALUMON etatat" AmR� oa Erz� ca samz=as NA&M nog USEOFSMCi URE aF D Duplex D Wbkhome O Ober TYPE OFWORK - HmN 0 Ad3r= 0 Pmrt:dE§ a t1nTs 0 0 068r o Dia Wad AI (Sewli crj Fac Wei 1 � r vts�o Serilf PSWIT «E PAlb •SkA $ 5«arm $ Total Valuation � Fffing Fse 5 Permit Fes Pian G1►emunm Fes S Simargy a Ian Cl,szkbg Fes S Pmmm FE s PL.[a66i3LFJ� F�MIT Eafi Trap Sohn w heat mmm wslmr heater cam's . dam 1 - 5 o Amb -%I:rirq www Wbh Hosrm S G W P— UZT F- s msc.�. P-zTMiT h%b S_ gM a9mL OQRR t Mab Sar be ( ama se u t -- t - a> ma= P. Foum Ff"ID APPitiS OA •t7tRLEtB fRS@.1 E4' Tenn s� Nbble Hasse Faaii m PERKU Fa s 116E GAL. PEamrT H!a a C�fine 7.DD 2s.DD 15.OD 15.00 15.00 15.00 20.00 b 20.Do Ac1m, 4a Fee 2 D. Do 6.50 rP--=--RMNUT ne hmimd a5�n Fee = p�n Fee 9 7 WrrFe OTAL r=E $ �o - To_% � � COMM d F� a FSa70 CDF pyt-� PD !D SLE b hareSy Esus d under She appfrssbie prov!s = C a=Lmtarty Cade and/or Flesaiuflons b do work ove for which fees have been pari . Data R ptNa. O'iZcS ON nw..re_w .. .. �... vr_. o-earenn e.u[r►�P:LTDR ��f 13=ueOD.f.PPLLCNi PRE -INSPECTION REPORT OWNER � [N! k� Y-,faj )rfC.0' LOCATION: CONTRACTOP, (JJQ(moi C*Aree A110 PRE.IKSPEMON FOR: C , I (--F>C-(U(C' t'-) t -Q I t AJci6 / /.� DATE TO INSPECTOPERMIT HISTORY:( )NONE Building Description: Electric: Gas: Ccmm«r.iaWsage: Residentiallf of Units: Currently Occupied Abandoned/Vacant A.P. #- ( 5F1-330 --00/ z. ZONINo- FR -/6 tl.T,<s FOLLOWS: 146 O/— !T BUILDING lNSPBCTOR'S REPORT Yes No Electric cturcatiy On Off Condition of Electric Natural Propane None_ Curready On Off Obvious Problems: Sanitation: Plumbing working well working Potable water. Obvious SewageProblems _ Comments: ACTION RECOMMENDED: ISSUE: HOLD FOR .1tc�sJsi�2� Date Z Sketch buildings on reverse and indicate location on proper . 4 :v.t2/96) COUNTY OF BUTTE - DEPARTMEUT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drro_ m- Orovilla, Ca.f' 0mia 35965 a, Telephone (S30) 538-1541 -Pm-AT 140. APPLI CATION AND PERMIT (�3—f122�1 ss�aPMC tNE�St p-, Q _ / BUILDING PERMIT ► O 1 S 'E S; o. r- r. DCC, BUILDING LU VAATION rn o�axr� -MMM ltMM AM= a=021oa ERMM 1 zAa fiFyzia n��. arts sta;oov�ons wwE usECFS-IRiJCTUM 3F G Duplex 0 Mobnehoame 0 Ocher TYPE OFWOPA ter 0 Add'mrt 0 Adel 0 UW= D hembi= 0 Ober 0 Dmzzbe Woft �f��f Servl- c,,j Far WeLL 0eu.C102W EVa . r 5p surf .SRA AN404 1 FECOXV GV " Ta R IVT zwo COQ nre��nca i Total Yakta�ort S Rho Fee S 20.00 Permit FEB Fun chmumo Fee S awgy phm ChBeldng Fee S PEpa T rr-- $ PI.Il6 3mG •P_RwT Fig Fee 20.DD Esh Trap7.DD Solar or hest waiar heeler 23.0D Water p0 - g . 15.OD Bach p= weir harmer or Yard 1 S.DD Q= ptgpg sMim j - 6 n eta 1 S.DD saavw 15. D D Mbbb H=a S G Yd 0.DD PST F" s EEL=Mr-AL PEFMIT F�Tm FZD-.l 2D.Do 2R t S_rve= aana oa rye 29.00 �a h m •O ._ mmr;r oat Fcnmm am. c+ �n MED APPLES OR AnEm S.DD 1R 1 Ea' TmnWwy Sarvim 23RD Nbbne Home Faooes 20.00 hTm-- %Ikb . • ' 29.DD g PERma Fi=E s '� XF-CHAWCAL PERMIT FE09 Fee 20. DD Heyfog Coofma • tdbble Home 6obAsSon Fee t Energy ksspemon Fee 5 0--* ="r -l" LOTAL FEE $ - MAX I a. Fra I W I FU=D I =F I PARS PG I HD IstF 7Wm pem-A is hereby Issued under ffia appRable previ#bm of the HuDe Coumty Code and/or Am=h9 m b do work iridkaled above for which fees have been pari 3y . Date tZe ptNo. PE2NAT EXPRES ON n.vne_w . w ...... vr_•rCCrenn e.ve_�►SP�R ��L6=wROG.iPPLIG'A►!r 1�. .00 1 r*0 1 I w BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE – OROVILLE, •CALIFORNIA 95965 – TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. AL d/ Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. 0 OWNER PHONE NO. OWNER'S ADDRESS /, f'/'i 2376 o 1. 41, Co 'T47 LOCATION OF BUILDING USE OF BUILDING X7-& ie Ufa 0- h< t+ BAR �eY r o SIZE OF STRUCTURE � 1-16–OSO. FT. TYPE OF CONSTRUCTION: WOOD FRAME __X_ STEEL CONCRETE OTHER (Specify) TYPE OF SIDINGQ r ROOF COVERING L FLOOR TYPE / ESTIMATED COST OF CONSTRUCTION $ / © oma; AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: ��° �� �� '�yy=,ivv 2 J / , FRONT SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at t t time and before occupancy. Dat �— 3�- 6 Signature of Owner Permit Fee - $6600.00(f j� The above described AG Building is exempt LOOE Receipt No. 3a40nO FN it. Manager Building Division By Date 511 _�O' s White — DPW, Yellow —Assessor, Pink — B. I., Goldenrod —Applicant C&fJN1+OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER:' ASSESSORPARC ER: 0 J3 30i'Ol Proposed Building Use: Building Inspector: Date: 2001(7 At time of permit applicatl6n, I was a vised the following data must be submitted prior to permit brocesting and/or issuance: ❑ 1. All items have been submitted. 02. Plot plans, 3/4 sets, signed by the preparer of plans. 1:13. Complete plans, 3/4 sets, signed by the preparer of plans. 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! 06. Energy Design Compliance and supporting documentation. ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. ❑ 8. Hazardous Material Form. ' 09. Manufactured Home data and installation instructions including Tie Down Specifications. ❑ 10. Fees of $ ❑ 11. Impact fees as shown on the attached schedule. ❑ 12. California Department of Forestry plan approval/fees. ❑ 13. Flood elevation certificate. ❑ 14. Sanitation and plot plan approval Health Department. ❑ 15. City of Chico plumbing permit. ❑ 16. Plot plan and business license approval from the City of Biggs. ❑ 17. Planning approval for (A) Use: (B) Parking: ❑ 18. Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. 1119. Encroachment Permit for driveway (construction approval prior to occupancy). 020. Pre -inspection for required. 021. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. 023. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). 024. Letter of signature authorization. 025. Recorded copy of Agricultural Acknowledgment Statement. ❑ 26. Letter of intent on building use. 027. Manufactured Home utility clearance. 028. Existing violations and/or expired permits. 029. 1143 A, 11 Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ 030. Other: When you issue the permit, process as follows VMail to owner, ❑Mail to contractor. ❑Telephone and hold for pickup at office. O Deliver with inspector. Applicant: Date: EXPIRATION OF APPLICATION Applications for which a permit has not been issued, will expire by limitation 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. 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 checking fees for work plan checked and other department costs are not refundable. Original - Applicant •'r�"!,' �' 'Y''"f1`+.'"�.J'th�"�'9+}iwrh"'''"YR�1`� � _� .,w ��-7`�a1P':.,..c�,��'�3.�,.�-:�.;�r'...-•ni C5UJVT_-OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION ' 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: �� ASSESSOR PARC ER: Proposed Building Use:WAR,Building Inspector: Date: At time of permit applicatlAn, I was a vised the following data must be submitted prior to perm' races g and/or issuance: Date Received By ❑ 1. All iiems have been submitted --------------------------------------------------------------------------------------- E12. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ ❑3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown ❑ 5. Engineered truss details and layout in plicate,(required prior to plan review) No faxes! --------------- ❑ 6. Energy Design Compliance and supporting do&dientation----------------------------------------------------- ❑ 7. - Statement of Intent for Non -Heated and A/C Buildings. --------------------------------------------------------- ❑ 8. Hazardous Material Form. ------------------------------------------------------------------------------------------ ❑9. Manufactured Home data and installation instructions including Tie Down Specifications .------------------ ❑ 10. Fees of $ ------------------------------------------------------------------------------------- ❑ 11. Impact fees as shown on the attached schedule. ------------------ ---------------------------------------------- 0 12. California Department of Forestry plan approval/fees-----------------------------------------------------------� ❑ 13: Flood elevation certificate. ---------------------------------------------------------------------------------------- ❑ 14. Sanitation and plot plan approval Health Department. ------------------------------------------- ❑ 15. City of Chico plumbing permit. ----------------------------------------------------------------------------------- ❑ 16)Plot plan and business license approval from the City of Biggs. ---------------------------------------------- ❑ 17. Planning approval for (A) Use: (B),Parking: I I -------------------------- :, .fi '' . %. i $. .: El 1.8 Contact Land Development about ❑ Improvements, ❑ Drainage; 13 Legal Parcel. ------- : 19. Encroachment Permit for driveway (construction approval prior to occupancy). --------------------- - ----- ❑20. Pre -inspection for required Request to Building Inspector on 1 (Date) ❑21. Contractor's license information: (Number, Name Style, Classification): -=------------------==-----=-----=--- ❑22. Workers' Compensation carrier and policy number.----------------------------------------------------------- ❑23.Owner-Builder Verification (Given to owner ❑, Mailed to owner 0) - -------------------------------------- 024. Letter of signature authorization. 025. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- 026. Letter of intent on building use. ----------------------------------------------------------------------------------- ❑27. Manufactured Home utility clearance. --------------------------------------------------------------------------- ❑28. Existing violations and/or expired permits. ---------------------------------------------------------------------- ❑29. ❑433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ . --------------- 1130* * -------------- ❑30. Other: ------- When you issue the permit, process as follows 9 Mail to owner, ❑Mail to contractor. ❑Telephone and hold for pickup at office. ❑ Deliver with inspector. Applicant: Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: - ❑ Plan Check List 2. Additional items required: ,�' 1 IK Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by t ,/Date: f Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Divn counter, by 1' Date:' Contractor, designer, owner, was advised of the above required data by ❑ phone, 0 mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by o phone, q; mail;;o Building Division counter ty t Date: Plans reviewed by: Date: Plans approved by: ""� Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: Date: Yellow Copy - Department of Development Services, Building Division. onarch 563 EAST LINDo AVENUE CHICO, CALIFORNIA 95926 Laboratory; Inc. PHONE (530) 343-5818 JACK HEADLEY 3712 HOFFNAX4 ROAD YANKEE Hl LL., CA 0, 5965 - sample Idenuftation: WELL Date & Yince Takem W28A1005 1630 cctleciae, by.- JACK HEADLEY sanpfe A4atfix Liquid PeopivLzd: W912605 Client Hie. ADJA Other D. -Oa: F-1 ppme I of 4 , TEST REPORT: 229466 Report Date- OZ/2W.1165 Resultsfor-an le 228-0166 De its for Sou le 228"6 Param Aner. Result Unit MAL )I Index 10.2 Ad`iA AsbestosCC-mv 67/1512005 D 02 A.64 rvQ& 07116t2005 33 Langliev @ 00 c AA I AYMA VAS,Na.3, V9;12 0,711Y2005 14 pH, Onnking WzImr 6.8 su tn. I 15 Temperature, Drinking Wev-3f. 23 degreas C 0F512W2005 35 AciAic Turtkiefty,laiinking Watu 0.99 N'T'u 11-Gir 17 Alkalinity, 06nking Water 83 S1114 21320B 2.0 -38 Dic-arttire-mg, DIrInkingiNRtin- 70 Ski 231209 2.0 .19 Carlbonatps, <1.0 r4L 9.0 16 Tr-ktai flaidness, Deking Alaxer 48 Ste,211,40B i2.030 V! Specific. C,,nOuc-taneiDink Water 130 untoslorn i'a 12 Ca!dum Drinking Walu 15 0.►151 .10 13 4lagnesium, Drinking Wain 2.6 0.002 '14 P(at-assium, Drirkfng, Vltami- 2A Q.G 1 .5 15 Si.)?u?n. Drinking. "NaWr 7:2 0.010 jC S(Jjfat7e, Dhnking. lft3ter QA5 mgA. QA -5 17 Chloridee, Drifikilng Vidv?r 2.9 PYVL i.Q in. &CRI De its for Sou le 228"6 CAS Met -hod Bottle Analywd BY Qi Aggvessive Index Ad`iA AsbestosCC-mv 67/1512005 D 02 bangiier t� 20 c AV%lVAV.iBNo.3, Q92 07116t2005 OLE 23 Langli-_r@ 53 0 AYMA VAS,Na.3, V9;12 0,711Y2005 OLS 104 ;iL i , 0, r4N k I'l g V1 V h, k' c, EPA kip-thod 1613 - If 013.1=2005 MAS 105 TervVcmikire, Drin4ing. WkMr EPA Mr-ftd 1700 0F512W2005 Dc 100 Ad& Turbidlit�l, Dr.mking'Wate-r EPA Menhad 180.1 fletaorloalt- OLS 27 Aikalinky, DrinkingAlker S1114 21320B 0"lli 6;2005 DL -S 108 Dicarbson-n-,s. Deinking AP&zer Ski 231209 QW14/2005 JBS 109 Carbonaws . Nnking Water. SM 2a2QB WISS 0 '1'*otal.1-iardiiess,!)r,.nbing Vvam)r Ste,211,40B 07P'0712005 OLS _ Monarch p Laboratory, Inc. 563 EAST LINDO AVENUE CHICO, CALIFORNIA 95926 PHONE (530) 343-5818 Page 2 of.. 4 MST REPOR'T': 22M6' Details 16Rlsr Sarin e 22M66 Panarrapter CAS Method B 2 Calcium; Drinking tWter `HIEN 3114Efi 0711G&2005 OLS 3 Magnesium, Drinking Water Sm 317 4s 07108/2005 DLS 4 potassium, Drinking Vv4ftr SM 81 I i� 0710812005 OLS 5.. Sodium, Drinking Water SM 311 "IB 0812&200 D. 5 6 ... Sulfnate, Dhriking Water SM 4500 SO4-C,©:E err M2006 OLS 7 Chloride, Onnking Ifimer SQA 43QQ"CL.-B UA4120125 ,IBS Bame Data for SO le 228466 'Dewed in Late From 11 - 1 PINT. PLASIM, i.3lt FRESE:RVEL 1;2- PREPARED BOTTLE, PLASTIC 50 PSL, HNO3 01(5QnmLp a Assurance for the SET vAM Sunwie 22U66 -Ie'eslail 'ample t2cScrFI1tipf9 kfa$€ae Llilifi----- cidic Turbiditya Drinking Water (Analyzed'. WIRMA1100 OLS Verified: 079WJM 10:06 OLS) Blank 0.034 NTU Standard -0.81 0.80 NIU 101 %S ndard 7.g 3.0 NTU 99 Standard 47 18 NTU g4 ?r�413 Dupliva a .1.7 1.7 Uri 0 'piciu1m. Drinking Wl atw (Anatlraed: 07MUM 19e3EI DLS Verffipd: 070 -F 09:36 OLS) Standard 1.0 I.G. rror. 400 Standard 5.0 5.0 111a .1 100 Standard 20 20 Go Standard 60 50 rF'tStJL -fob C84�Q Duplicate 15 15 fYiCa- 0 .8480 Spin` i 5.4 reGIL. i 0a 28455 spike 15.4 ffg/L. 104 LCS 33.0 3!0.8 Kr; 107 ;IklrlR@dda. 1 finking Watu (AFYsaN!zed: 07SUM � 3 9FIM JSS Vefii` ed: M°I.MM 14:56 OLS I Standard 1020 1 0Q MIA 102 c°504 Duplicate 7.8 7.8 rrq/L 0 .pee cCfondurtance.0rlrnkWater (AnolVzed:a ,'KIM'' 17M MS Verb'ied:1017 12:265 WJF) Blank 0.8 t211l1OS1cKr Standard 74 ;1 urrhostom 1 N Siandard 3.r,0 353 12rrhostom 99 Standard 1330 1416 urMaslom 98 289.35 Duplicana 1320 Q20 umhos'cm 0 28439 Duplicate 700 700 UYMOsl,rn 0 'arbonates. Drinking Water ( Analyzed: MUM= IYO SHS Vented: 071151 14:56 OLS) Sin chard 250 2510 li i 010 28958- Duplicrte 11.ti <1.0 rYuL 'sivarbonzhn, Drinking Water (Analyzed: 071141M 1760 .ISS Veered: 07MMAW 14:56 ILLS � Standard 2.50 250 11"i�L 1t�0 28958 D►�plit: 21 13 r1 vfL 15 n ".r Monarch 563 EAST LINDO AVENUE Inc. CALIFORNIA 95926 d m 4:- Laboratory, n c. PHONE (530) 343-5818 x 7 ' Page 3 of 4 TEST REPORT: 2284-66 Aaf4 Assurance foe_ the SET rMtha&WLR 229466 �tHElfi9i�i? Deswiption Rk'saillt Value afassium iDirinking watm. (4n -a jaed: D7'A164M 4100 OLS t eoffieB: 07412=5 0x:36. tlDLS ) standard c.a a.>yc 1 as Staeulard ? .(i 9.0 rvt0f(.. 1 s1a Stannard 2.0 2.0 iYt rrr 100 Standard 5.0 5.0 tzir�lL 10a W66 C7upfieate 2.0 23 ►r +rt a �1 igf6 spike 0.52 nom'! . 103 ti�#dd. spike 0.62 rrafL 112 i LCs S 0a . 1,04 rrOL. 10i bigpeSi m. Q'rialdiig Wates' (Anrftzed: UMUM5 1100 OLS S Vented: 07MAW 09:36 DLs mndmrd 1.0.50 0.50. standard 1.0 1.0 rfl 1aC Smidard 5.1 5.0 rrrjfL 11.12 ' SMndard 113 10 mglL 100 Standard 20. 20 rgfi.. aaa Duplicate , 2 2.5 nvjL C f34€10 Spike 4.2 rt-gh. 1x2 3846E spike 4•32 mtdlL W2 LCS i GA 145 Ctsr�a�eau, Drinking Water (AnalyTed: EMM.M. 12M DL.S '4!mfied: 099, 2105 '12:3M BLS D Standard 4.8 6.0 -GIL 5 102x1 lord 9.G t a rc fL 99 17kandErd 26 26 rfLrjf ... 104 Siondard 5a 50 rm/L 100 '28048 DuoliGate '33 33 nVILu 7,13048 spike 15.9 rr@rL ., 104 7��tD48 spike 15.9 rri OPIL j 03 LCS 33.5 31.5 mlL 105 ai'fte..Drinking Waher (Armlyzed: 041MIM 1'11DIb FDLS Ve6fiaed: Q&302MI 22:28 '- JP Standard 5A 5.0 YN& lag Standard 10 IQ r t1•, 1 GO �tdndard . ' 15 15 rr9q- 4 Qa ,standard 20 20 F -T& 100 Stmdard 26 25 n"g& 10a slar�da�d Zia 30 rlfl. 97 Standaal 35 35 rtOE. 9 Ga s�ildarxi 40 40 rrs@P a as `3713 Duplicate 2.4 24 rrt�fi. tl d821 a Spike 20 r%q- 10.2 28M Spike 2€; rt a 'l g WS 20.2 20.0 m,-glL 401 a1 E,. Dnwi( dng WatR.r (Area$yzed - OV29MI05 I'IGO Iffis vel ied: e6 dm 12:2.6 WJP ) dteirsd is3 4.0 4.0 ta�t;arif 7n '711 S;i f t tri ®nae c h p • 563 EAST LINDO AVENUE Lab ®ra tb ry, In c. CHICO, CALIFORNIA 95926 = PHONE (530) 343-5818 Page 4 ®1 4 -iES7r REPORY:'229466 ?�Ma Assuirangp for the ff' Ift 22 466 ample Description Result - Value Lgne-1f •1. Drinking (A nalPed: 092MM 1760 M S Verified: GMM) 12:26 W.1P � Swndard 10.Q 10.10 SU 1tic, 481.3 Duplicate 7.� 7.5 SLJ 0 P429 Duplicate 4.8 4.8 SU 0 LC'S 7.G 7.0 SU . 100 I�bt4e 0: 01 1 ip'INT,, P L.ASTVCe UNPRESERVED f 2R?f2�i 10:27 DC 12812006 16:27 DC owe 6: 02 PREPARED BOTTLE, PLASM 50 (fid.., HNO3 :28 :00 16:27 DC t'2rF.f2C"G6 %27 0C - zter hardness is classified as sot and aggre.ssfve an metallic pipes and fixtures. Consider CPUC waiter pixie Mth this water. ' p f May 26 05 10:07a p.2 �x 9-72--0619 BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) �ARADISE RECREATION AND PARK DISTRICT (P.RPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) ©� g ~ 3 3 �d �2 Building Permit Number -5— O �; :�>J Property Owner (s) 7Z--pi-A-) Project Location /Address `� —7/ ^� Subdivision Name Assessable Sq. Ftge �� % Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) l/verified by Building Department Comments: Building De ment Representative Date ❑ FRRPD ❑ CARD II A PRPD ❑ DRPD certifies that: q Q l 1 94 Applicant Name Phone Number 3_1 141, LP- ` 1 ci.N �9 Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: J' Dwelling Units @ $ per unit for a total of $ 1'7Z— Square Feet @ $ 0 q per sq foot for a total of $ S/ 5-, E,� Remarks: /V k,,/ Paid by Check No; Paid by Cash: and Receipt No: Date MAY -26-2005 01:22 PM PARADISE REC-PARK DIST 530 872 8619 P.02 May 26 05 10307a P-2 BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHRR RIVER RECREATION AND PARK DISTRICT (FRRPD) 0 CHICO AREA RECREATION AND PARK DISTRICT (CARD) �ARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) O 3 3 ^ O �� Building Permit Number gP0 0� Property Owner (s)_ _ /`f�L C,'," Project Location !Address^? 2 f�'V���'1i9►'�/ �� • , yA,vK C'F"�`� Subdivision Name Assessable Sq. Ftge % 2— Type Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi-Fanuly Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) l/ verified by Building Department Comments; 0 FRRPD ❑ CARD ,JR PRPD 0 DRPD certifies that. 5_15 ('K 90, V% NeA A 1./ 538 Applieent Nemo Phone Number hkA I c l s96S Mailing Addrm city Stoic Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. / by Payment of: 'r Dwelling Units c@ S - '' per unit for a total of S J1172— Square Feet Q s per sy foot fur a total of $ _S/ S, CS Remarks: Paid by Check No- Paid by Cash: Receipt No:� ve MAY -26-2005 01:22 PM PARADISE REC-PARK DIST ecreation Park \ District P 530 872 8619 P.01 Mike Trinca Diooia Manger 6626 Skyway Paradise, California 95969 Tel: (530) 872.6393 Fax, (530) 872-8619 ARADISE RECREATION AND PARK DISTRICT Fax Cover Letter DATE SI2 6/0 5 TME/.'3i) Please deliver fax to.- NAME o:NAME Cvr�*,'s - %3✓ffe Co . 13 r; l�tlofi FIRM &Il -J �e{Oo.r ►<.h4 -0 C, Of Vtla�, FAX NUMBER 21 q0 Fax from: NAME ALA AAW -1 TITLE Number of pages including this coverletter NOTES See,(XfL"ht,) o,, kLs 106'.cQ 1 If you did not receive all the pages, please call us at (530) 872-6393. Confirm Message Sent An Independent Special District Serving Your Community 1 Date: To: From: Subi ect: Department of Development Services Building Division 7 County Center Drive Orovi le, CA 95965 (530) 538-7541 (530) 538-2140 FAX S 266—ef�-S- Numba,of pages (including this cover sheet): Fax.Nuer: 8 2-- B 61 mb. If you do not receive all of the pages, please call (530) 538-7541 as soon as possible. Special instructions: : Review and respond accordingly. For your information only. yam r��s�L= ���� 7221-1s Sincerely, CONFIDEIJ7ZALITYNOTE: The information contained in this facsimile is cor2j�dential and tray also contain privileged information. The information is intended only for the use of the individual of entity to whom it is addressed. If you are not the intended recipient, you are hereby notified that arty use, dissemination, distribution, of copying Of this COmmunications is strictly �•P-7� 872— f 6/ 9 BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) ❑ CHICO AREA RECREATION AND PARK DISTRICT (CARD) ARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s) ®� l Jy ~ �2 Building Permit Number 1j?O >J Property Owner (s)�= L / J �U� le Project Location /Address Subdivision Name New Development Alteration/Addition(s) Mobile home Assessable Sq. Ftge //72— Type /7Z Type of Residential Development (check one) Single Family -Detached Single Family Attached Non -Residential to Residential Multi -Family Dwelling Mobile home replacement verified by Assessor Department Demo Permit (date issued) venfled by Building Department Comments Building De ment Representative Date ❑ FRRPD ❑ CARD ❑ PRPD ❑ DRPD certifies that: Applicant Name Mailing Address Phone Number City State Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Remarks: Paid by Check No: Dwelling Units @ $ Square Feet @ $ _ Paid by Cash: Recreation and Park District Representative ..+....�.+. �.. +.nin rnDNxc%.... t—_ oto., 4-1 fnr rev I Am per unit for a total of $ per sq foot for a total of $ Receipt No: Date Gip STRUCTURA CALCULATIO Structural calculations for: Residence for: Jack and Jean Headley �Z�ainihy w�,�IS Yankee Hill, California Job 04-056 0s, 06 2005 • BUTTE couNrr BUILDING DIVISION APPROVED 17 /� R-�CEIVE T1 11 FEB 1,5 1005 Frank M. Glazewski "M architect Structural designer 3045 Ceres Avenue Suite 135 Chico, California 95973 Tel (530) 343-4630 Fax (530) 893-0532 RT 4 ' r3 4 oNS w L ' uv-(- � T ho Ve�nc�e S ye ' G 6.0' F- I w �x �ov�vi r q CD pf2 SitC\f C•JN(NN r` 1 1 1 1 1 1 1 1 � - 1 a Z 3 �ob;04056,. Description; eta ning,wall�4ft x e3eneral data; ' Wall construction; Concrete Configuration; Cantilevered Lateral load type; ( Soil pressure I I Backfill slope; No slope Allowable design stresses Soil; Class of materials (CBC); 14 User defined; ' Allowable bearing pressure; 1.500 ksf J5003YRI ksf Allowable passive; 0.150 ksf/ft depth 025Qf ksf Lateral sliding coefficient; 0.250 0350 „ Soil weight;0A, 0 kcf Increase allowed for seismic/wind; X1330 Applied? No . Concrete; Masonry; pc A' 2500 ksi Pm 1500.: ksi FY so ksi FY so ksi FS . 24.00 ksi ESa200000 psi ES 2900000Q<` psi ' m 28.235 ' E,n 1125000 Q?900 n 25.78 Unit weight kcf Unit weight T. O�r135: ;kcf 1 h. ' Mail 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 "f20 0.150 6.000 • 3.000 3.688 2 2.000 to 00 0.150 6.000 • 3.000 3.688 3 0.000 to 0:00 0.000 0.000 0.000 Segment; b'd2 M(ft-kips) 1 108.00 0.320 ' 2 108.00 0.040 3 0.00 0.000 Input user defined wall thickness; `' 0:00 inches Override wall height for lateral sliding; Cr'feet ❑ Override? y, r Loading WDL Axial; VY,3 0 00� kips/ft WLL Axial;0 600v� kiP s/ft � jkcf Equivalent fluid pressure (EFP);x0030� Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge ' P(kips) Description to wall(ft) height(ft) 0 0 � mg 3pgo-O 0 000 feet Input surcharge height; ' `0 OOO feet Summary of lateral loads acting on wall (Cantilevered wall); w iate,ai at top of wall; 0.0000 klft w iate,ei at bottom of wall; 0.1200 klft w,ate,a, at bottom of footing; 0.1500 klft ' Additional concentrated load at to of wall; P `0 000 k/ft Load t e � -. d YP ; Wind Min. EFP for cantilevered walls designed for restraint; ,J 0055 , kcf w lateral at top of wall; (Restrained wall); 0.000 klft w lateral at bottom of wall; (Restrained wall); 0.220 klft Uniform lateral load;0 000 ksf Seismic/wind } Concrete stem design Load factor;,1700 Segment 1 reinforcing; Factored design moment (M„); 0.544 ft -kips Max, allowable'd'; 3.688 inches d (in) AS Vertical reinforcing; #s bars • at c, �AN inches o/c ��. 3:000. `.. 0.207. Y in /ft Horizontal reinforcing; #5 bars • at "inches o/c 0.207. inz/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.108 in'/ft Mn 2.56 ft -kips Horiz. As min. 0.180 inZ/ft Check if wall is overreinforced; Pb 0.018 0.75Pb 0.013 Amax. 0.481 int/ft Segment 2 reinforcing: Factored design moment (M j; 0.068 ft -kips ' Max. allowable'd'; 3.688. inches d (in) As Vertical reinforcing; #5 bars at^+18'g inches o/c �3 000 0.207 in'/ft Horizontal reinforcing; Temperature and shrinkage reinforcing; #s bars • at M' inches inches o/c ,,, , 0.207 int/ft Vert. AS min. 0.108 inZ/ft M, 2.564 ft -kips Horiz. AS min. 0.180 int/ft Segment 3 reinforcing, Factored design moment (Mj; 0.000 ft -kips Max. allowable'd'; 0.000. inches d (in) AS ' Vertical reinforcing; g None at � .:''��-- ��� 12� inches olc 0�000,� u ������ 0.000 in 2/ft Horizontal reinforcing; None at inches o/c 0.000 in /ft Temperature and shrinkage reinforcing; ' Vert. AS min. 0.000 inz/ft Mn 0.00 ft -kips Horiz. As min. 0.000 inz/ft Check shear at base of wall; ' V” 0.408 kips/ft On 3.060 kips/ft ' Check cantilevered walls to resist lateral forces when inadvertantly supported at top; M Max. 2.847 ft -kips ' Factored design moment (M j; 4.840 ft -kips M max occurs at; 2.28 feet Segment 2 Vertical reinforcing; AS 0.207 in' d 3.00 inches I M" _ft -kips Override reinforcing and 'd' dimension; ❑ Override? ' _ Vertical #6 bars • at . j": 10 inches o/c u A 0.528 S in z/ft . d9 00 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Design overturning moment (OTM); - Ignore footing weight when calculating soil pressure? Check stability and soil pressure; w Arm No � 0.320 ft-kips/ft Yes I v DLRM WDL 0.000 kips 0.750 feet 0.000 Footing design; ' Toe length; 8600"y inches Safety factor; 3.762 0.750 Heel length; 1.000 feet Soil pressure; 1.154 ksf ft -kips Total footing length (L); B 24-00. F inches Allowable; ksf 0.150 1 Footing depth; de X12 00 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Design overturning moment (OTM); - Ignore footing weight when calculating soil pressure? Check stability and soil pressure; w Arm No � 0.320 ft-kips/ft Yes I v DLRM Maximum soil pressure; 1.154 ksf 1.500 ksf ( Wtl/A +6'Wtl'e/A^2 ] Minimum soil pressure; 0.198 ksf 1:500 ksf 0 WDL 0.000 kips 0.750 feet 0.000 ft -kips WLL 0.600 kips 0.750 feet 0.450 ft -kips ' Segment 1 0.150 kips 0.750 feet 0.113 ft -kips Segment 2 0.150 kips 0.750 feet 0.113 ft -kips Segment 3 0.000 kips 0.750 feet 0.000 ft -kips Soil 0.440 kips 1.500 feet 0.660 ft -kips Keyway 0.013 kips 1.500 feet 0.019 ft -kips , Footing 0.300 kips 1.000 feet 0.300 ft -kips WDL 1.053 kips MDL min. 1.204 ft -kips . WDL ' WLL 1.653 kips MDL+MLL 1.654 ft -kips Check safety factor against overturning; MDL min./OTM 3.762 > 1.5 Ok! Eccentricity (e); 0.193 feet [A/24 M-OTM/ W] U6; 0.333 feet U ; 2.421 feet [3'U2 -e] ' Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.154 ksf 1.500 ksf ( Wtl/A +6'Wtl'e/A^2 ] Minimum soil pressure; 0.198 ksf 1:500 ksf 0 ' :Footing reinforcement; Heel design; length; Vertical reinforcing s acin ; 18 inches o/c "`36 Peel 1.000 feet rx 0wa3;;t�t Reinforcing #5 bars at °" inches o/c d; n EIS N8 00 �; � inches ivxz2Y �t Load factor A 5 0.103 in` /fl Me �,;:..c�;d,Wi;: 0.374 ft -kips' f7' mM„ 3.663 ft -kips Vu Heei 1.003 kips/ft �un 8.160 kips/ft (Concrete strength only) Toe design; Toe length; 0.500 feet Reinforcing; #5 bars at 18 inches o/c d; '� 8OO4,17 inches A 0.207 ins /ft Max. soil pressure; 1.154 ksf At face of wall; 0.916 ksf Load factor Mo 0.228 ft -kips PN ' �Mn Vu roe 7.214 ft -kips 0.880 kips/ft On 8.160 kips/ft (Concrete strength only) Longitudinal footing reinforcement; AS required = Area *.002 AS min. 0.576 in''> ,� ,�,..�2;�- • #5 bars . As 0.620 in` f I ' Lateral sliding; F1 R",,Wam 0.000 kips/ft Min. AS 0.000 in` . 0.240 kips/ft None at.,.; 18,;<"'� inches o/c Nla ' .Rbasecfwall �alculate Wor' friction coefficient; . Lateral sliding resistance; 0.263 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.526 max (0.5'Wdl) ' Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? res ' Lateral passive pressure provided; Net resistance provided by fooling only; 0.075 0.338 kips/ft kips/ft [Footing only] [Footing only) Concrete slab at base of wall ? No 00.. inches Slab thickness;E-01 Width of Slab; 000' ,feet ❑Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.338 kips/ft ' Factor of safety; Shear key must provide additional; 1.409 0.022 No good! Shear key required! kips lateral resistance Shear key provides; 0.060 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 4.784 feet [Maximum 15) Allowable passive pressure; 0.718 ksf [at bottom of footing] ' Allowable passive pressure; Shear key depth; 0.730 00� ksf inches [at bottom of keA Shear key thickness; 0 b inches / d M415'Qe, inches Load factor M, 0.004 ft -kips REI ' Reinforcing in key; #5 bars at 36 inches o/c Ar 0.103 in`/ft Mn 2.73 ft -kips F1 JU Job; C04�'056xX Description; General data; 1 Wall construction; concrete Configuration; Cantilevered ' Lateral load type; soil pressure Backfill slope; No slope n Allowable design stresses; Soil; Class of materials (CBC); 14 User defined; Allowable bearing pressure; 1.500 ksfksf Allowable passive; 0.150 ksf/ft depth 0 25A ksf 1 Lateral sliding coefficient; 0.250 (0350: Soil weight;r.. . �00 kcf Increase allowed for seismic/wind; 1330., Applied? No 1 ,., Concrete; Masonry; fc2500 ksi f m ,,0,,§ ksi FY so ksi FY so ksi Fs 24.00 ksi 1 ES Be; g0000Q0 ,,,psi ES 29000000 psi m 28.235 Em 1125000 0 900 ,r n 25.78 Unit weighti� 0150, kcf Unit weight 0.135Y:, kcf 1 1 i 1 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 Y2 OO�a3 0.150 6.000 3.000 3.688 2 2.000 to 0.300 6.00 0.300 �U s.000 3.000 3.688 0 3 0.000 to 00� 0.000 0.000 0.000 Segment; b'd2 M(ft-kips) 1 108.00 1.080 2 108.00 0.320 3 0.00 0.000 Input user defined wall thickness; z0 00 inches Override wall height for lateral sliding; -:'U0l feet ❑ Override? 4oading Wog Axial;0:000'air i9ynS kips/ft WLL Axial; --Q kips/ft Equivalent fluid pressure (EFP); kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) rw=71":g' 0.000 feet Owsmg�'.' EMW —10A.03111'11 -W - Input surcharge height; VINA FOd '09474 f e e t Summary of lateral loads acting on wall (Cantilevered wall); w lat,d at top of wall; w at bottom of wall; w at bottom of footing; Additional concentrated load at top of wall; Min. EFP for cantilevered walls designed for restraint; w lateral at top of wall; (Restrained wall);, w lateral at bottom of wall; (Restrained wall); Uniform lateral load; 0.0000 kilt 0.1800 k/ft 0.2100 k/ft :0 000 k/ft 0.000 0.330 kcf k/ft k/ft ksf Load type; Wind Seismic/wind �3 Concrete stem design Load factor; FUE700 Segment 1 reinforcing; Max. allowable'd'; Factored design moment (M,); 1.836 3.688 inches ft-kips d (in) AS Vertical reinforcing; #s bars - at MU18MIMI inches o/c 3 0.207 in'/ft Horizontal reinforcing; #5 bars at �z r` ->18; ; inches o/c 0.207 inz/ft ' Temperature and shrinkage reinforcing; Vert. As min. 0.108 inz/ft M� 2.56 ft-kips ' Horiz. AS min. 0.180 inz/ft Check if wall is overreinforced ' pb 0.018 0.75pb 0.013 Amax. 0.481 in/ft Segment 2 reinforcing; Factored design moment (M,); 0.544 ft-kips Max. allowable'd'; 3.688 inches d (in) As Vertical reinforcing; Horizontal reinforcing; #5 bars at #5 bars at ' s e {`" 18 inches o/c: X18• .inches o/c 3 000 - 0.207 0.207 2 in /ft in 2/ft Temperature and shrinkage reinforcing; ' Vert. AS min. 0.108 inz/ft M� 2.564 ' ft-kips Horiz. AS min. 0.180 in/ft ' Segment 3 reinforcing; Factored design moment (M„); 0.000 ft-kips Max. allowable'd; 0.000 inches d (in) AS Vertical reinforcing; None at12'�" . inches olc ' ����� t xa1 07000".%.. 0.000 s in /ft ' Horizontal reinforcing; None at 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 inzlft Check shear at base of wall; ' V" 0.918 kips/ft On 3.060 kips/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; 3.42 feet Segment 2 Vertical reinforcing; AS 0.207 inz d 3.00 inches M, —ft-kips Override reinforcing and 'd' dimension; ❑ Override? Vertical #6 bars �= 10 inches o/c at 0 � 0.528 inz/ft ' d d. 9:00°' ` inches ' Footing design; ' =Toe length; e °1000 inches Safety factor; 2.368 Heel length; 1.167 feet Soil pressure; 1.420 ksf Total footing length (L); a 30A0° inches Allowable; ksf Footing depth; 1200' inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No ' Design overturning moment (OTM); 1.080 ft-kips/ft Ignore footing weight when calculating soil pressure? res Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.083 feet 0.000 ft-kips ' WLL 0.600 kips Segment 1 0.150 kips 1.083 1.083 feet feet 0.650 0.163 ft-kips ft-kips Segment 2 0.300 kips 1.083 feet 0.325 ft-kips Segment 3 0.000 kips 1.083 feet 0.000 ft-kips Soil 0.770 kips 1.917 feet 1.476 ft-kips Keyway 0.063 kips 2.000 feet 0.125 ft-kips,. Footing 0.375 kips 1.250 feet 0.469 ft-kips ' WDL 1.658 kips WDL+WLL 2.258 kips MDL min. MDL+MLL 2.557 3.207 ft-kips ft-kips- t-kipsCheck Checksafety factor against overtuming; ' MDL min./OTM 2.368 > 1.5 Ok! Eccentricity (e); 0.308 feet [A/2-( M-OTM/ W) U6; 0.417 feet L' ; 2.827 feet [3'U2-e] ' Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.420 ksf 1.500 ksf [ Wtl/A +6"Wtl'e/A^2 ) Minimum soil pressure; 0.086 ksf 1.500 ksf v Footing reinforcement; Hee/ design; Vertical reinforcing spadn; 18 inches o/c Heel length; 9 1.167 feet #5 Reinforcing bars • 9 at s inches o/c .d; a8 00 ' inches Load factor AS 0.103 in`/ft M,, 0.764 ft -kips On 3.663 ft -kips •V„ HW 1.607 kips/ft V. 8.160 kips/ft (Concrete strength only) Toe design: Toe length; 0.833 feet Reinforcing; #5 bars at 18 inches o/c d; E8IOA0 , inches AS 0.207 in` /ft Max. soil pressure; 1.420 ksf At face of wall; 1.001 ksf Load factor M„ 0.756 ft -kips} 1�7 7.214 ft -kips Vu Toe 1.715 kips/ft On 8.160 kips/ft (Concrete strength only) Longitudinal footing reinforcement: AS required = Area' .002 AS min. 0.720 int04, 3�5 �s bars • AS 0.930 in` H ' Lateral sliding; Rtop of wan Rb. of wag Calculate Wot' frictio Lateral sliding resista For class 5 soils; Lateral sliding resista Allowable lateral pas Consider footing for 'Lateral passive presNet resistance provid Concrete slab at base Slab thickness; Width of slab; Resistance provided Total resistance; Factor of safety; Shear key must provi Shear key provides; Calculate equivalent ' Bearing pressure (p) Equivalent depth of s Allowable passive pre Allowable passive pre Shear key depth; Shear key thickness; d M„ Reinforcing in key; M„ 1 0.000 kips/ft Min. AS 0.000 in 0.540 n coefficient; kips/ft None at1 ' nce; 0.414 kips/ft nce 0.000 0.000 kips/ft Limited to; 0.829 max (0.5'Wdl) sive pressure 0.1_50 ksf/ft depth passive resistance? yes sure provided; ed by footing only; 0.075 0.489 kips/ft kips/ft [Footing only] [Footing only] of wall ? No • 4n000��I inches �1? BOO feet El ignore lateral sliding by Inspection by slab; 0.000 kips/ft 0.489 kips/ft 0.906 No good! Shear key required! de additional; 0.321 kips lateral resistance 0.390 kips lateral resistance depth of key due to overburden; I soil weight; hear key; 6.027 feet [Maximum 15'1 ssure; 0.904 ksf [at bottom of footing) ssure; 0.967 5 00 ksf inches [at bottom of key]. . 112 00 ~ inches I.; 6 00`.t : E°. inches Load factor 0.140 ft -kips n;17a'''' #5 bars at 36 inches o/c Ar.. 0.103 in`/ft 2.73 ft -kips 1 L/) �LLIW wW (nU)(1) 000 oo N N J 7 O N N N N N N h M kedge r 's vppo✓f,Mq-F�.>.�r )Olfbr cif �iu�u-u & o (t' S wd See r. S : . X13 611-16 0 Bolted connections Species combination Douglas -Fir Larch . 1000 ; Single shear Specific gravity G 0.500. 1.000 wood/wood Fe (parallel) 5.600. ksi Side member ' 0:00, int Fe(perpendicular) 2.578 ksi ins Area of side member(s) tm is 1,1000 inches "- 1*:5U0 inches Main member thickness Side member thickness 116913 lbs/in Load slip modulus 0.000 Bolt data 0.000 Fyb f :;�� 45:000 ksi Z 0.438 kips Bolt diameter: 3/a" 0.750 inches Angle to grain `90.00 degrees Main member Angle to grain 9A000;` ]degrees Side member Maximum 90.000 degrees 4 K 1.250 Fem 2.578 ksi Rt 2.000 Fes 2.578 ksi Re 1.000 Adjustment factors CD CM CT Cg C6 Calculate n s Em Es Am As Rea u m 1000' Load duration factor . 1000 ; Wet service factor ,1600 , � Temperature factor 1.000 Group action factor 1000 Geometry factor action factor: 21000 t Number of fasteners in a row �0 000. inches Spacing between fasteners .1700000 '; psi Main member 29000000 psi Side member ' 0:00, int Area of main member ins Area of side member(s) 0.000 116913 lbs/in Load slip modulus 0.000 0.000 �"i K/`^1 kt Go vo c,,e tiei r+mef ev- i I ' i d�sr y� as wcA- I lo�l o + 20 (0 0) : y6p��' on hLL2 ckf-el .f �A- aP- ZAJN--' 20 Job; 040561 Description;GzarayZe enmeterr4 retarned . , a s : n 'Y General data; 1 Wall construction; Concrete ' Configuration; �ntilevered Lateral load type; soilpressure n Backfill slope; No slope��� Allowable design stresses ' Soil; Class of materials (CBC); 14 1 User defined; ' Allowable bearing pressure; Allowable passive; 1.500 ksf 0.150 ksf/ft depth 2 500 ', ksf 0250�3 ksf 7 i1;ti;$rf . Lateral sliding coefficient; 0.250 L� +- 0;350 Soil weight;0110 kcf Increase allowed for seismic/wind; ki 1 330 Applied? No Concrete; Masonry; P2 500 ksi w• f1 m� 500,d 54 ksi ' a. FY 160 • ksi FY 160 ksi FS 24.00 ksi ES 29Q,00~000 psi ES 291000000 psi m 28.235 Em 1125000 ' 900 Unit weight;.0150 kcf n 25.78 u Unit weight 01:35` kcf j, 1 - 1 " ZA 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 = "Al , 2400 0.150 6.000LEI 3.000 3.688 2 2.000 too Z 0.150 6.000 3.000 3.688 3 0.000 to 00 0.000 0 0.000 0.000 Segment; b'd2 M(ft-kips) 1 108.00 0.441 2 108.00 0.070 3 0.00 0.000 Input user defined wall thickness; 0{00 , inches Override wall height for lateral sliding;.O;OQ feet El Override? Loading Wog Axial;x0 000; kips/ft WLL Axial; .. gip. 0500 ,` kips/ft Equivalent fluid pressure (EFP); ti0:03.0 kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge ' . P(kips) Description to wall(ft) height(ft) 000 Vehicle 3?000 z 0.505 feet' Input surcharge height; 0 00x' feet Summary of lateral loads acting on wall (Cantildvered wall); w lateral at top of wall; 0.0152 klft w 1a1era, at bottom of wall; 0.1352 klft w late,, at bottom of footing; 0.1652 klft Additional concentrated load at top of wall;g $0 0" k/ft Load type; Wind Min. EFP for cantilevered walls designed for re. straint; X0'.055 kcf w lateral at top of wall; (Restrained wall); 0.028 klft w lateral at bottom of wall; (Restrained wall); 0.248 klft Uniform lateral load;O 0000 ' ksf Seismic/wind ,� 1 1 Concrete stem design Load factor; 11700 Segment 1 reinforcing; Factored design moment (M j; 0.750 ft -kips Max. allowable'd'; 3.688 inches d (in) AS Vertical reinforcing; #5 bars at inches o/c .. 00 0.207 in'/ft Horizontal reinforcing; #5 bars at inches o/c 0.248 in'/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.108 int/ft Mn 2.56 ft -kips Horiz. AS min. 0.180 inZ/ft Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Asmax. .0.481 inZ/ft Segment 2 reinforcing; Factored design moment (M j; 0.120 ft -kips Max. allowable'd'; 3.688. inches d (in) As Vertical reinforcing; #5 bars at . ; 113 inches o/c3$000 ' 0.207 int/ft Horizontal reinforcing; #5 bars at £ ° .'15„,” inches o/c 0.248 int/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.108 inZlft M, 2.564- ; ft -kips Horiz. AS min. 0.180 inZ/ft Segment 3 reinforcing: Factored design moment (M j; 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) AS reinforcing; Horizontal reinforcing; None • � at None at inches o/c M"jk�,1�2-E- inches o/c 'Vertical OQOQ 0.000 in/ft 0.000 inZ/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 inZ/ft Mn 0.00 ft -kips . Horiz. AS min. 0.000 inZlft Check shear at base of wall; V" 0.511 kips/ft 3.060 kips/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; 2.28 feet Segment 2 Vertical reinforcing; AS 0.207 d 3.00 inches M, — ft -kips Override reinforcing and 'd' dimension; ❑ Override? Vertical #6 bars at &" 0inches olc ..:x AS 0.528 in21ft d�.`?9 00 inches 1 q3 Footing design; Toe length; 8``-0 inches Safety factor; 2.771 Heel length; ' Total footing length (L); 1.000 feet Soil pressure; 1.246 ksf 47004M, inches Allowable; ksf [A/2{ M-OTM/ W] Eccentricity (e); 0.261 Footing depth; inches ' Overturning and soil pressure; Ok! MDL min./OTM 2.771 [A/2{ M-OTM/ W] Eccentricity (e); 0.261 ' Consider ftg depth for gross OTM and sliding ? No [3'U2 -e] Resultant is within middle third of footing Design overturning moment (OTM); Allowed; 0.441 ft-kips/ft 1.500 ksf 0.019 Ignore footing weight when calculating soil pressure? 1.500 ksf Yes Check stability and soil pressure; . w Arm DLRM WOL 0.000 kips 0.750 feet 0.000 ft -kips WLL 0.500 kips 0.750 feet 0.375 ft -kips Segment 1 0.150 kips ..0.750 feet 0.113 ft -kips Segment 2 0.150 kips 0.750 feet 0.113 ft -kips ' Segment 3 0.000 kips 0.750 feet 0.000 ft -kips Soil 0.440 kips 1.500 feet 0.660 ft -kips. Keyway 0.025 kips 1.500 feet 0.038 ft -kips Footing 0.300 kips 1.000 feet 0.300 ft -kips WDL 1.065 kips MDL min. 1.223 ft -kips WDL + WLL 1.565 kips. MOL+Mu 1.598 ft -kips ' Check safety factor against overturning; Ok! MDL min./OTM 2.771 [A/2{ M-OTM/ W] Eccentricity (e); 0.261 '1-16; 0.333 L' ; 2.217 [3'U2 -e] Resultant is within middle third of footing Maximum soil pressure; Allowed; Minimum soil pressure; > 1.5 Ok! feet [A/2{ M-OTM/ W] feet feet [3'U2 -e] Allowed; 1.246 ksf 1.500 ksf 0.019 ksf 1.500 ksf [ Wtl/A + 6'Wtl'e/A^2 ] Footing reinforcement; Heel design; Vertical reinforcing stead ; 18 inches o/c a36'? Heel length; 1.000 feet Reinforcing #5 bars at inches o/c d;�'tni3 00 inches Load factor AS 0.103 in`/ft M„ 9.ex.�.5tta 0.374 ft -kips 'Tttx Imo5° ' V„ Heel 3.663 ft -kips 1.003 kips/ft 8.160 kips/ft (Concrete strength only) Toe design; ' Toe length; 0.500 feet Reinforcing; #5 bars at 18 inches o/c d; U ffio .� inches AS 0.207 in` /ft ' Max. soil pressure; At face of wall; 1.246 ksf 0.965 ksf Load factor MU 0.245 ft -kips 17T ; -" W, 7.214 ft -kips ' Vu Toe 0.939 kipslft 8:160 kips/ft (Concrete strength only) Longitudinal footing reinforcement; AS required = Area' .002 AS min. 0.576 in` " -2 #s bars • AS 0.620 in` 1 -610 i] Lateral sliding; RWp of wall . ' `base of wall Calculate WOt' fdCti Lateral sliding resista For class 5 soils; Lateral sliding resista Allowable lateral pas Consider footing for Lateral passive pres ' Net resistance provid Concrete slab at bas Slab thickness; ' Width of slab; Resistance provided Total resistance; Factor of safety; Shear key must prov Shear key provides; Calculate equivalent 1 Bearing pressure (p) Equivalent depth of s Allowable passive pr Allowable passive pr Shear key depth; Shear key thickness d M„„ Reinforcing in key; M I� 1 0.000 kips/ft Min. As 0.000 in` 0.301 kips/ft Nne o - at18” inches o/c N/a on coefficient; nce; 0.266 kips/ft nce 0.000 0.000 kips/ft Limited to; 0.533 max (0.5'Wdl) sive pressure 0.150 ksf/ft depth passive resistance? yes sure provided; 0.075 kips/ft [Footing only] ed by footing only; 0.341 kips/ft [Footing only] e of wall ? No • A 4 000' f inches feet El ignore lateral sliding by Inspection by slab; 0.000 kips/ft 0.341 kips/ft 1.135 No good! Shear key required! ide additional; 0.110 kips lateral resistance 0.123 kips lateral resistance depth of key due to overburden; 1 soil weight; hear key; 4.841 feet [Maximum 15'] essure; 0.726 ksf [at bottom of footing] essure; 0.751 ksf [at bottom of key] bye O _ inches inches inches Load factor 0.018 ft -kips WE 17x1 #5 bars at 36 inches o/c AS 0.103 in` /ft 2.73 ft -kips I� 1 IF % i _.... ...—�..���..�----•-•°'-ter Job; x04056 r Description;1 ' aragerage perimeter 6' retained General data; Wall construction; Concrete Configuration; Cantilevered —n r ILateral load type; Soil pressure Backfill slope; No slope Allowable design stresses; Soil; ' Class of materials (CBC); 14 User defined; Allowable bearing pressure; 1.500 ksf 2.500. ` ` ksf Allowable passive; 0.150 ksf/ft depth 0.250 -Iksf Lateral sliding coefficient; 0.250 Soil weight;f 0.1'0 kcf Increase allowed for seismiclwind; 1;.330 Applied? No Concrete; Masonry; , f, 2r500 , f ksi fm 1.500 ksi �_�_� Fy bow ksi Fy ksi FS 60��_ 24.00 ksi E, psi psi ES E29000000� psi m 28.235 Em 1125000 n 25.78 Unit weight kcf Unit weight 0.135 kcf IF % i (JO Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wdi Actual t (in) Actual d(in) Max. d(in) 1 0.000 to 2'..00 ;'' 0.150 6.000 3.000 3.688 2 2.000 to 6 OeeO.JJ..� N 0.300 6.000 3.000 3.688 3 0.000 to0'00' 0.000 0 0.000 0.000 Segment; b'd2 M(ft-kips) 1 108.00 1.353 2 108.00 0.441 3 0.00 0.000 Input user defined wall thickness; 000 '+ inches Override wall height for lateral sliding; .Mfeet feet ❑Override? Loading ' WpL Axial; x0000 kips/ft WLL Axial;5 0 . kips/ft Equivalent fluid pressure (EFP);0 x� 030 ; kcf ' Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance P(kips) Description to wall(ft) Surcharge height(ft) Vehicle��3 000° 0.505 feet ' Input surcharge height; °T, OUO,Ofeet Summary of lateral loads acting on wall (Cantilevered wall); ' w,at,,, at top of wall; w latera, at bottom of wall; 0.0152 klft 0.1952 k/ft W latera, at bottom of footing; 0.2252 k/ft Additional concentrated load at top of wall;::" 0'Q k/ft Load type; Wind Min. EFP for cantilevered walls designed for restraint;0:0, 55 kcf w lateral at top of wall; (Restrained wall); .0.028 k/ft w lateral at bottom of wall; (Restrained wall); 0.358 k/ft Uniform lateral load; 00000„g6 ksf Seismic/wind -So Concrete stem design " Load factor; _Y700 Segment 1 reinforcing; Factored design moment (M,); 2.300 ft -kips Max. allowable'd'; 3.688 inches d (in) AS Vertical reinforcing; #5 bars �� at . 7- � ��. �8mches o/c ��'�" sir . y3`000 2 0.207 in /ft Horizontal reinforcing; #s bars at NA inches o/c 0.248 inz/ft Temperature and shrinkage reinforcing; Vert. As min. 0.108 in'/ft Mn 2.56 ft -kips Horiz. AS min. 0.180 in'/ft Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Asmax. 0.481 inZlft Segment 2 reinforcing; Factored design moment (M,); 0.750 ft -kips Max. allowable'd'; 3.688 inches d (in) A., Vertical reinforcing; #s bars _ at 18 inches olc 3�`0 0 0.207 inZlft Horizontal reinforcing; #S bars � at • , ' ,� X15; s, inches o/c _, 0.248 in'/ft Temperature and shrinkage reinforcing; Vert. As min. 0.108 inz/ft Mn 2.564' .: ft -kips Horiz. As min. 0.180 in'/ft Segment 3 reinforcing; Factored design moment (Mv); 0.000. ft -kips Max. allowable'd'; 0.000 inches d (in) AS Vertical reinforcing; None at , 12 r inches o/c 0'� 0 0.000 in'/ft Horizontal reinforcing; None ,' at . ;2 inches o/c 0.000 inz/ft Temperature and shrinkage reinforcing; Vert. As min. 0.000 inz/ft Mn 0.00 ft -kips Horiz. AS min. 0.000 inz/ft Check shear at base of wall; V� 1.073 kips/ft 3.060 kips/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 Vertical reinforcing; AS 0.207. in' d 3.00 inches Mn -ft-kips Override reinforcing and 'd' dimension; ❑ override? Vertical #6 bars at j . 7 1PIMi inches o/c As 0.528 inz/ft d�ag:00RRinches Footing design; Toe length; aEr__0�00, inches Safety factor; 2.460 Heel length; 1.500 feet Soil pressure; 1.414 ksf Total footing length (L); �'.� t34 OU inches All ksf Footing depth; Y ;;12500y� inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No Design overturning moment (OTM); 1.353 ft-kips/ft Ignore footing weight when calculating soil pressure? res Check stability and soil pressure; w Arm DLRM WDL 0.000 kips 1.083 feet 0.000 ft -kips WLL 0.500 kips 1.083 feet 0.542 ft -kips Segment 1 0.150 kips 1.083 feet 0.163 ft -kips Segment 2 0.300 kips 1.083 feet 0.325 ft -kips Segment 3 0.000 kips 1.083 feet 0.000 ft -kips Soil 0.990 kips 2.083 feet 2.063 ft -kips Keyway 0.075 kips 2.333 feet 0.175 ft -kips. Footing .0.425 kips 1.417 feet 0.602 ft -kips WDL 1.940 kips MDL min. 3.327 ft -kips WDL +WLL 2.440 kips MDL+MLL 3.869 ft -kips Check safety factor against overturning; MDL min./OTM 2.460 > 1.5 Ok! Eccentricity (e); 0.386 feet (A/2-( M-OTM/ WJ U6; 0.472 feet U ; 3.093 feet [3'U2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.414 ksf 1.500 ksf ( Wtl/A +6'Wtl'e/A^2 J Minimum soil pressure; 0.008 ksf 1.500 ksf . 31 Footing reinforcement; Heel design; Vertical reinfo 18 inches o/c Heel length; 1.500 feet Reinforcing #5 bars at inches o/c. d;inches ZU Load factor A., 0.103 in/ft M, 1.262 ft -kips p, 3.663 ft -kips Vu Heel 2.066 kips/ft On 8.160 kips/ft (Concrete strength only) Toe design; Toe length; 0.833 feet Reinforcing; #5 bars at 18 inches o/c d;70—PIN inches A, 0.207 in/ft Max. soil pressure; 1.414 ksf At face of wall; 1.033 ksf Load factor MU 0.760 ft -kips LA�XNv1I7,`:f OMS 7.214 ft -kips Vu Toe 1.734 kips/ft OV„ 8.160 kips/ft (Concrete strength only) Longitudinal footing reinforcement, A, required = Area' .002 A, min. 0.816 in' A, 0.930 in' k 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Lateral sliding; • Rr000fwg 0.000 kips/ft Min. AS 0.000 in Rnaw m Win 0.631 kipslft None - at inches o/c N/a Calculate Wog' friction coefficient; Lateral sliding resistance; 0.485 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.970 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 kips/ft [Footing only] Net resistance provided by footing only; 0.560 kipslft [Footing only] Concrete slab at base of wall ? No Slab thickness; 4'.000 inches Width of slab;12;000Q feet ❑ Ignore lateral sliding by inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.560 kips/ft Factor of safety; 0.888 No good! Shear key required! Shear key must provide additional; 0.386 kips lateral resistance Shear key provides; 0.486 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 6.225 feet [Maximum 15] Allowable passive pressure; 0.934 ksf [at bottom of footing] Allowable passive pressure; 1.009 ksf [at bottom of key] Shear key depth; `'fi 00E Shear key thickness; 1,12.00,. Inches inches d 4"zr s, �' �y,, 6 00 inches Load factor Mo 0.209 ftkips: , X1 -7, Reinforcing in key; #5 bars at 36 inches o/c As 0.103 in` /ft Mn 2.73 ft -kips 33 ' Job; ;04 056 W'' Description; Garage:perimeter -8: retained ' • General data; Wall construction; concrete ' Configuration; Cantilevered I I Lateral load type; Soil pressure ' Backfill slope; No slope n Allowable design stresses; Soil; Class of materials (CBC); 14 User defined; Allowable bearing pressure; 1.500 ksf 2. ksf Allowable passive; 0.150 ksflft depth '0:250' `, � ksf Lateral sliding coefficient; _ 0.250_ 0.350 ' Soil weight; r 0.110 kcf Increase allowed for seismic/wind; 1:330 Applied? No Concrete; _ Masonry; 'Pr 2:500,ksi fm 1.500 ksi FY 160 1 ksi Fy 60 ksi Fs 24.00 ksi Es E29000000; Psi ES 29000000 psi ' m 28.235 E, 1125000 0-90-0-7 n 25.78 Unit weight A.150 ,j kcf Unit weight 0.135 kcf 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 to400 0.400 s.000 5.500 5.688 2 4.000 to 00 0.400 1 a Sy.3`�: s.000 4.000 5.688 3 0.000 to y Ox00 ��* 0.000 ��" 0 0.000 0.000 Segment; b'd2 M(ft-kips) 1 363.00 3.045 2 192.00 0.441 3 0.00 0.000 Input user defined wall thickness; inches Override wall height for lateral sliding;1700' ' feet ❑ override? 1 1 1 1 1 1 1 3( Loading WDL Axial; 0°'000 kips/ft WLL Axial; T511100 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) ffik 2 O ,q Vehicle be< 3 000 0.505 feet Input surcharge height; feet Summary of lateral loads acting on wall (Cantilevered wall); ' w lateral at top of wall; w lateral at bottom of wall; 0.0152 k/ft . 0.2552 k/ft w taterat at bottom of footing; 0.2852 k/ft Additional concentrated load at top of wall;0<Qy0.0y klft Load type; Wind ' Min. EFP for cantilevered walls designed for restraint; 9 • ' ,: .' r � kcf . w lateral at top of wall; (Restrained wall); 0.028 k/ft w lateral at bottom of wall; (Restrained wall); 0.468 k/ft - Y" Uniform lateral load; 0; ksf Seismic/wind 1 3=� 1 Concrete stem design ' Load factor;1700 Segment 1 reinforcing: Factored design moment (M,); 5.176 ft -kips^ ' Max. allowable'd'; 5.688 inches d (in) AS Vertical reinforcing; #s bars ' at ,, ,inches olc500'� �� 0.413 in/ft Horizontal reinforcing; Temperature and shrinkage reinforcing; #5 bars - at MIpe, " inches o/c 0.248 inZ/ft Vert. k min. 0.144 int/ft Mn 9.33 ft -kips Horiz. AS min. 0.240 inZ/ft ' Check if wall is overreinforced; Pb 0.018 0.75pb 0.013 Asmax. 0.882 int/ft ' Se_gment 2 reinforcing; Factored design moment (M,); 0.750 ft -kips Max. allowable'd'; 5.688 inches d (in) AS ' Vertical reinforcing; Horizontal reinforcing; #5 bars at #5 bars • at .. 18 inches o/c 15 inches o/c �;e 5, 4 ,600 , , 0.207 int/ft 0.248 in'/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.144 inZ/ft Mn 3.494+ , ft -kips ' Horiz. As min. 0.240 inZ/ft Segment 3 reinforcing Factored design moment (M,); 0.000 ft -kips ' Max. allowable'd'; 0.000 inches d (in) AS Vertical reinforcing; at "I"M o/c' ,•12��0 0 0.000 in Z/ ftches Horizontal reinforcing; None at 12 inches o/c 0.000 in21ft ' Temperature and shrinkage reinforcing; Vert. AS min. 0.000 inZlft M,, 0.00 ft -kips Horiz. AS min. 0.000 inZ/ft Check shear at base of wall; ' V� 1.838 �Vn 5.610 kips/ft kips/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 4.00 inches M',- ft -kips ' Override reinforcing and'd' dimension; ❑ Override? Vertical #6 bars at :-' 0 < inches o/c e au5wi S As 0.528 inZ/ft ' d900 inches y Footing design; 3� u Toe length; �;1;;600� inches Safety factor; 2.468 Heel length; 1.833 feet Soil pressure; 1.441 ksf Total footing length (L); a=46 00{ inches Allowable; ksf ' Footing depth; X12 00`x' inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No ' Design overturning moment (OTM); 3.045 ft-kips/ft Ignore footing weight when calculating soil pressure? res • Check stability and soil pressure; ' w Arm DLRM WDL 0.000 kips 1.667 feet 0.000 ft -kips Wry 0.500 kips 1.667 feet 0.833 ft -kips ' Segment 1 0.400 kips 1.667 feet 0.667 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 1.613 kips 2.917 feet 4.706 ft -kips ' Keyway 0.113 kips 3.333 feet 0.375 ft -kips, Footing 0.575 kips 1.917 feet 1.102 ft -kips WDL 3.101 kips Mpg min. 7.516 ft -kips' t WDL +Wu 3.601 kips MDL+Mu 8.349 ft -kips - Check safety factor against overturning; ' Mpg min./OTM 2.468 > 1.5 Ok! Eccentricity (e); 0.444 feet [A/2{ M-OTM/ W] U6; 0.639 feet L' ; 4.419 feet [3'U2 -e] ' Resultant Is within middle third of footing Allowed; Maximum soil pressure; 1.441 ksf 1.500 ksf [ Wll/A +6'Wtl'e/A"2 ] Minimum soil pressure; 0.137 ksf 1.500 ksf _�I Footing reinforcement; Heel design: Vertical reinforcin spacin ; 9 inches o/c Heel length; 1.833 feet Reinforcing Jts bars ] at8� ° jE inches o/c d; inches . Load factor AS 0.207 in` /ft M„ 2.514 ft -kips? .; On 7.214 ft -kips Vu Heel 3.210 kips/ft �V, 8.160 kips/ft (Concrete strength only) Toe design: ' Toe length; 1.333 feet Reinforcing; #5 bars at 9 inches o/c d; vet kO F-:linches aR,�B 000 g A S 0.413 in`/ft Max. soil pressure; 1.441 ksf At face of wall; 1.007 ksf Load factor M„ 1.959 ft -kips v ` . "1 M7 ' On 13.976 ft -kips Vu Toe 2.774 kips/ft ' 8.160 kips/ft (Concrete strength only) ' Longitudinal footing reinforcement; AS required = Area' .002 AS min. 1.104 in'NMI .. 4 " #s bars • AS 1.240 in` 1 - 1 ' 1 1 t :. y.o ' Lateral sliding; Rt,.Iwao 0.000 kips/ft Min. A, 0.000 In Rbaz80IW,� 1.081 kips/ft None at 18 incheso/c Nla Calculate Wot' friction coefficient; Lateral sliding resistance; 0.775 kips/ft ' For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 1.550 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth ' Consider footing for passive resistance? ii -F-1 Lateral passive pressure provided; 0.075 kips/ft [Footing only] Net resistance provided by footing only; 0.850 kips/ft [Footing only] Concrete slab at base of wall ? Slab thickness; 75,�;4 000 No inches Width of slab; 3:000 feet ❑ Ignore lateral sliding by Inspection Resistance provided by slab; 0.000 kips/ft Total resistance; 0.850 kips/ft ' Factor of safety; 0.786 No good! Shear key required! Shear key must provide additional; 0.772 kips lateral resistance Shear key provides; 0.869 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 7.354 feet [Maximum 15'1 Allowable passive pressure; 1.103 ksf [at bottom of footing] 1 Allowable passive pressure; 1.216 ksf [at bottom of key] Shear key depth; B9�00 �, inches Shear key thickness;OO�M; > inches ' d 6:0,'0 ` - inches Load factor Y17. M„ 0.563 ft -kips Reinforcing in key; #5 bars at 18 inches o/c A, 0.207 in` /ft 1 M„ 5.35 ft -kips ' Job; €�-056 ,', Description; LGaragepenmeter�9retalned' "�_=. �Y�_Y General data; Wall construction; Concrete Configuration; Cantilevered ' Lateral load type; [Soil pressure Backfill slope; No slope ! Allowable design stresses; ' Soil; Class of materials (CBC); 14 User defined; Allowable bearing pressure; 1.500 ksf 2" ksf ! Allowable passive; 0.150 ksf/ft depth 0 250 ksf Lateral sliding coefficient; 0.250 0.350a ` Soil weight; ,0.110 kcf ' Increase allowed for seismic/wind; 1.330 Applied? No Concrete; Masonry; Pc F : OO ksi Pm 1.5Q0 ksi FY 60 _ ksi Fy 60 _ - ksi FS 24.00 ksi ! ES [ 2X�9000000i psi Es [.7 000 psi m 28.235 J Em 1125000 F776:0-077 n 25.78 ! Unit weight 0.150 kcf Unit weight 0:13 kcf 1 q2. 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 �4, 00 0.400 a.000 5.500 5.688 2 4.000 to 93.00"' " 0.500 e.aoo 4.000 5.688 3 0.000 to o 00 0.000 0 0.000 0.000 Segment; b*d2 M(ft-kips) 1 363.00 4.259 2 192.00 0.814 3 0.00 0.000 Input user defined wall thickness; inches Override wall height for lateral sliding; % 0:00.. � ; ; feet ❑ Override? 1 Loading WpL Axial; ���0 000�"�fl��% kips/ft WLL Axial; 0500"skipslft . Equivalent fluid pressure (EFP); 030x kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge ' P(kips) Description to wall(ft) height(ft) "2 000" Vehicle 3 OOOn"i 0.505 feet ' Input surcharge height;OQOOfeet Summary of lateral loads acting on wall (Cantilevered wall); w,atef�i at top of wall; 0.0152 klft ' w ia,e�, at bottom of wall; 0.2852 klft w1a1e�, at bottom of footing; r-. 0.3152 k/ft Additional concentrated load at top of wall; 0 000 k/ft Load type; wind Min. EFP for cantilevered walls designed for restraint;, 0!' kcf w lateral at top of wall; (Restrained wall); 0.028 klft ' w lateral at bottom of wall; (Restrained wall); 0.523 klft Uniform lateral load; 00000 fl ksf Seismic/wind z.. „1.� . I Concrete stem design Load factor;� ` @701 ' 2.847 Factored design moment (Mu); 1.384 ft -kips 4.840 Segment 1 reinforcing; Factored design moment (M,); 7.240 ft -kips 5.688 inches Max. allowable'd'; 5.688 inches AS d (in) As Vertical reinforcing; #5 bars at 9�w�inches o/c:1r5 4 500. 34; 0.413 in /ft Horizontal reinforcing; #5 bars at �5,�inches olc Horizontal reinforcing; 0.248 in2/ft Temperature and shrinkage reinforcing; ��', inches olc �: Vert. As min. 0.144 in2/ft Mn 9.33 ft -kips Horiz. AS min. 0.240 in2/ft Vert. As min. 0.144 Check if wall is overreinforced; Mn 3.494' . ft -kips Pb 0.018 0.75pb 0.013 Asmax. 0.882 in21ft Segment 2 reinforcing; 2.847 Factored design moment (Mu); 1.384 ft -kips 4.840 ft -kips Max. allowable'd'; 5.13" 5.688 inches Vertical reinforcing; AS d (in) . AS d Vertical reinforcing; inches #5 bars at _ ft -kips ','r 18 inches o/c r li! I 14 A"PZ 4 000 0.207 2 in /ft Horizontal reinforcing; #s bars at ��', inches olc �: 0.248 in2lft Temperature and shrinkage reinforcing; Vert. As min. 0.144 in2/ft Mn 3.494' . ft -kips Horiz. As min. 0.240 in2/ft Segment 3 reinforcing; Factored design moment (M,); 0.000 ft -kips Max. allowable'd'; 0.000 inches d (in) As Vertical reinforcing; None at7�11 inches o/cOY000 0.000 in2/ft Horizontal reinforcing; None at inches o/c 0.000 in2/ft Temperature and shrinkage reinforcing; Vert. AS min. 0.000 in2/ft M,, 0.00 ft -kips Horiz. As min. 0.000 in2/ft Check shear at base of wall; V,, 2.297 kips/ft #„ 5.610 kips/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; 5.13" feet Vertical reinforcing; AS 0.207 in' d 4.00 inches Mn _ ft -kips Override reinforcing and 'd' dimension; ❑ Override? Vertical #s bars at �"� 07.5%., IA inches o/c Segment 2 Ab 0.528 in2/ft d n,' 00 inches H q� Footing design; ' Toe length; Bs.8`00 inches Safety factor; 2.867 Heel length; 2.500 feet Soil pressure; 1.425 ksf ' Total footing length (L); Footing depth; 8 ,56 6,-7,R inches Allowable; ksf X12:0inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? No Design overturning moment (OTM); 4.259 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes • ' Check stability and soil pressure; w Arm DLRM WOL 0.000 kips 1.833 feet 0.000 ft-kips WLL 0.500 kips 1.833 feet 0.917 ft-kips ' Segment 1 0.400 kips 1.833 feet 0.733 ft-kips Segment 2 0.500 kips 1.833 feet 0.917 ft-kips Segment 3 0.000 kips 1.833 feet 0.000 ft-kips Soil 2.475 kips 3.417 feet 8.456 ft-kips Keyway 0.113 kips 4.167 feet 0.469 ft-kips Footing 0.700 kips 2.333 feet 1.633 ft-kips ' WoL 4.188 kips MOL min. 12.208 ft-kips ' WOL ' WLL 4.688 kips MOL+MLL 13.125 ft-kips Check safety factor against overturning; MOL min./OTM 2.867 > 1.5 Ok! Eccentricity (e); 0.442 feet [A/24 M-OTM/ WJ U6; 0.778 feet ' U ; 5.674 feet [3'U2-e) Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.425 ksf 1.500 ksf [ Wtl/A +6'Wtl'e/A"2 ] ' Minimum soil pressure; 0.284 ksf 1.500 ksf q� Footing reinforcement; Heel design: Vertical reinforcin s acin ; 9 inches o/c Heel length; 2.500 feet Reinforcing #5 bars at ~ ..1,, inches o/c d; 0minches Load factor A, 0.207 in`/ft M,, 5.259 ft -kips _i7 �M„ 7.214 ft -kips V. HId 4.845 kips/ft �V, 8.160 kips/ft (Concrete strength only) Toe design: Toe length; 1.500 feet Reinforcing; #5 bars at 9 inches o/c d; ,�8'.Ol)Q� •., : inches AS 0.413 in` /ft Max. soil pressure; 1.425 ksf At face of wall; 1.048 ksf Load factor M,, 2.485 ft-kips1Y7 r& .f`.: On 13.976 ft -kips Vu Toe 3.154 kips/ft 8.160 kips/ft (Concrete strength only) Longitudinal footing reinforcement: A, required = Area' .002 SAS min. 1.344 int A., 1.550 in` ILateral sliding; Rt000fwall . 0.000 kips/ft Min. A. 0.000 In` Rtasoofwall 1.351 kips/ft None at inches o/c N/a I Calculate WpL' friction coefficient; Lateral sliding resistance; 1.047 kips/ft For class 5 soils; ' Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 2.094 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 kips/ft [Footing only] Net resistance provided by footing only; 1.122 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness;x4000inches ' Width of slab;nr+12;OQQ feet ❑ Ignore lateral sliding by inspection . Resistance provided by slab; 0.000 kips/ft Total resistance; 1.122 kips/ft ' Factor of safety; 0.830 No good! Shear key required! Shear key must provide additional; 0.905 kips lateral resistance Shear key provides; 0.960 kips lateral resistance Calculate equivalent depth of key due to overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 8.157 feet [Maximum 151 Allowable passive pressure; 1.224 ksf [at bottom of footing] Allowable passive pressure; 1.336 ksf [at bottom of key] f Shear key depth; inches inches Shear key thickness;12 00 inches d> M ..; .'' �_6, �Oau$�''" inches 0.621 ft -kis Load factor x115} Reinforcing in key; #5 bars at 18 inches o/c As 0.207 in` /ft Mn 5.35 ft -kips 1 1 1 1 1 STRUCTURA CALCULATIO Structural calculations for: Residence for: Jack and Jean Headley Yankee Hill, California Job 04-056 Dsa APR 0 6 2005 Frank M. Glazewski . architect Structural designer 3045 Ceres Avenue Suite 135 Chico, California 95973 Tel (530) 3434630 Fax (530) 893-0532 BUTTE COUNTY BUILDING DIVISION SCET FEB 10 2005 ML.L DAN I -t j }" ^�nz�>;� >,� ��P"; �T� :�r.� ;`..-.y"��•.r .p';"""' -... ..."rre"'-^`-5'..-" _ t•n•� � p f.. �G t �� a'dl �D;610h.,data Wind loading; Basic wind speed; 75mph Exposure; I s Design method; I Normal force method Structure category; Enclosed I—I Seismic; Seismic zone; 13 Iv I Gravity loading; Roof assemblies; DL LL Typical roof —� 0.014 0.037 N/a 0.000 0.000 N/a 0 0.000 0.000 Floor/misc. assemblies; Floor - carpet 17 1 0.012 0.040 N/a L71 0.000 0.000 >' N/a n 0.000 0.000 Wall assemblies; Framed wall - wood finish 0.010 N/a I 1 0.000 N/a 0.000 1 1 1 1 1 1 L N ' Soil FS Edata,r � � •l. x14. �'.',,, Z N 'Y. ! � i+'.' Reference table 18 -I -A 1997 UBC Soil weight: OYt kcf ' Soil classification; 4 Sand, silty sand, clayey sand, silty gravel and clayey gravel 11 Input data for user defined classification; Description; Allowable bearing pressure,=0 000"ksf' •_'�. ' Max. allowable pressure; Y f xJ 2�n a.i`..al..,,�,� ii..stR..'.,�,: ,n�a.,...[3S_ 0.000. ksf Increase for depth; . ;0:000?'; ksf/ft depth ' Increase for width; (0 000 ksf/ft width Friction coefficient; ;0.000 Lateral bearing (passive);;=0 000' ksf/ft. of depth below grade Increase for wind/seismic; 0"000 Include footing weight when calculating soil pressure ? yes *�So�r� Allowable bearing pressure; 1.500 ksf ' Max. allowable pressure; 0.000 ksf Increase for depth; 0.300 ksf/ft depth ' Increase for width; Friction coefficient; 0.300 ksf/ft width 0.250 Lateral bearing (passive); 0.150 ksf/ft. of depth below grade Increase for wind/seismic; ET— Frictional resistance; 0.000 ksf 11 ,-,- tuw w „i zx WSW 000 0 0 ' •- N n, -r "I N N N N N �r J t 1 1 1 1 wa,:-0 (-1 Icsf 2xl ���# Z sem' w�• `��( Z x %drg z R o, f4 e vs J vin 01( n V O a "U11 Spa P, �-co 1 IWood joists - allowable span 1 DescriptionRoof rafters; 625 ,, :': Member thickness Maximum allowable spans 1.500 inches Loading data Member width General data 7.250 Dead load f,,"`0 014: 'I ksf Load duration factor 1.15 Live load 0 x037 ksf Joist spacing ' 24:00 :' (inches in . Area (A) Total load 0.051 ksf Repetitive ? IYes Tributary load 0.102 klf 47.63 in' 36.00 ';: Wet use? No Concentrated load '0000 kips Eq. uniform load 0.000 klf Member data Member used; W No 2 n 625 Species; DFL - No 2 Member thickness Maximum allowable spans 1.500 inches Member width 11.0>3 7.250 inches ❑ Manual input 15.53 Section modulus (S) f „ ' a a X 13.14 in312 00 in 6TL > 0.592 inches Area (A) 10.88 in z ^ ';12 00 in z in Moment of inertia (1) 47.63 in' 36.00 ';: in Lumber design values 8LL 0.194 inches Base values, Maximum allowable span at 95% (U240) 10.52 feet SpecieslGrad � a feet Maximum allowable span at 95% (U600) 9.22 feet DFL - No 2 900 575 95 625 1350 1600000 Size factor C, 1.200 (Apply to Fb) Size factor C, 1.200 (Apply to F,) Size factor C, 1.050 (Apply to FJ Repetitive member factor C, 1.150 Wet use factors; CM 1.000 1.000 1.000 1.000 1.000 1.000 Adjusted values; Spec�eslGrade +,a . w . Fb *.> �. F, .<d .77, ,1,7F DFL - No 2 1428 690 109 625 1418 1600000 Maximum allowable spans Max. span as limited by: Bending 11.0>3 feet Shear 15.53 feet f „ ' a a X Total load deflection (U240) 11.84 feet 6TL > 0.592 inches Live load deflection (U360) 11.51 feet 8LL 0.383 inches Live load deflection (U600) 9.71 feet 8LL 0.194 inches Maximum allowable span at 95% (U240) 10.52 feet Maximum allowable span at 95% (U360) 10.52 feet Maximum allowable span at 95% (U600) 9.22 feet q,i It L Wood oists - allowable span Description Woof rafters Species; DFL - No 2 ' Member thickness 1.500 inches Loading data General data Member width Dead load ? H14 ` -i ksf Load duration factor 1.15 Live load} 0.037 .g ksf Joist spacing ' �',`.-24.,00,...',,J inches Total load R.-_.. 0.051 ksf Repetitive ? IYes Moment of inertia (1) Tributary load 0.102 klf °36 00 ;`' in ' Wet use? No ' Concentrated load000,;: ; kips Eq. uniform load 0.000 kif Member data Member used; 2x12 No z Species; DFL - No 2 ' Member thickness 1.500 inches Member width 11.250 inches O Manual input Section modulus (S) 31.64 in' '12.0,01- in3 ' Area (A) 16.88 int =:.12 00 ;. in Moment of inertia (1) 177.98 in' °36 00 ;`' in ' Lumber design values Base values; 'Spec s/Gradek�a > ;Fb ° Ftp ' s s «w,s. _.;rs✓:,.ic .. .t ,.w.,..m:wx. .....1rs,.. . DFL - No 2 900 ,:�tX. ,.,ofx,.�...r.:.. 575 �..._.., 95 .�-..,.... :.� �..�,..d..,.._.�d 625 1350 1600000 Size factor Cf 1.000 (Apply to Fb) Size factor Cf 1.000 (Apply to FO Size factor Cf 1.000 (Apply to FJ Repetitive member factor Cr 1.150 Wet use factors; FbFf f 2 F� , . Fel E ' CM 1.000 1.000 1.000 1.000 1.000 1.000 Adjusted values; 'S eaeslGrade p _ Ftp . F�� Fel Fra EE DFL - No 2 1190 575 109 �' �.._ _r 625 1350 1600000 Maximum allowable spans Max. span as limited by: Bending 15.69 feet Shear 24.10 feet Total load deflection (U240) 18.37 feet ' BTL > 0.919 inches Live load deflection (U360) 17.86 feet 6LL 0.595 inches Live load deflection (1-1600) 15.07 feet 6LL 0.301 inches Maximum allowable span at 95% (U240) 14.90 feet Maximum allowable span at 95% (U360) 14.90 feet Maximum allowable span at 95% (U600) 14.31 feet .s ,Typical roof rafters TJ-Beai„®6.16SerialN"mb 85a"m` 1 3/4" x 117/8 1.9E Microllam® LVL n 24" o/c V User: 2 2/32005 9:13:15 AM Page 1 Engine Version: 1.16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN ' CONTROLS FOR THE APPLICATION AND LOADS LISTED ' -Deflection Criteria: STANDARD(LL:U240,TL:U180). -Allowable moment was increased for repetitive member usage. Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. / Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -(Minimum cut length) = (Overall horizontal length) x 1.202 + 7 15/16" 1 PROJECT INFORMATION: Headley 'Copyright ° 2004 by True Joist, a Weyerhaeuser Business Microllam® is a registered trademark of True Joist. OPERATOR INFORMATION: Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive Chico, CA 95973 Phone: 530-343-4640 Fax :530-894-8164 frankgla@pacbell.net Member Slope: 8.12 Roof Slope8.12 F_ Elm;a l 18.3" ' All dimensions are horizontal. LOADS: Product Diagram is Conceptual. Analysis is for a Joist Member. Primary Load Group - Roof (psf): 37.0 Live at 125 % duration, 14.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Length Live/Dead/UpliftfTotal 'Width 1 Stud wall 3.50" 3.50" 675 / 307 / 0 / 982 R1: Blocking 1 Ply 1 3/4" x 11 7/8" 1.9E Microllam® LVL 2 Stud wall 3.50" 3.50" 675 / 307 / 0 / 982 R1: Blocking 1 Ply 1 3/4"x 11 7/8" 1.9E Microllam® LVL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): R1: Blocking ' DESIGN CONTROLS: Maximum Design Control Control Location (Ibs) 960 -862 4936 Passed (17%) Rt. end Span 1 under Roof loaning 'Shear Vertical Reaction (lbs) 960 960 2603 Passed (37%) Bearing 2 under Roof loading Moment (Ft -Lbs) 4280 4280 11601 Passed (37%) MID Span 1 under Roof loading Live Load Defl (in) 0.541 1.072 Passed (U475) MID Span 1 under Roof loading Total Load Defl (in) 0.788 1.429 Passed (U327) MID Span 1 under Roof loading ' -Deflection Criteria: STANDARD(LL:U240,TL:U180). -Allowable moment was increased for repetitive member usage. Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. / Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -(Minimum cut length) = (Overall horizontal length) x 1.202 + 7 15/16" 1 PROJECT INFORMATION: Headley 'Copyright ° 2004 by True Joist, a Weyerhaeuser Business Microllam® is a registered trademark of True Joist. OPERATOR INFORMATION: Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive Chico, CA 95973 Phone: 530-343-4640 Fax :530-894-8164 frankgla@pacbell.net �J z (� Typical roof rafters TJ-Bean,®6.16SerialN"mba'�`o�1;�858 1 3/4" x 11 7/8" 1.9E MicrollamO LVL n 24" o/c V User: 2 2/3/2005 9:13:15 AM Paget Engine Version: 1. 16.5 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 17' 10.00" Max. Vertical Reaction Total (lbs) 982 982 Max. Vertical Reaction Live (lbs) 675 675 Selected Bearing Length (in) 3.50(W) 3.50(W) ' Max. Unbraced Length (in) 88 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) 270 -270 Max Shear (lbs) 300 -300 Member Reaction (lbs) 300 300 Support Reaction (lbs) 307 307 Moment (Ft -Lbs) 1338 ' Loading on all spans, LDF = 1.25 1.0 Dead + 1.0 Floor + 1.0 Roof Design Shear (lbs) .862. -862 Max Shear (lbs) 960 -960 Member Reaction (lbs) 960 960 Support Reaction (lbs) 982 982 Moment (Ft -Lbs) 4280 Live Deflection (in) 0.541 Total Deflection (in) 0.788 I PROJECT INFORMATION: Headley Copyright ° 2004 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of True Joist. OPERATOR INFORMATION: Frank Glazewski Frank M Glazewski - Architect 21 Delaware Drive Chico, CA 95973 Phone: 530-343-4640 Fax :530-894-8164 frankgla@pacbell.net I rae bo-cA-, V'," i tw W tij z.=z U) u> W r. 0 0 t oc w N V C7 N f! C1 N N hl, 1 I Wood joists - allowable span Description Roof rafteis at porch �, z Loading data Dead load Live load Total load Tributary load (, 0 014f ksf 0 037, ksf 0.051 ksf 0.102 kif General data Load duration factor 1.15 Joist spacing 24:Q0 inches Repetitive ? Yes Wet use? No ' Concentrated load Eq. uniform load Member data E O kips 0.000 klf 625 1350 1600000 Size factor C, Member used; 2xlo No 2 (Apply to Fb) Species; DFL - No 2 Size factor C, Member thickness 1.500 inches feet Size factor C, Member width 9.250 inches ❑ Manual input Repetitive member factor C, Section modulus (S) 21.39 in'1t 2 00: , in ' Area (A) . 13.88 int `12 004 `: in2 BLL 0.248 inches Moment of inertia (1) 98.93 in' 36 0,0' t' in° ' Lumber design values 12.85 feet Maximum allowable span at 95% (U600) Base values: feet DFL - No 2 900 575 95 625 1350 1600000 Size factor C, Max. span as limited by: 1.100 (Apply to Fb) Bending Size factor C, feet 1.100 (Apply to FO feet Size factor C, 15.11 1.000 (Apply to Fr) Repetitive member factor C, Live load deflection (1,1360) 1.150 feet OLL 0.489 inches Wet use factors; CM Fb Ft ' -4 1.000 1.000 1.000 1.000 Live load deflection (U600) 1.000 1.000 feet BLL 0.248 inches Maximum allowable span at 95% (U240) DFL - No 2 1309 633 109 625 1350 1600000 Maximum allowable spans Max. span as limited by: Bending 13.53 feet Shear 19.81 feet Total load deflection (U240) 15.11 feet BTL > 0.755 inches Live load deflection (1,1360) 14.68 feet OLL 0.489 inches Live load deflection (U600) 12.39 feet BLL 0.248 inches Maximum allowable span at 95% (U240) 12.85 feet Maximum allowable span at 95% (U360) 12.85 feet Maximum allowable span at 95% (U600) 11.77 feet i w f . u.9 r•. w-3,3Y -L -oI4) �r C� 1 , 1 Z+ w 1 Tl Z Sof 1 (I q12 4-I) . OfLi f (.alo) = A 4Z r-/. 1 cvA = I `4'2+1 ,0 3 C 1` 1 Title: Dsgnr: Description Job # Date: 9:49AM, 3 FEB 05 L ' Scope Rev: 560000 User. KW -0604815, Ver 5.6.0, 2 -Se' -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 yAheadley.ecw:Calwlations ' Description R13-1 Span= 5.50ft, Beam Width = 1.750in x Depth ' General Information Section Name MicroLam: 1.75x11.87 Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 5.50 ft ...Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft 0.215 Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft ' Member Type Bm Wt. Added to Loads Load Dur. Factor 1.150 Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Maximum Moment ' Beam End Fixity Pin -Pin Wood Density 35.000pcf Fc Allow 750.0 psi E 1,900.0ksi ' Full Length Uniform Loads Allowable - 1 Center DL Left Cantilever DL 96.00 #/ft LL 254.00 #/ft #/ft LL #/ft Right Cantilever DL #/ft LL #/ft at 2.750 ft Shear: ' Oummary IBeam Design OK Span= 5.50ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.215 : 1 Maximum Moment 1.3 k -ft Maximum Shear' 1-.5. 1.5 k ' Allowable 10.2 k -ft Allowable 6.8 k Max. Positive Moment 1.34 k -ft at 2.750 ft Shear: @ Left 0.98 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.98 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.007in Max. Mallow 10.25 Reactions... @ Right 0.000in ' fb 391.70 psi Fb 2,990.00 psi fv 70.48 psi Left DL 0.28 k Fv 327.75 psi Right DL 0.28 k Max Max 0.98 k 0.98 k Deflections - Center Span... Dead Load . Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.016 in Deflection 0.000 in 0.000 in ...Location 2.750 ft 2.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 14,719.5 4,189.31 Right Cantilever... t Camber ( using 1.5 • D.L. @ Center DO ) ... 0.007 in. Deflection ...Length/Deft 0.000 in 0.0 0.000 in 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.444 Le 0.000 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 1.34 k -ft 5.39 in3 2,990.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.46 k 1.46 k Area Required 4.469 in2 4.469 in2 Fv: Allowable 327.75 psi 327.75 psi Bearing @ Supports Max. Left Reaction 0.98 k Bearing Length Req'd 0.744 in Max. Right Reaction 0.98 k Bearing Length Req'd 0.744 in (t Title : Job # Dsgnr: Date: 9:51AM, 3 FEB 05 Description Scope: ' Rev: 560000 User: KW -0604815, Ver 5.6.0.2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 y:theadley.ecw:Calculations ' Description R13-2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Center Span 5.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ...Lu 0.00 It Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.00Opcf E 1,600.0ksi ' Full Length Uniform Loads Center DL 172.00 #/ft LL 296.00 #/ft Left Cantilever Right Cantilever DL DL #/ft LL #/ft #/ft LL #/ft ' Summary IBeam Span= 5.50ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Design OK Max Stress Ratio 0.706 : 1 Maximum Moment' 1.8 k -ft Maximum Shear * 1.5 2.0 k Allowable 3.1 k -ft Allowable ''' - 11 2.8 k Max. Positive Moment 1.79. k -ft at 2.750 ft Shear: @ Left 1.30k Max. Negative Moment 0.00 k -ft at 5.500 ft @ Right 1.30 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.031 in Max. M allow fb 701.71 psi Fb 1,207.50 psi 3.09Reactions... fv 77.08 psi Left DL 0.49 k Fv 109.25 psi Right DL 0.49 k @ Right Max Max 0.000 in 1.30 k S 1.30 k g Ok' Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection ...Location -0.021 in 2.750 ft -0.055 in Deflection 2.750 It ...Length/Deft 0.000 in 0.0 0.000 in 0.0 ...Length/Deft 3,199.7 1,202.29 Right Cantilever... Camber( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in ' @ Center @ Left 0.031 in 0.000 in ...Length/Deft 0.0 0.0 @ Right 0.000 in Stress Calcs 1 Bending Analysis Ck 32.339 Le 0.000 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.200 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 1.79 k -ft 17.82 in3 1,207.50 psi ' @ Left Support 0.00 k -ft 0.00 in3 1,207.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,207.50 psi Shear Analysis Design Shear @ Left Support 1.96 k @ Right Support 1.96 k Area Required 17.903 in2 17.903 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction 1.30 k Bearing Length Req'd 0.596 in ' Max. Right Reaction 1.30 k Bearing Length Req'd 0.596 in Fg-3 i VjJ)s Z(,oly)= 0Zgr-r' r IZ"ZS r Wr P� vet w� Ti z je,e ► N. 01H4- oro LJ 2-4-1) Z+r) .o3?- /L3 -Z (p PZILP je,e ► N. ' Trapezoidal Loads Title : Dsgnr: Description Scope Job # Date: 10:11AM, 3 FEB 05 Max Stress Ratio Rev: 560000 User KW 0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam Page 1 LL @ Left (c)1983-2002 ENERCALC Engineering Software Start Loc yAheadley.ecw:Calculations ' Description RB -3 28.00 #/ft LL @ Right 74.00 #/ft End Loc 4.000 It Allowable #2 DL @ Left 92.00 #/ft ' General Information Start Loc Calculations are designed to 1997 NDS and 1997 UBC Requirements ' Section Name Prllm: 3.5x11.875 Center Span 17.75 It .....Lu 0.00 ft 111.00 #/ft Beam Width 3.500 in Left Cantilever It .....Lu 0.00 It 28.00 #/ft Beam Depth 11.875 in Right Cantilever It ...Lu 0.00 It 1 Member Type Sawn Truss Joist - MacMillan, Parallam 2.0E 74.00 #/ft End Loc Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi 0.443in Load Dur. Factor 1.150 Fv Allow 290.0 psi Dead Load 490.0 lbs Beam End Fixity Wood Density Pin -Pin 35.000 pcf Fc Allow 650.0 psi E 2,000.0 ksi lbs lbs lbs Left DL 1.09 k Live Load 810.0 lbs 700.0 lbs lbs 11 Trapezoidal Loads Max Stress Ratio 0.548 : 1 #1 DL @ Left 28.00 #/ft LL @ Left 74.00 #/ft Start Loc 0.000 It Maximum Shear DL @ Right 28.00 #/ft LL @ Right 74.00 #/ft End Loc 4.000 It Allowable #2 DL @ Left 92.00 #/ft LL @ Left 111.00 #/ft Start Loc 4.000 It ' DL @ Right 92.00 #/ft LL @ Right 111.00 #/ft End Loc 12.250 It It #3 DL @ Left 28.00 #/ft LL @ Left 74.00 #/ft Start Loc 12.250 It Camber: DL @ Right 28.00 #/ft LL @ Right 74.00 #/ft End Loc 17.750 It Point Loads 0.443in Max. M allow 22.86Reactions... Dead Load 490.0 lbs 280.0 lbs lbs lbs lbs lbs lbs Left DL 1.09 k Live Load 810.0 lbs 700.0 lbs lbs lbs lbs lbs lbs Right DL 0.88 k ...distance 4.000 It 12.250 ft 0.000 It 0.000 ft 0.000 It 0.000 It 0.0001t Summary Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.295 in -0.743 in Deflection 0.000 in Beam Design OK 11 Span= 17.75ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.548 : 1 Maximum Moment 12.5 k -ft Maximum Shear 1.5 4.1 k Allowable 22.9 k -ft Allowable 13.9 k Max. Positive Moment 12.52 k -ft at 8.733 It Shear: @ Left 2.76 k Max. Negative Moment 0.00 k -ft at 0.000 It @ Right 2.35 k Max @ Left Support 0.00 -ft Camber: @ Left 0.000in Max @ Right Support 'k 0.00 k -ft @ Center 0.443in Max. M allow 22.86Reactions... @ Right 0.000in fb 1,826.68 psi N 99.52 psi Left DL 1.09 k Max 2.76k Fb 3,335.00 psi Fv 333.50 psi Right DL 0.88 k Max 2.35 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.295 in -0.743 in Deflection 0.000 in 0.000 in ...Location 8.733 It 8.804 ft ...Length/Deft 0.0 0.0 Length/Deft 721.6 286.72 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.443 in ...Length/Defl 0.0 0.0 @ Left 0.000 in . @ Right 0.000 in User. KW -0604815. Ver 5.6.0. 2 -Sep -2( (c)1983-2002 ENERCALC Engineering Description RB -3 Title Dsgnr: Description Scope : General Timber Beam Job # Date: 10:11AM, 3 FEB 05 Page 2 Stress Calcs Bending Analysis Ck 19.860 Le 0.000 It Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 12.52 k -ft 45.06 in3 3,335.00 psi @ Left Support 0.00 k -ft 0.00 1n3 3,335.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,335.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.14 k 3.52 k Area Required 12.402 in2 10.550 in2 Fv: Allowable 333.50 psi 333.50 psi Bearing @ Supports Max. Left Reaction 2.76 k Bearing Length Req'd 1.212 in Max. Right Reaction 2.35 k Bearing Length Req'd 1.031 in Rg-y, (-6-1i Z 5r"Plt sPz-,S• Co o 36(z C-o3�/ C-D11)�11 PTC,- CDIUvI,n 101 /6 �t Co eta= l o, (o Il i'= l o , (6 -rt I Z 3 27.0 Sema; 100 cx 6d �o 6x6 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description R13-4, R13-5 Title : Dsgnr: Description Scope : Multi -Span Timber Beam Job # Date: 9:21AM, 3 FEB 05 Page 1 General Information in -k 636.5 Douglas Fir, 24F - V4 @X= Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 190.0 psi Load Duration Factor 1.150 in -k 0.0 Calculations are designed to 1997 NDS and 1997 UBC Requirements _ Timber Member Information in -k 0.0 Description fb :.Actual RB4 RB -5 Span it Fb : Allowable 21.50 22.00 Timber Section 5.125x18.0 9.87 5.125x18.0 Beam Width in Shear @ Left 5.125 5.125 Beam Depth in Shear @ Right 18.000 18.000 End Fixity tv : Actual Pin - Pin Pin - Pin Le: Unbraced Length ft Fv : Allowable 0.00 0.00 Member Type in -k GluLam GluLam Loads k 9.9 Live Load Used This Span ? Yes Yes Dead Load #/ft 252.00 252.00 Live Load #/ft 666.00 666.00 Results Mmax @ Cntr in -k 636.5 666.5 @X= ft 10.75 11.00 Max @ Left End in -k 0.0 0.0 Max @ Right End in -k 0.0 0.0 fb :.Actual psi 2,300.0 2,408.2 Fb : Allowable psi 2,644.1 2,638.0 k 9.87 Bending OK Bending OK Shear @ Left k 9.87 10.10 Shear @ Right k 9.87 10.10 tv : Actual psi 139.1 142.3 Fv : Allowable psi 218.5 218.5 in -k 0.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 2.71 2.77 LL @ Left k 7.16 7.33 Total @ Left k 9.87 10.10 DL @ Right k 2.71 2.77 LL @ Right k 7.16 7.33 Total @ Right k 9.87 10.10 Max. Deflection in -0.984 -1.079 @ X = ft 10.75 11.00 Query Values Location it 0.00 0.00 Moment in -k 0.0 0.0 Shear k 9.9 10.1 Deflection in 0.0000 0.0000 J� Wood column design Visually graded - up to 4 x member Category; I visually graded - 6 x and larger I W ' Visually graded - up to 4 x; 14A No 2 Species; DFL - No 2 ' Visually graded - 6 x and larger;l 6 x s Species; DFL - No 1 (Posts and timbers) Unbraced length; laid Member thickness; 5.50 in. 2 000` p:. feet 4.36 Member width; 7.50 in. 18250 s t:; feet 29.20 Repetitive ? No . Ka pOO,Oa1 Enter column type; sawn lumber —n Lumber design values; Base values; DFL -No 1 (F 1200 825 85 625 1000 1600000 Adjustment factors; ' Size factor C, (apply to Fb) 1.000 Size factor C, (apply to Ft) 1.000 ' Size factor C, (apply to Fc) 1.000 Repetitive member factor Cr 1.000 Load duration factor Co r 1 150 Adjusted var,a.a� tl.laue;.te..r.�s,S tyrgx,,,.p"� �r.a..s.q r• Eb r�?ota;Jrz.i.. 011 DFL- No 1 (F 1380 949 98 625 1150 1600000 Summary ' c' 0.800 Kc 0.300 Fc 1150 psi ' Lald 29.2 Ok! FSE 563.0 Fc 490 psi allowable ' P allow. 20.218 kips lb 1 0.800 KCE 0.300 Wood column design Visually graded - up to 4 x member Lald 22.2 Ok! FSE Fe F� _ 1200 TM825 Category; I Visually graded,- 6 x and larger • F�-t, _ 625 F� 1000 Visually graded - up to 4 x; None • Species; DFL - No 2 • __ Visually graded - 6 x and larger;J 6 x 6 • Species; DFL - No 1 (Posts and timbers) • Unbraced el len length; I d 9 Member thickness; 5.50 in. Member width; 5.50 in. ' 10160 _Meet 22.17 ��" 10°1'60 'feet 22.17 Repetitive ? No • K. 1;000 Cr ' Enter column type; sawn lumber • 1.000 1 150—, ' Lumber design values; Base values; Spec!%Grade; ; ' DFL - No 1 (F Adjustment factors; ' Size factor C, (apply to Fb Size factor C, (apply to F, Size factor C, (apply to F� ' Repetitive member factor Load duration factor CD Adjusted values; �Species/Grade � P> DFL - No 1 (F ' Summary c 0.800 KCE 0.300 ' Fc 1150 psi Lald 22.2 Ok! FSE Fe F� _ 1200 TM825 w F 85 F�-t, _ 625 F� 1000 E 1600000 1.000 1.000 1.000 Cr 1.000 1 150—, 1380 949 98 625 1150 1600000 c 0.800 KCE 0.300 ' Fc 1150 psi Lald 22.2 Ok! FSE 976.8 F'c 727 psi allowable P allow. 21.991 kips LA) oil ((2 WA �it� V-1 ti Title : Job # Dsgnr: Date: 12:42PM, 3 FEB 05 Description Scope Rev: 560000 UKW-0604815.Ver Page 1 ser: 5.6.0.2-Sep-2002 ENERCALC Engineering Multi-Span Timber Beam (c)1983-2002 Software y:lh6adley.ecw:Catcutations Description RB-6 General Information ' Port Orford Cedar, 20F-V12 All Spans Considered as Individual Beams Fb : Basic Allow Fv : Basic Allow 2,000.0 psi 190.0 Elastic Modulus 1,500.0 ksi Load Duration psi Calculations are designed Factor 1.150 to 1997 NDS and 1997 UBC Requirements Timber Member Information ' Description Span 1 Span 2 Span It 14.75 14.75 Timber Section 5.125x12.0 5.125x12.0 Beam Width in 5.125 5.125 Beam Depth in 12.000 12.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length It 0.00 0.00 Member Type Glul-am GluLam Loads • Live Load Used This Span ? Yes Yes Dead Load #/ft 112.00 112.00 Live Load #/ft 296.00 296.00 Results Mmax @ Cntr in-k 133.1 133.1 ,., @ X = ft 7.37 7.37 . Max @ Left End in-k 0.0 0.0 Max @ Right End in-k 0.0 0.0 lb : Actual psi 1,082.5 1,082.5 Fb : Allowable psi 2,300.0 2,300.0 Bending OK Bending OK Shear @ Left k 3.01 3.01 Shear @ Right k 3.01 3.01 ' fv : Actual psi 63.6 63.6 Fv : Allowable psi 218.5 218.5 Shear OK Shear OK Reactions & Deflection ' DL @ Left k 0.83 0.83 LL @ Left k 2.18 2.18 Total @ Left k 3.01 3.01 DL @ Right k 0.83 0.83 LL @ Right k 2.18 2.18 Total @ Right k 3.01 3.01 Max. Deflection in -0.392 -0.392 @ X = ft 7.37 7.37 ' Query Values Location ft 0.00 0.00 ' - Moment in-k Shear k 0.0 3.0 0.0 3.0 Deflection in 0.0000 0.0000 t I NIS -q , WAj-- w9l 11 21 Center Span... Title : Job # SGL Dead Load Total Load Dsgnr: Date: 4:13PM, 3 FEB 05 ' -0.656 in Deflection Description Ends are Pin -Pin ' ...Location Scope 9.875 ft ...Length/Deft 0.0 Max Stress Ratio 0.658 : 1 ...Length/Deft 1,231.6 Rev: 560000 User: KW -0604815, Ver 5.6.0.2-Sep-2002General (c)1983-2002 ENERCALC Engineering Software Timber Beam Page 1 yaheadley.ecw Calculations Description R13-7 25.5 k -ft Maximum Shear " General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ' Section Name 3.125x18.0 Center Span 19.75 ft .....Lu 0.00 ft 0.0 Beam Width 3.125 in Left Cantilever It .....Lu 0.00 ft Beam Depth 18.000 in Right Cantilever ft .....Lu 0.00 ft ' Member Type GluLam Bm Wt. Added to Loads Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi 5.17 k Load Dur. Factor 1.150 Fv Allow 190.0 psi 0.00 k -ft at 0.000 ft Beam End Fixity Pin -Pin Fc Allow 560.0 psi 5.17 k Wood Density 35.000 pcf E 1,800.0 ksi 0.00 k -ft ' Camber: @ Left 0.000in ' Full Length Uniform Loads Max @ Right Support 0.00 k -ft Ck 20.711 Center DL Left Cantilever DL 140.00 #/ft LL 370.00 #/ft #/ft LL #/ft 0.289in ' Right Cantilever DL #/ft LL #/ft 38.81 Center Span... %P"""'""y Total Load Left Cantilever.., Dead Load Total Load Beam Design OK ' -0.656 in Deflection Span= 19.75ft, Beam Width = 3.125in x Depth = 18.in, Ends are Pin -Pin ' ...Location 9.875 ft 9.875 ft ...Length/Deft 0.0 Max Stress Ratio 0.658 : 1 ...Length/Deft 1,231.6 361.42 Right Cantilever... Moment 25.5 k -ft Maximum Shear " 1.5 7.8 k 'Maximum 0.289 in Allowable 38.8 k -ft 0.0 Allowable @ Left 12.3 k Max. Positive Moment 25.53 k -ft at 9.875 It Shear: @ Left 5.17 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 5.17 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in ' Max @ Right Support 0.00 k -ft Ck 20.711 Le 0.000 It @ Center 0.289in Max. M allow 38.81 Reactions... @ Right 0.000 in @ Center Max Moment 25.53 k -ft fb 1,815.69 psi fv 137.90 psi Left DL 1.52 k Max 5.17 k ' 2,760.00 psi Fb 2,760.00 psi Fv 218.50 psi Right DL 1.52 k Max 5.17 k Deflections Shear Analysis @ Left Support @ Right Support Center Span... Dead Load Total Load Left Cantilever.., Dead Load Total Load Deflection -0.192 in -0.656 in Deflection 0.000 in 0.000 in ' ...Location 9.875 ft 9.875 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,231.6 361.42 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.289 in ...Length/Defl 0.0 0.0 ' @ Left 0.000 in @ Right 0.000 in Stress Calcs ' Bending Analysis Ck 20.711 Le 0.000 It Sxx 168.750 in3 Area 56.250 int Cv 1.000 Rb 0.000 CI 0.000 ' @ Center Max Moment 25.53 k -ft Sxx Req'd 111.01 in3 Allowable fb 2,760.00 psi @ Left Support 0.00 k -ft 0.00 1n3 2,760.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.76 k 7.76 k Area Required 35.501 1n2 35.501 in2 Fv: Allowable 218.50 psi 218.50 psi Bearing @ Supports Max. Left Reaction 5.17 k Bearing Length Req'd 2.955 in Max. Right Reaction 5.17 k Bearing Length Req'd 2.955 in i 037:: 3' user: KW -0604815, ver 5.6.0, 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description RB -8, RB79 Title : Dsgnr: Description Scope: Multi -Span Timber Beam 2A Job # Date: 4:15PM, 3 FEB 05 Page 1 General Information Douglas Fir, 24F - V4 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 190.0 psi Load Duration Factor 1.150 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description RB -8 RB -9 Span It 10.00 5.50 Timber Section 3.125x12.0 3.125x12.0 Beam Width in 3.125 3.125 Beam Depth in 12.000 12.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Glul-am GluLam Loads Live Load Used This Spa74#?1/fftt Yes Yes Dead Load 147.00 147.00 Live Load 389.00 389.00 Results Mmax @ Cntr in -k 80.4 24.3 @ X = ft 5.00 2.75 Max @ Left End in -k 0.0 0.0 Max @ Right End in -k 0.0 0.0 fb :Actual psi 1,072.0 324.3 Fb : Allowable psi 2,760.0 2,760.0 Bending OK Bending OK Shear @ Left k 2.68 1.47 Shear @ Right k 2.68 1.47 fv : Actual psi 85.8 37.7 Fv : Allowable psi 218.5 218.5 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.73 0.40 LL @ Left. k 1.94 1.07 Total @ Left k 2.68 1.47 DL @ Right k 0.73 0.40 LL @ Right k 1.94 1.07 Total @ Right k 2.68 1.47 Max. Deflection in -0.149 -0.014 @ X = ft 5.00. 2.75 Query Values Location ft 0.00 0.00 Moment in -k 0.0 0.0 Shear k 2.7 1.5 Deflection in 0.0000 0.0000 11 vi '014 1- c(r, rj O?bl' z,4-1) o3� n vi TL 5--9- t" -I./G -Z� Center Span... Title : Job # Dead Load Beam Design OK Dsgnr: Date: 5:05PM, 3 FEB 05 Max Stress Ratio 0.311 : 1 Description 0.000 in ...Location Scope 8.165 ft ...Length/Deft Maximum Moment 0.0 5.4 k -ft Maximum ' Rev: 560000 User. KW 0604815, Ver 5.6.0, 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 y:theadley.ecw:Calculations Description H-1 D.L. Defl ) ... 17.2 k -ft 0.000 in General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ' Section Name 3.125x12.0 Center Span 16.33 ft .....Lu 0.00 It 5.37 k -ft Beam Width 3.125 in Left Cantilever ft ..Lu 0.00 ft @ Left Beam Depth 12.000 in Right Cantilever It .....Lu 0.00 It Max. Negative Moment Member Type GluLam Bm Wt. Added to Loads Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi 0.000 It Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Bending Analysis Wood Density 35.000 pcf E 1,800.0 ksi 0.000 in ' Max @ Right Support 0.00 k -ft Sxx 75.000 in3 Area Full Length Uniform Loads @ Center 0.258in Center DL Left Cantilever DL 78.00 #/ft LL 74.00 #/ft #/ft LL #/ft Max. M allow ' Right Cantilever DL #/ft LL #/ft Max Moment 5.37 k -ft Center Span... """" , mm=j Span= 16.33ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Beam Design OK Deflection Max Stress Ratio 0.311 : 1 0.000 in 0.000 in ...Location 8.165 ft 8.165 ft ...Length/Deft Maximum Moment 0.0 5.4 k -ft Maximum Shear * 1.5 2.0 k Allowable D.L. Defl ) ... 17.2 k -ft 0.000 in Allowable ; 8.2 k 0.258 in ...Length/Defl Max. Positive Moment 5.37 k -ft at 8.165 It Shear: @ Left 1.32 k Max. Negative Moment 0.00 k -ft at 0.000 It @ Right 1.32 k Max @ Left Support 0.00 k -ft Bending Analysis Camber: @ Left 0.000 in ' Max @ Right Support 0.00 k -ft Sxx 75.000 in3 Area 37.500 in2 @ Center 0.258in Rb 0.000 Cl 0.000 Max. M allow 17.25Reactions... ' @ Center Max Moment 5.37 k -ft @ Right 0.000in fb 859.28 psi fv 52.62 psi Left DL 0.71 k Max 1.32 k ' 0.00 in3 Fb 2,760.00 psi Fv 218.50 psi Right DL 0.71 k Max 1.32 k Deflections Design Shear 1.97 k 1.97 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.172 in -0.318 in Deflection 0.000 in 0.000 in ...Location 8.165 ft 8.165 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,138.8 615.75 Right Cantilever... Camber ( using 1.5 D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.258 in ...Length/Defl 0.0 0.0 ' @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.711 Le 0.000 ft Sxx 75.000 in3 Area 37.500 in2 Cv 1.000 Rb 0.000 Cl 0.000 ' @ Center Max Moment 5.37 k -ft Sxx Read 23.35 in3 Allowable fb 2,760.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,760.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,760.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.97 k 1.97 k Area Required 9.031 in2 9.031 in2 Fv: Allowable 218.50 psi 218.50 psi Bearing @ Supports Max. Left Reaction 1.32 k Bearing Length Req'd 0.752 in Max. Right Reaction 1.32 k Bearing Length Req'd 0.752 in vi� R,r�-3 PZ I 2 ti,33, 8, o VJ i Z I, (o,zS' L LA)pp = 3o�a(,or4 -f-31; olo) W, 93 301L (.03--� - 'STSK/� wW l (017 (,o(q) 4- ( 612, (, 0 3 -(6/z(.o3 n-6 -3 -0 1 Title : Dsgnr: Job # Date: 5:16PM, 3 FEB 05 ' Description Scope ' II Rev: 560000 LUser:KW-0604815,Ver 5.6.0,2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 yAheadley.ecw:Calculations Description H-2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Center Span 6.25 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever it .....Lu 0.00 it ' Member Type Bm Wt. Added to Loads Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center Left Cantilever DL 142.00 #/ft LL 296.00 #/ft DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads ' Dead Load 1,090.0 lbs 1,090.0 lbs lbs lbs lbs lbs lbs Live Load 1,670.0 lbs 1,670.0 lbs lbs lbs lbs lbs lbs ...distance 0.330 ft 5.920 ft 0.000 ft 0.000 ft `•0.000 it 0.000 It 0.000ft ' Summary Beam Design OK Span= 6.25ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.500 : 1 Maximum Moment 3.1 k -ft Maximum Shear ` 1.5 1.5 k ' Allowable 6.2 k -ft Allowable 4.3 k Max. Positive Moment 3.10 k -ft at 3.125 ft Shear: @ Left 4.16 k Max. Negative Moment 0.00 k -ft at 0.000 it @ Right 4.16 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.019in Max. M allow 6.19 Reactions... @ Right 0.000 in lb 503.26 psi fv 37.51 psi Left DL 1.56 k Max 4.16 k Fb 1,006.25 psi Fv 109.25 psi Right DL 1.56 k Max 4.16 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.012 in -0.035 in Deflection 0.000 in 0.000 in ...Location 3.125 ft 3.125 It ...Length/Deft 0.0 0.0 ...Length/Deft Camber ( using 1.5D.L. 6,057.2 Defl ) ... 2,164.64 Right Cantilever... Deflection 0.000 in 0.000 in ' @ Center 0.019 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 User: KW -0604815, ver 5.6.0. 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description H-2 Title Dsgnr: .. Description Scope : General Timber Beam Job # Date: 5:16PM, 3 FEB 05 Page 2 Stress Calcs Bending Analysis Ck 32.339 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 3.10 k -ft 36.92 1n3 1,006.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.48 k 1.48 k Area Required 13.519 in2 13.519 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction .4.16 k Bearing Length Req'd 1.901 in Max. Right Reaction 4.16 k Bearing Length Req'd 1.901 in k 1 1 1 tc),ynJ-zu -' tntK Description ® H-3 Title : Job # 3,0 Dsgnr: Date: 5:0813M, 3 FEB 05 Description Scope: X Software General Timber Beam Page 1 General Information 1,670.0 lbs Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x11.875 Center Span 10.25 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft ....Lu 0.00 ft Member Type GluLam Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 555.00 #/ft Fb Base Allow 2,900.0 psi Load Dur. Factor 1.150 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksl Trapezoidal Loads 1,670.0 lbs lbs lbs lbs lbs lbs #1 DL @ Left 240.00 #/ft LL @ Left 555.00 #/ft Start Loc 0.000 ft DL @ Right 240.00 #/ft LL @ Right 555.00 #/ft End Loc 2.330 ft #2 DL @ Left 142.00 #/ft LL @ Left 296.00 #/ft Start Loc 2.330 ft DL @ Right 142.00 #/ft LL @ Right 296.00 #/ft End Loc 8.000 ft #3 DL @ Left 240.00 #/ft LL @ Left 555.00 #/ft Start Loc 8.000 ft DL @ Right 240.00 #/ft LL @ Right 555.00 #/it End Loc 10.250 ft Point Loads Live Load 1.670.0 lbs 1,670.0 lbs lbs lbs lbs lbs lbs ...distance 2.330 ft 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.00011 Summary Beam Design OK Span= 10.25ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.637 : 1 Maximum Moment 13.1 k -ft Maximum Shear 1.5 8.8 k Allowable 22.9 k -ft Allowable 13.9 k Max. Positive Moment 13.14 k -ft at 5.043 ft Shear: @ Left 5.86 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 5.89 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00. k -ft @ Center 0.148in Max. M allow 22.86Reactions... @ Right 0.000in fb 1,917.22 psi fv 212.49 psi Left DL 2.09 k Max 5.86k Fb 3,335.00 psi Fv 333.50 psi Right DL . 2.10 k Max 5.89 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.099 in -0.272 in Deflection 0.000 in 0.000 in ...Location 5.125 ft 5.125 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,247.9 452.20 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.148 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 (1)1983-2002 ENERCALC Engineering Software Description H-3 Title Dsgnr: Description Scope : General Timber Beam 31 Job # Date: 5:08PM, 3 FEB 05 Page 2 Stress Calcs Bending Analysis Ck 19.860 Le 0.000 ft Sxx 82.259 in3 Area 41.563 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 13.14 k -ft 47.29 in3 3,335.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,335.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,335.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.79 k 8.83 k Area Required 26.359 int 26.481 in2 Fv: Allowable 333.50 psi 333.50 psi Bearing @ Supports Max. Left Reaction 5.86 k Bearing Length Req'd 2.576 in Max. Right Reaction 5.89 k Bearing Length Req'd 2.588 in O W �, 0 tV ff IVV ...! ri 1 w�,Q NIz 4-�) r21, _ 3 �- S,'lz P< r- S� �, 3 3-34 321 J Title : Dsgnr: Date: Job # 33 5:1613M, 3 FEB 05 ' Description ' Scope Rev: 560000 User: KW-0604815, Ver 5.6.0.2-Sep-2002 (01983-2002 ENERCALC Engineering Software General Timber Beam P age 1 y:lheadley.ecw:Calwlatians Description H-4 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Center Span 6.25 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever It .....Lu 0.00 It Beam Depth 11.250 in Right Cantilever It .....Lu 0.00 ft Member Type Bm Wt. Added to Loads Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Load Dur. Factor 1.150 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi ' Full Length Uniform Loads ' Center Left Cantilever DL 72.00 #/ft LL 111.00 #/ft DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 1,090.0 lbs 1,090.0 lbs lbs lbs lbs lbs lbs Live Load 1,670.0 lbs ...distance 0.330 ft 1,670.0 lbs 5.920 It lbs lbs 0.000 ft 0.000 ft 0.000 lbs ft 0.000 lbs lbs ft 0.000 ft ' Summary Beam Design OK Span= 6.25ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.299 : 1 ' Maximum Moment 1.9 k-ft Maximum Shear * 1.5 0.6 k Allowable 6.2 k-ft Allowable 4.3 k ' Max. Positive Moment Max. Negative Moment Max @ Left Support 1.85 k-ft 0.00 k-ft 0.00 k-ft at 3.125 ft Shear: . at 0.000 It Camber: @ Left @ Right @ Left 3.36 k 3.36 k 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.013in Max. M allow 6.19 Reactions... @ Right 0.000 in fb 300.87 psi fV 16.14 psi Left DL 1.34 k Max 3.36 k ' Fb 1,006.25 psi Fv 109.25 psi Right DL 1.34 k Max 3.36 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load ' Deflection -0.009 in -0.021 in Deflection 0.000 in 0.000 in ...Location 3.125 ft 3.125 It ...Length/Deft 0.0 0.0 ...Length/Deft Camber (using 1.5D.L. 8,556.6 Defl ) ... 3,492.87 Right Cantilever... Deflection 0.000 in 0.000 in ' @ Center 0.013 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in i - J Title Dsgnr: Description Scope : General Timber Beam Description H-4 Job# ✓� Date: 5:16PM, 3 FEB 05 Page 2 Stress Calcs Bending Analysis Ck 32.339 Le 0.000 ft Sxx 73.828 in3 Area 39.375 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 1.85 k -ft 22.08 in3 1,006.25 psi @ Left Support 0.00 k -ft 0.00 in3 1,006.25 psi @ Right Support 0.00 k -ft 0.00 in3 1,006.25 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.64 k 0.64 k Area Required 5.817 int 5.817 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction 3.36 k Bearing Length Req'd 1.537 in Max. Right Reaction 3.36 k Bearing Length Req'd 1.537 in W = .0 12- V— s oos, rf J,)fjtf 0,1 0.q0 Kf F6-1'/ Ifol (Ifs vjai:- 9SIL vi B = 1q's-(-L C oq 0) Cs r, 3� — 3(b 1 Wood joists - allowable span Description .7, 1....... r _ �_.` Loading data General data Dead load;a`;0:01T_; ksf Load duration factor i.001-1 Live load i 0.040 e ; ksf Joist spacing t16:00! .' inches ' ' Total load 0.057 ksf Repetitive ? Yes Tributary load 0.076 klf Wet use? No ' Concentrated load`0 000<<;T; kips Eq. uniform load 0.000 kif Member data Member used; 12x8 No z 1 IV Species; DFL - No 2 • Member thickness 1.500 inches Member width 7.250 inches ❑ Manual input Section modulus (S) 13.14 in' 12:00:`, in3 Area (A) 10.88 int 12:00 int ' Moment of inertia (I) 47.63 in° in4 Lumber design values Base values; ' ;SpecaeslGrade s - ,`� " .F 7 "IF � 'F :. Fc_1_.E DFL - No 2 900 575 95 625 1350 1600000 Size factor C, 1.200 (Apply to Fb) Size factor C, 1.200 (Apply to Fi]l Size factor C, 1.050 (Apply to F j Repetitive member factor C, 1.150 _ Wet use factors; Fb >._T.c.' .n F�_ � 'F _.` FC -1Fb E°,. .' . CM 1.000 1.000 1.000 1.000- 1.000 1.000 Adjusted values, �. Sp leve tlY ` F►`''�;F�_�r F 1 e;, .��rFb �,..0 DFL - No 2 1242 690 95 625 1418 1600000 Maximum allowable spans Max. span as limited by: Bending 11.97 feet Shear 18.13 feet Total load deflection (U240) 13.06 feet 6TL > 0.653 inches Live load deflection (U360) 12.84 feet BLL 0.427 inches Live load deflection (U600) 10.83 feet BLL 0.217 inches ' Maximum allowable span at 95% (U240) 11.37 feet Maximum allowable span at 95% (U360) 11.37 feet Maximum allowable span at 95% (U600) 10.29 feet 11 3� Title : Job # ' Dsgnr: Date: 7:55AM, 4 FEB 05 Description ' Scope 560000 LRev: User: KW-0604815,Ver 5.6.0.2 -Sep -2002 Multi -Span Timber Beam Page 1 (01983-2002 ENERCALC Engineering Software r ylheadley.ecw. Calculations Description FG -1 General Information Douglas Fir, 24F - V4 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 190.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information -� Description Span 1 Span 2 Span 3 SI Span ft 15.00 14.67 14.50 Timber Section 5.125x12.0 5.125x12.0 5.125x12.0 Beam Width in 5.125 5.125 5.125 Beam Depth in 12.000 12.000 12.000 End Fixity Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 . , Member Type GluLam GluLam GluLam Loads - Live Load Used This Span ? Yes Yes Yes Dead Load #/ft Live Load #/ft 117.00 117.00 117.00 390.00 390.00 390.00 Results Mmax @ Cntr in-kI 171.1 163.7 159.9 @ X = ft 7.50 7.33 7.25 Max @ Left End in -k 0.0 0.0 0.0 Max @ Right End in -k 0.0 0.0 0.0 fb : Actual psi 1,391.2 1,330.6 1,300.0 ' Fb : Allowable psi 2,400.0 2,400.0 2,400.0 Bending OK Bending OK Bending OK Shear @ Left k 3.80 3.72 3.68 Shear @ Right k 3.80 3.72 3.68 fv : Actual psi 80.4 78.6 77.7 Fv : Allowable psi 190.0 190.0 190.0 Shear OK Shear OK Shear OK LReactions & Deflection DL @ Left k 0.88 0.86 0.85 LL @ Left k 2.92 2.86 2.83 Total @ Left k 3.80 3.72 3.68 ' DL @ Right k 0.88 0.86 0.85 LL @ Right k 2.92 2.86 2.83 Total @ Right k 3.80 3.72 3.68 Max. Deflection in @ X = ft -0.435 7.50 -0.398 7.33 -0.380 7.25 Query Values Location qnk ' Moment 0.00 0.0 0.00 0.0 0.00 0.0 Shear 3.8 3.7 3.7 Deflection 0.0000 0.0000 0.0000 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Typical floor girder Up to 4 x members Description; 2 t `� , r z, General data WTL 0431', .� kips/ft Support spacing 7 00,0`'', feet Allowable soil bearing capacity 1:5.00 ksf Member size; r4x8 No 2 Species; DFL - No 2 I I Lumber design values Base values; :SpecieslGrade ,s DFL- No 2 900 575 95 625 1350 1600000 Member width Member depth Size factor CF(Apply to Fb) Size factor CF (Apply to Ft) Size factor CF (Apply to F, ) Adjusted values; DFL - No 2 S ,I AMCI Total load deflection; Footing size; 3.500 inches 7.250 inches 1.200 1.200 1.050 1080 690 95 29.33 in' S actual 23.82 m1 A actual I actual 0.131 inches 3.02 kips 18.00 inches square 625 1418 1600000 30.66 ins Ok! 25.38 int Ok! 111.15 in U 642 r12:O� inches deep cn (f) �w w ww =z 000 00 � N N ^t cI -t N N N N N N 1 wAQ =.o to ksc A - r1, ).r' .ed�� wUl1 j I(d 5 0 A -rv"- -099 , s -019/1291= :337' Zyywl i6ct H Wood joists - allowable span ' Description Loading data ' Dead load inches Live load ' Total load Tributary load General data .0.010 1 ksf Load duration factor 11.00 0:040 ksfJoist spacing 16:00 inches 0.050 ksf Repetitive ? Yes 0.067 klf Concentrated load , OQ00 kips Eq. uniform load 0.000 klf Member data Wet use? No Member used; 12XB No z 1 - Species; DFL - No 2 ' Member thickness 1.500 inches Member width 7.250 inches ❑ Manual input Section modulus (S) 13.14 in' 1.2-'00, in ' Area (A) 10.88 int 12 OOa> int Moment of inertia (I) 47.63 in°36:00' r in° Lumber design values Base values; Speciis/Grade> F, ,.,Cw II.Yw.ir.4,�.;..,,w...� ..W.4:s_•� •.r .+A�+.:[ [e. .+ -.�L DFL - No 2 900 575 - 95 .wi �. .iaW.._C r...F.r.-•a:...maw-.+,io 625 1350 1600000 ' Size factor C, 1.200 (Apply to Fb) Size factor C, 1.200 (Apply to F� ' Size factor C, 1.050 (Apply to FJ Repetitive member factor C, 1.150 Wet use factors T ' CM 1.000 1.000 1.000 1.000 1.000 1.000 Adjusted values; SpeaeslGtade.°' F, ° , F� .. _ F�� "F� ' DFL - No 2 1242 690 95 625 1418 1600000 Maximum allowable spans Max. span as limited by: ' Bending 12.78 feet Shear. 20.66 feet Total load deflection (1-1240) 13.65 feet BTL > 0.682 inches . Live load deflection (U360) 12.84 feet 61-1- 0.427 inches Live load deflection (U600) 10.83 feet ' BLL 0.217 inches Maximum allowable span at 95% (U240) 12.14 feet Maximum allowable span at 95% (U360) 12.14 feet Maximum allowable span at 95% (1-1600) '10.29 feet T-)(�—--- S SIL i w k,Q = (/"4s -/z- . �l) Io r 0 -t- 3 Colo) �,,Jj = Cal75-12 0Y4' .Z(Sr-1 fir- y3. `2- t 11 �3 Title : Job # Dsgnr: Date: 7:50AM, 4 FEB 05 Description Scope : Rev: 560000 Rev: 5 0000 ,Ver 5.6.0.2 -Sep -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software y:lheadley.ecw:CaIculations s Description DB -1 General Information Summary Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 Center Span 7.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 it Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Max Stress Ratio Fb Base Allow 1,350.0 psi Load Dur. Factor 1.000 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 96.00 #/ft LL 265.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Beam Design OK Span= 7.50ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.473 : 1 14 . Maximum Moment 2.6 k -ft Maximum Shear1.5' 2.1 k Allowable 9.3 k -ft Allowable 4.4 k Max. Positive Moment 2.63 k -ft at 3.750 ft Shear: @ Left 1.40 k Max. Negative Moment 0.00 k -ft at 7.500 ft @ Right 1.40 k Max @ Left Support 0.00 k -ft Camber: @. Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.018 in Max. M allow 9.311. -Reactions... @ Right 0.000in fb 381.13 psi fv 40.23 psi Left DL 0.41 k Max 1.40 k Fb 1,350.00 psi Fv 85.00 psi Right DL 0.41 k Max 1.40 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.012 in -0.042 in Deflection 0.000 in 0.000 in ...Location 3.750 ft 3.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 7,312.6 2,127.04 Right Cantilever... ' Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.018 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @Right 0.000 in Stress Calcs - Bending Analysis Ck 27.920 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reg' d Allowable fb @ Center 2.63 k -ft 23.36 in3 1,350.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,350.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.10 k 2.10 k Area Required 24.730 in2 24.730 in2 Fv: Allowable 85.00 psi 85.00 psi Bearing @ Supports Max. Left Reaction 1.40 k Bearing Length Req'd 0.408 in Max. Right Reaction 1.40 k Bearing Length Req'd 0.408 in /ID ;r I QIO yo) 060 '""1111""r Dead Load 1� Dead Load Total Load Title : Dsgnr: Job # Date: 8:32AM, 4 FEB 05 ' Span= B.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Description 0.000 in ' ...Location Scope: 0.240 : 1 ' Rev: 560000 User. KW -0604615. Ver 5.6.0.2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam LPage 1 y:theadley.ecwulations 5,368.9 Description DB -2 1.1 k -ft Maximum General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ' Section Name 6x8 Center Span 8.00 ft .....Lu 0.00 ft 5.8 k -ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft 3.5 k Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft ' Member Type Sawn Bm Wt. Added to Loads Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi @ Left 0.56k Load Dur. Factor 1.000 Fv Allow 85.0 psi 0.00 k -ft at Beam End Fixity Pin -Pin Fc Allow 625.0 psi @ Right 0.56 k Wood Density 35.000 pcf E 1,600.0 ksi 0.00 k -ft Analysis Camber: @ Left 0.000 in Full Length Uniform Loads Max @ Right Support 0.00 k -ft Sxx 51.563 in3 Area Center DL Left Cantilever DL 50.00 #/ft LL 80.00 #/ft #/ft LL #/ft @ Center 0.027 in Right Cantilever DL #/ft LL #/ft 5.80Reactions... '""1111""r Dead Load Total Load Left Cantilever.., Dead Load Total Load Beam Design OK ' Span= B.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin 0.000 in 0.000 in ' ...Location Max Stress Ratio 0.240 : 1 0.0 0.0 ...Length/Deft 5,368.9 Maximum Moment 1.1 k -ft Maximum Shear * 1.5 0.8 k 0.000 in Allowable 5.8 k -ft 0.027 in Allowable 0.0 3.5 k Max. Positive Moment 1.12 k -ft at 4.000 ft Shear: @ Left 0.56k 0.000 in Max. Negative Moment 0.00 k -ft at 0.000 ft Stress Calcs @ Right 0.56 k Max @ Left Support 0.00 k -ft Analysis Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Sxx 51.563 in3 Area 41.250 int @ Center 0.027 in Rb 0.000 Max. M allow 5.80Reactions... @ Right 0.000 in Allowable fb Ib 260.70 psi Iv 20.37 psi Left DL 0.24 k Max 0.56 k ' Fb 1,350.00 psi Fv 85.00 psi Right DL 0.24 k Max 0.56 k 0.00 k -ft Deflections 1,350.00 psi Shear Analysis @ Left Support @ Right Support Center Span... Dead Load Total Load Left Cantilever.., Dead Load Total Load Deflection -0.018 in -0.042 in Deflection 0.000 in 0.000 in ' ...Location 4.000 ft 4.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 5,368.9 2,301.53 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.027 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs rBending Analysis Ck 27.920 Le 0.000 ft Sxx 51.563 in3 Area 41.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb ' @ Center 1.12 k -ft 9.96 in3 1,350.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,350.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.84 k 0.84 k Area Required 9.884 in2 9.884 in2 Fv: Allowable 85.00 psi 85.00 psi Bearing @ Supports Max. Left Reaction 0.56 k Bearing Length Req'd 0.163 in Max. Right Reaction 0.56 k Bearing Length Req'd 0.163 in 22-: 2 100 SMEETS 22-i44 200 SHEETS , -"o� W -73 N 0 It'sw 7r —�— klo ® d' .k, -c ` J -.0 °°. `A Cy F Al Tt OZ GO 1i NO c o N 7 7r r co —c SIC) a p p p Q N L 6` 21XbS�H? X195 (2�pf,/ f /o'� :n1d —�2%- 2� x -of, 02 -Laft-od 1 PRIMARY FRAMES AND SYSTEMS Direction Ht. <0'-15'> <205 <255 <305 <405 Ce 0.62 0.67 0.72 0.76 0.84 WALLS 4>> Windward walls; >'```138¢' 0.0072 0.0078 0.0084 0.0088 0.0097 Inward Leeward walls; 0``< .................. 0.0045 0.0049 0.0052 0.0055 0.0061 Outward Total wall; .................. 0.0117 0.0126 0.0136 0.0143 0.0158 ROOF Wind perpendicular to ridge; Leeward or flat roof; .................. Q7Q ......:........... 0.0063 0.0068 0.0073 0.0077 0.0085 Outward Windward roof: Slope 2:12 to less than 9:12 .................. .................. t>.':` 0.0081 0.0087 0.0094 0.0099 0.0110 Outward Slope 2:12 to less than 9:12 0.30 0.0027 0.0027 0.0031 0.0033 0.0037 Inward Roof total; 0.0090 0.0095 0.0104 0.0110 0.0122 Wind parallel to ridge and flat roofs (k<:(Q':< 0.0063 0.0068 0.0073 0.0077 0.0085 Outward ELEMENTS AND COMPONENTS (Not in areas of discontinuity) WALL ELEMENTS All structures;>20'> ......:........... 0.0108 0.0117 0.0125 0.0132 0.0146 Inward Enclosed and unenclosed structures; .................. .................. <`' 0.0108 0.0117 0.0125 0.0132 0.0146 Outward Partially enclosed structures; ':'fS¢ 0.0144 0.0155 0.0167 0.0176 0.0195 Outward Parapet walls; 1 0 .................. 0.0117 0.0126 '0.0136 0.0143 0.0158 Outtin ROOF Enclosed and unenclosed structures; Slope <7:12; `3i 0.0117 0.0126 0.0136 0.0143 0.0158 Outward Slope 7:12 to 12:12;Q< 0.0117 0.0126 0.0136 0.0143 0.0158 Outfin Slope >12:12; Use wall values Partially enclosed structures; Slope < 2:12;7Q>':>':.? .................. .................. 0.0153 0.0165 0.0177 0.0187 0.0207 Outward Slope 2:12 to 7:12; <s1€ 6E)<' 0.0144 0.0155 0.0167 0.0176 0.0195 Outward Slope 2:12 to 7:12; ;5$4< 0.0072 0.0078 0.0084 0.0088 0.0097 Inward Slope > 7:12 to 12:12; :' ' 7€) 0.0153 0.0165 0.0177 0.0187 0.0207 Outtin Slope >12:12; Use wall values ELEMENTS AND COMPONENTS (In areas of discontinuities) .................. .................. Wall corners;)? 0.0135 0.0146 0.0157 0.0165 0.0183 Outward .................. 1Q 0.0108 0.0117 0.0125 0.0132 0.0146 Inward Roof eaves, rakes or ridges without overhangs Slope < 2:12 Slope 2:12 to 7:12 Slope > 7:12 to 12:12 For slopes less than 2:12 Overhangs at roof eaves, rakes or ridges, and canopies. 0.0207 0.0223 0.0240 0.0253 0.0280 Upward 0.0234 0.0253 0.0271 0.0287 0.0317 Outward 0.0144 0.0155 0.0167 0.0176 0.0195 Outward ':8Q':' 0.0252 0.0272 0.0292 0.0309 0.0341 Upward Lp E ,�v xr ,�v Iwww www xzi (n(1)Y) Q O O N O O N Cli .J r nl N C� (V N CJ �lw 1 1 1 1 1 1 1 1 i Ii vlo-rf,�/sem wi u�L 4 i wi= 612 012,6 + �z(.voiSJ = SZ aca�� U w,(40 eas r/WPsTi r p� 03 bP� Wi �ti _ w5 '4 D E 14 36,0 L 6,0' i (612- Gj 3 Cl/7- S- 4 12-) 01 z I I vj� = ��z+,�s) .0120 t (0,6�(-0uq (,00�s� = o :A- = 3.32 ` �9= 311(0 r- i --�Ca�cc^IATe hd ( w,•,d°Qd�N`7 JWJ 4e��/ F��v✓i 1 �3q6Ic- � IIi UU wvJ 01111 L.j :- (e�/, + 5/-�- 4- rz4 - 12,1 - 5,5 0 " �1. cmT wes w( �Z Pr D Lr 3(' 3�L4- . 0126 - .113 K// WZ= gr2�. 0(26) w3 : 3 �, ol26 P-pf- - 5,511- Ore arwall schedule > 1997MlJniforrn Biiilding:Code ,; , , {.> r-5 777771 -4 - ! f , , T 7717 Mark Description 1 318" cdx plywood with 8d nails at 6", 12" o.c. 2 318" cdx plywood with 8d nails at 4", 12" o.c. 1 3 3/8" cdx plywood with 8d nails at 3", 12" o.c. I 4 112" cdx plywood with 10d nails at 6",12" o.c. 5 112" cdx plywood with 10d nails at 4",12" o.c. I 6 112" cdx plywood with 10d nails at 3",12" o.c. 1 7 1/2" cdx plywood with 10d nails at 2",12" o.c. 1 8 518" T-1-11 plywood nailed with 8d nails at 6",12" o.c. (Or 318" plywood panel siding) 9 518" T-1-11 plywood nailed with 8d nails at 4", 12" o.c. (Or 3/8" plywood panel siding) 10 518" T-1-11 plywood nailed with 8d nails at 3",12" o.c. (Or 318" plywood panel siding) 11 518" T-1-11 plywood nailed with 8d nails at 2",12" o.c. (Or 318" plywood panel siding) 12 13 Thermoply - braced wall panel 14 7/8" 3 coat portland cement plaster. No. 11 GA., 1-1/2" long, 7116" head or No, 16 GA. Staple, 718" legs at 6" OIC max. Commons!",s : Box;nailsr ,� T -SHF,DF' hHF;DF 0.213 0.260 0.164 0.200 0.312 0.380 0.240 0.293 0.402 0.490 0.309 0.377 0.254 0.310 0.196 0.239 0.377 0.460 0.290 0.354 0.492 0.600 0.379 0.462 0.631 0.770 0.486 0.593 0.131 0.160 0.101 0.123 0.197 0.240 0.152 0.185 0.254 0.310 0.196 0.239 0.336 0.410 Footnotes: 1 Foundation sill plates and all framing receiving edge nailing from abutting panels shall not be less than a single 3 -inch nominal member. In shear walls where the total wall design shear does not exceed 600plf, a single 2 -inch nominal sill plate may be used, provided anchor bolts are designed for a load capacity of 50 percent or less of the allowable capacity and bolts have a minimum of 2 -inch by 2 -inch by 3116 -inch plate washers. Plywood joint and sill plate nailing shall be staggered in all cases. S;q 5 Wall line analysis Shearwall Summary; Description; IHeadiey Level; I Main Line; P lateral 3.320 kips Total wall length; 10.000 feet Wall framing species; HF Shearwall; Page 1 Description, Mark v cap Length of attachment; 44.00 feet Side 1; 3/8" cdx plywood with 8d nails at 3", 12" o.c. 1 3 0.402 kips/ft Connectors 48 Side 2; None 14 0.000 kips/ft ' Shearwall v; 0.332 kips/ft Oki v allow; 0.402 kips/ft If user -defined SW used; A35 at 0 inches o/c max. Description; v allow 0.000 kips/ft Sill nailing; L -j Applicable? ' 0.134 = 0.404 feet 16d sinker good for 0.134 kips/each 0.332 16d nails at 4 inches o/c at SW ' Anchor bolts; ❑ Applicable? Design v; 0.332 kips/ft Anchor size, wood species, mudsill thickness; 1/2" dia. PTHF 2.x plate I I ❑Double anchor bolts? ' Allowable shear per anchor bolt; 0.728 kips 0.728 = 2.193 feet ' 0.332 1/2" dia. x 10" anchor bolts at 0 inches o/c max. Page 1 NocKing/top plate; LJ Applicable? ' Length of attachment; 44.00 feet Connector A35 Connector None 0.450 kips/each 0.000 kips/each ' Design v; 0.075 kips/ft Connectors 48 inches o/c max. . Connectors at rim joist to mudsill/cripple wall top plate; Lj Applicable? Design v; 0.332 kips/ft A35 at 0 inches o/c max. Page 1 1 1 1 1 1 1 Line geometry Sheatwall summary; Line geometryand collector forces Maximum collector force; 1.283 kips Drag truss present to assume collector forces? No - Nailed top plate splice; 16d nail good for; 0.115 kips/each Splice; 11 16d nails, where used Bolted top plate splice; Use; Not applicable —I - I v, bolt; kips/ea No. of bolts required; Level Main Line V1 V V2 v2 V3 v3 V4 I Segment 1Desc.I Wall I Opng. 1 3.32 10.08 I 1 1 1 1 1 1 Force IDraO?IStraD? I 5.00 w 5.00 6.00 0 6.00 y 1.283 ❑ I --- 6.00 0 6.00 y 0.830 ❑ 1 --- - 10.00 0 10.00 y 0.377 ❑ --- Til 6.00 0 6.00 y -0.377 ❑ - 6.00 0 6.00 y 0.830 ❑ �— - 5.00 w 5.00 y -1.283. O - ..0.000 ❑ I - o.000 ❑ --- —1= 0.000 ❑ --- —T-� 0.000 ❑. I--�� o.000 ❑ ID 0.000 ❑ - - .0.000 ❑- o.000 ❑ - n 0.000 ❑ o.000 ❑ -- - o.000 ❑ - - 71 0.000 ❑ -- • 'n o.000 El 0.000 ❑ 0.000 ElI I( _._-._ Iv o.000 ❑ 1-1 0.000 ❑ 0.000 El�- _ _—n� I - 0.000 ❑ -- --- — -� Total lengths 10.00 34.00 Page 1 w Wall stability; Level; Main Line; A Assembly dead loads; Roof; 0.014 ksf Floor, 0.011 ksf Wall; 0.010 ksf Stability details V; 0.332 kips/ft Design controlled by; Wind I w Dead load reduction factor, 0.667 jI Shearwall Dead load trib. Lengths y x o o � ~d d iu a i= „ 'o i= 0 a Holdown Dia. Anchor 5.00 8.00 8.00 0.080 13.3 0.7 4.50 2.85 285 PHD2/2-2x (3.610k) • Not required _ • Not required N/A N/A V N/A N/A N/A V N/A V N/A. — — — — — — — — — — — — — Not required Not required Not required Not required Not required Not required N/A N/A N/A N/A N/A N/A Not required Not required Not required Not required Not required Not required Custom anchors; Description;SM8 W. --!N 12Xft Axial capacity; + 4 5 kips Page 1 E Wall line analysis J Shearwall Summary; Description; Headley Level; Main Line; P lateral 3.160 kips Total wall length; 7.160 feet Wall framing species; I DFL Shearwall; Description; Mark v cap Side 1; 1 3 0.490 kips/ft Side 2; 14 0.000 kips/ft 3/8" cdx plywood with 8d nails at 3", 12" o.c. � None � ' Shearwall v; 0.441 kips/ft Ok! v allow; 0.490 kips/ft If user -defined SW used; Description; v allow •x.000 kips/ft Sill nailing; Applicable? ' 0.154 = 0.349 feet 0.441 16d sinker good for. 16d nails at 4 0.154 kips/each inches o/c at SW Anchor bolts; P1 Applicable? Connector Design v; kips/ft Double anchor bolts or min. 3 x mudsill required at ground floor Length of attachment; Anchor size, wood species, mudsill thickness; 1/2" dia. MDF 2 x plate F,-1 l ❑O Double anchor bolts? ' Allowable shear per anchor bolt; 0.814 kips Connectors ' 3 Z inches o/c max. 0.814 = 1.844 feet ' 0.441 1/2" dia. x 10" anchor bolts at 11 inches o/c max. blOCKingltop plate; L�j Applicable? ' Connector A35 0.450 kips/each Length of attachment; 22.00 feet Connector None 0.000 kips/each ' Design*v; 0.144 kips/ft Connectors ' 3 Z inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; 0 Applicable? ' Design v; 0.441 kips/ft A35 at 0 inches o/c max. Page 1 I Line geometry Shearwall summary; Line geometry and collector forces Maximum collector force; 2.644 kips Drag truss present to assume collector forces? No_ - Nailed top plate splice; 16d nail good for; 0.132 kips/each Splice; 20 16d nails, where used Bolted top plate splice; ' Use; Not applicable v, bolt; kips/ea No. of bolts required; iJ Level Main Line 20.00 o 20.00 y 1� -0.144 El L-- 10.00 o 10.00 y -1.586 E] 4.67 0 4.67 y -2.307 ❑ - - - 7.16 w 7.16 y- \ -2.644 El 0.000 ❑ - , 0.000 ❑ - 0.000 0 - 0.000 ❑ f — - 0.000 El 0.000---n 0.000 El —�-� 0.000 El —� 0.000 ❑ - 0.000 ❑ - - 0.000 ❑ —F -I 0.000 ❑ 0.000 - 0.000 ❑ 0.000 ❑ �— n 0.000 El 0.000 ❑ 0.000 ❑ 0.000 ❑ I - o.oOo ❑ n o.000 ❑ • Total lengths 7.16 36.67 ' Page 1 Wall stability; Level; Main Line; D Assembly dead loads; Roof; 0.014 ksf Floor, 10.011 Iksf Wall; 0.010 ksf i (OU Stability details V; 0.441 kips/ft Design controlled by; Wind IVI Dead load reduction factor; 0.667 Shearwall Dead load trib. Lengths o s 1° o _o " ~ _ 0 c� Eo o �, ' y Holdown Dia. Anchor 7.16 8.00 8.00 0.080 25.3 1.4 6.66 3.66 3.66 PHD5/2-2x (4.685k) • N/A • N/A • N/A • N/A • N/A • N/A • N/A • N/A • N/A • N/A • N/A • N/A • N/A • 5/8' — — — — — — — — — — — — — SSTB16 (5/8") 4.42k • Not required • Not required • Not required • Not required • Not required • Not required • Not required • Not required • Not required • Not required • Not required • Not required • 1 Not required • Custom anchors; Description;K,5/8 x,"*12,V Axial capacity; 4 5 # kips L Page 1 . I Wall line analysis Shearwall Summary; Description; 11-leadley Level; Main Line; P lateral 0.570 kips Total wall length; 4.000 feet Wall framing species; HF l Shearwall; Side 1; Side 2; Description: 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1W None 1W Mark v cap 1 1 0.213 kips/ft 14 0.000 kips/ft ' Page 1 Shearwall v; 0.143 kips/ft Okl v allow; 0.213 kips/ft ' If user -defined SW used; Description; v allow x.000 ` kips/ft Allowable shear per anchor bolt; 0.728 kips ' Sill nailing; Applicable? ' ' 0.134 = 0.940 feet 16d sinker good for 16d nails at 0 0.134 kips/each inches o/c at SW Blocking/top plate; Applicable? .0.143 ' Page 1 Anchor bolts; 21 Applicable? ' Design v; 0.143 kips/ft Anchor size, wood species, mudsill thickness; 1/2" dia. MF 2 x plate ❑ Double anchor bolts? ' Allowable shear per anchor bolt; 0.728 kips 0.728 = 5.109 feet ' 0.143 1/2" dia. x 10° anchor bolts at 61 inches o/c max. Blocking/top plate; Applicable? Connector A35 0.450 kips/each ' Length of attachment; 1 20.00 Ifeet Connector ]-None 0.000 kips/each Design v; 0.029 kips/ft Connectors- 48 inches o/c max. Connectors at rim joist to mudsill/cripple wall top plate; Applicable? ' Design v; 0.143 kips/ft A35 at 0 inches o/c max. ' Page 1 1 Line geometry 1 . 1 Shearwall summary; Line geometry and collector forces Maximum collector force; 0.228 kips Drag truss present to assume collector forces? No - 1 Nailed top plate splice; 16d nail good for; 0.115 kips/each Splice; 8 16d nails, where used Bolted top plate splice; 1 Use; Not applicable 1,, v, bolt; kips/ea No..of bolts required; Level Main Line E V1 V V2 V V3 v3 V4 v4 1 Segment Desc. Wall Opng. 0.57 0.03 1 Force Drag? Strap? 2.00 w 2.00 y 16.00 o 16.00 y 0.228 ❑ 1 2.00 w 2.00 y -0.228 ❑� ❑ - ❑ ❑ - ❑ —n 1Eln ❑ - ❑ - ❑ -- 7Til 1 ❑ 1 c Total lengths 4.00 16.00 1 1 P age 1 1 1 1 1 1 1 1 Wall stability; Level; Main Line; E Assembly dead loads; Roof; 0.014 ksf Floor, 0.011 ksf Wall; 0.010 ksf Stability details v; 0.143 kips/ft Design controlled by; wind I V Dead load reduction factor, 0.667 G3 Shearwall Dead load trib. Lengths �+ J N = o o `i �- � W 3 i= E ~ m o n Holdown Dia. Anchor 2.00 7.00 8.00 0.080 2.0 0.1 1.50 1.28 1.28 PHD2/2-2x (3.610k) N/A N/A N/A N/A ; N/A N/A w N/A V N/A V N/A N/A N/A N/A N/A 5/8" — — — — — — — — — — — — — SSTB16 (S/8") 4.42k Not required Not required Not required Not required Not required Not required Not required Not required Not required Not required Not required Not required Not required Custom anchors; Description;518 ft12k� Axial capacity; 4 5' i► kips Page 1 U -I Waii line ahalysis Shearwall Summary; Description; lHeadley Level; t Main Line; 0 P lateral 3.960 kips Total wall length; 17.830 feet Wall framing species; HF Shearwall; ' Side 1; Side 2; DescriDtion: 3/8" cdx plywood with 8d nails at 4", 12" o.c. Shearwall v; 0.222 kips/ft None 0.312 kips/ft Mark v cap 1 2 0.312 kips/ft 14 0.000 kips/ft blocKingitop plate; LI Applicable? Connector A35 0.450 kips/each Length of attachment; 36.00 feet Connector None 0.000 kips/each Design v; 0.110 kips/ft Connectors .48 inches o/c max. Connectors at rim joist to mudsilllcripple wall top plate; Applicable? Design v; 0.222 kips/ft A35 at 0 inches o/c max. Page 1 Shearwall v; 0.222 kips/ft Ok! v allow; 0.312 kips/ft If user -defined SW used; Description; v allow `'0.000 kips/ft Sill nailing; Applicable? ' 0.134 = 0.603 feet 16d sinker good for 0.134 kips/each 0.222 16d nails.at 7 inches o/c at SW Anchor bolts; Applicable? Design v; 0.222 kips/ft Anchor size, wood species, mudsill thickness; 1/2" dia. PTHF 2 x plate ❑ Double anchor bolts? ' Allowable shear per anchor bolt; 0.728 kips 0.728 = 3.278 feet 3 Z`t ' 0.222 1/2" dia. x 10" anchor bolts at inches o/c max. blocKingitop plate; LI Applicable? Connector A35 0.450 kips/each Length of attachment; 36.00 feet Connector None 0.000 kips/each Design v; 0.110 kips/ft Connectors .48 inches o/c max. Connectors at rim joist to mudsilllcripple wall top plate; Applicable? Design v; 0.222 kips/ft A35 at 0 inches o/c max. Page 1 Line geometry Shearwall summary; Line geometry and collector forces Maximum collector force; 1.105 kips Drag truss present to assume collector forces? No • Nailed top plate splice; 16d nail good for; 0.115 kips/each Splice; 10 16d nails,•where used Bolted top plate splice; Use; Not applicable • I v, bolt; kips/ea No. of bolts required; Level Main Line 1 V1 V V2 V V3 V3 V4 v4 Segment Desc. Wall Opng. 3.96 0.11 ForceDrag? Strap? 10.00 0 10.00 y ❑ 1 — • 17.83 w 17.83 y -1.105 ❑ ..0 8.00 0 8.00 y 0.884 ❑ 0.000 ❑ - - 0.000 ❑--�� I ' = 0.000 ❑ • o.000•..❑ �I 0.000 L7 n 0.000 ❑ - -n 0.000 ❑ • 0.000 ❑—�-� 0.000 ❑ - o.000 ❑ I - 0.000 ❑ �l o.000 ❑ - - - 0.000 ❑ In 0.000 ❑ rl 0.000 ❑ - • 0.000 ❑ - 0.000 ❑ �- 0.000 ❑ ------------ - 0.000 ❑ � - 0.000 ❑ - • 0.000 ❑ - • 0.000 ❑ • 0.000 ❑ - Total lenqths 17.83 18.00 Page 1 (QS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Wall stability; Level; Main Line; 1 Assembly dead loads; °'y Roof; 0.014 ksf Floor; 0.011 ksf Wall; 0.010 ksf Stability details V; 0.222 kips/ft Design controlled by; Wind � Dead load reduction factor; 0.667 Shearwall Dead load lrib. Lengths °'y = o rr o „ � 3:~d H � o P�O o o a Holdown Dia. Anchor 17.83 8.00 8.00 0.080 .31.7 8.5 17.33 1.50 1.50 FHD2/2-2x (3.610k) w N/A N/A N/A N/A , N/A N/A V N/A - w N/A w I N/A V N/A V N/A V N/A V N/A 5/8' — — — — — — — — — — — — — SSTB16 (5/6") 4.42k Not required Not required Not required V Not required Not required 1w Not required Not required 1w Not required Not required Not required V Not required jw Not required Not required Custom anchors Description,rex»i%12 Axial capacity; kips Page 1 F P Wall line analysis Shearwall Summary; Description; 11jeadley Level; Main 71 Line; ® P lateral 3.960 kips Total wall length; 13.320 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 1 2 0.312 kips/ft Side 2; 14 0.000 kips/ft 3/8" cdx plywood with 8d nails at 4", 12" o.c. 1W None 0.312 kips/ft ' Shearwall v; 0.297 kips/ft Okl v allow; 0.312 kips/ft If user -defined SW used; Description; v allow x.000 ' kips/ft Sill nailing; Applicable? 0.134 = 0.451 feet 16d sinker good for 0.134 kips/each 0.297 16d nails at 5 inches o/c at. SW Anchor bolts; 2] Applicable? Design v; 0.297 kips/ft Anchor size, wood species, mudsill thickness; 1/2" dia. PTHF 2 x plate Allowable shear per anchor bolt; 0.728 kips 0.728 = 2.449 feet ' 0.297 1/2" dia. x 10" anchor bolts at ❑ Double anchor bolts? inches o/c max. Blocking/top plate; L -Il Applicable? Connector I A35 0.450 kips/each Length of attachment; 1 44.00 Ifeet Connector None 0.000 kips/each ' Design v; 0.090 kips/ft Connectors 48 inches o/c max. ' Connectors at rim joist to mudsill/cripple wall top plate; El Applicable? Design v; 0.297 kips/ft A35 at 0 inches o/c max. Page 1 I� Line geometry . F" L Shearwall summary; Line geometry and collector forces ' Maximum collector force; 1.581 kips Drag truss present to assume collector forces? No • Nailed top plate splice; 1 16d nail good for; 0.115 kips/each Splice; 14 16d nails, where used Bolted top plate splice; Use; Not applicable v, bolt; kips/ea No. of bolts required; ' Level Main Line 4 V1 v, V2 v, V3 v, V4 VA ' 17.50 o 17.50 y ❑ 1 ---- 6.16 w 6.16 y -1.581 —n ' 5.00 7.16 0. 5.00 w 7.16 y y -0.307 -0.759 - - 8.00 0 8.00 y =0.723 - o.000 . , o �► 0.000 __ • 0.000 ' 0.000- o.000 El 0.000 0 - • o.000 o - - o.000 El - - o.000 o ' 0.000 - n o.000 0 • 0.000 o f- - ' 0.000 0.000 o.000 El - o.000 o- ---- — • o.000 0.000 El El - • o.000 El - 0.000 � ' 0.000 o - ---- Total lengths 13.32 30.50 I Page 1 Q�1 Wall stability; Level; Main Line; 4 Assembly dead loads; Roof; 0.014 ksf Floor, 0.011 ksf Wall; 1 0.010 ksf Stability details V; 0.297 kips/ft Design controlled by; Wind � Dead load reduction factor; 0.667 Shearwali Dead load trib. Lengths .�W o $ ►= Cio '' '0 o Holdown Dia. Anchor 6.16 8.00 8.00 7.16 8.00 8.00 0.080 14.7 1.0 0.080 17.03 1.37 5.66 6.66 2.47 2.42 2.47 2.42 PHD2/2-2x (3.610k) V PHD2/2-2x (3.610k) V N/A N/A • N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 5/8" 5/8' — — — — — — — — — — — — ssra16 (5/8") 4.42k • SSr816 (5/8") 4.42k Not required Not required Not required V Not required V Not required V Not required V Not required V Not required V Not required Not required Not required Not required Custom anchors; Description; 5l8' �,x r Il .2-,,' '#j Axial capacity; 4 5 kips r Page 1 i C;,Ippt-e waft; I e Wall line analysis Shearwall Summary; Description; lHeadley Level; FLower Line; P lateral 5.510 kips Total wall length; 16.000 feet Wall framing species; I HF I • Shearwall; Description; Mark v cap Side 1; 1 3 0.402 kips/ft Side 2; 14 0.000 kips/ft 3/8" cdx plywood with 8d nails at 3", 12" o.c. � None v allow; ' Shearwall v; 0.344 kips/f * Oki v allow; 0.402 kips/ft If user -defined SW used; Description; v allow 0.000 kips/ft ' Sill nailing; Applicable? ' 0.134 = 0.389 feet 16d sinker good for 0.134 kips/each 0.344 16d nails at 0 inches o/c at SW ' Anchor bolts; Q Applicable? Design v; 0.344 kips/ft Anchor size, wood species, mudsill thickness; 1/2"dia. PTHF 2 x plate ' Allowable shear per anchor bolt; 0.728 kips ❑ Double anchor bolts? ' 0.728 = 0.344 2.114 feet 1/2" dia. x 10" anchor bolts 2'1 inches at o/c max. Blocking/top plate; 2Applicable? ' Connector A35 � 0.450 kips/each Length of attachment; 44.00 feet Connector None 0.000 kips/each ' Design v; 0.125 kips/ft Connectors inches o/c max. ' Connectors at rim joist to mudsill/cripple wall top plate; Applicable? Design v; 0.344 kips/ft A35 at 0 inches o/c max. . I Page 1 tLine geometry ' Shearwall summary; Line geometry and collector forces Maximum collector force; 1.753 kips ' Drag truss present to assume collector forces? No - Nailed top plate splice; n 16d nail good for; 0.115 kips/each Splice; 15 Bolted top plate splice; Use; Not applicable - Level Lower Line Segment I Desc. I Wall I Opl 8.00 w 8.00 v, bolt; kips/ea No. of bolts required; A V1 v, V2 v, V3 v� 13 16d nails, where used V4 Force 28.00 o 28.00 y 1.753 ❑ 1 ----_n 8.00 w 8.00 y -1.753 ❑ -- - o.000 ❑. (— - '�D.000 ❑ (—_ - 0.000 ,:o • 0.000 ❑ n 0.000 ❑ - • 0.000 ❑ - - 0.000 ❑ -n 0.000 ❑ 0.000 ❑ ---� 0.000 ❑-� 0.000 ❑ 0.000 ❑ I-- - 0.000 ❑ I �1 0.000 ❑ (--f=1 o.000 ❑ 0.000 ❑ 0.000 ❑ -T!!] 0.000 ❑ f =1 0.000 ❑ I— - + 0.000 ❑ . 0.000 ❑ T=1 0.000 ❑ 1- - 0.000 ❑ - - Total lengths 16.00 28.00 Page 1 �3 Wall stability; Level; Lower Line; A Assembly dead loads; Roof; 0.014 ksf Floor, 0.011 ksf Wall; 0.010 ksf Stability details v; 0.344 kips/ft Design controlled by; Wind 1-1 Dead load reduction factor, 0.667 Sheatwall IDead load trib. Lengths CU V 1O o o ~ _ H aci iu _ E ;, > 16 3 =° d Holdown Dia. Anchor 8.00 8.00 8.00 0.080 22.0 1.7 7.50 2.79 2.79 PHD2/2-2x (3.610k) • N/A W N/A V N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 5/8' — — — — — _ — — — — — — — SM16 (5/8") 4.42k Not required Not required V Not required Not required Not required Not required Not required Not required Not required Not required Not required Not required Not required Custom anchors; Description; 5/BP a ii 1:2 4- Axial capacity;a*3'�4 5a� �� kips w e ffo -f G � --t � f�,-(-l'rl / Page 1 -I 1 Wood joists - allowable span ' Description Floor framing . ~' ' Loading data General data Dead load 0 017 ` ksf Load duration factor 1.00 Live load 0040 ksf Joist spacing( 1;6:00 `• inches Total load 0.057 ksf Repetitive ? Yes Tributary load 0.076 klf _ Wet use? No t Concentrated load OA00 kips Eq. uniform load 0.000 klf Member data ' Member used; 12x8 No 2 Species; DFL - No 2 Member thickness 1.500 inches Member width 7.250 inches ❑ Manual input ' Section modulus (S) 13.14 in3 77 00 ,in3 Area (A) 10.88 int 9 12.,00" in Moment of inertia (1) 47.63 in° in° ,1 ' Lumber design values Base values, `Sp�eci G ads` e x :f Fb.w .. F�.< t DFL - No 2 900 575 95 625 1350 1600000 Size factor C, 1.200 (Apply to Fb) ' Size factor C, 1.200 (Apply to Fi) Size factor C, 1.050 (Apply to F,) Repetitive member factor C, 1.150 ' Wet use factors; Fb.. F� ,' Fel ; F��. CM 1.000 1.000 1.000 1.000 1.000 1.000 Adjusted values, _ �Wci sldGK',? DFL - No 2 1242 690 95 625 1418 1600000 Maximum allowable spans Max. span as limited by: Bending 11.97 feet Shear 18.13 feet Total load deflection (U240) 13.06 feet ' BTL > 0.653 inches Live load deflection (U360) 12.84 feet ' BLL 0.427 inches Live load deflection (U600) 10.83 feet 6LL 0.217 inches Maximum allowable span at 95% (U240) 11.37 feet tMaximum allowable span at 95% (L1360) 11.37 feet Maximum allowable span at 95% (U600) 10.29 feet r v) k a:Ne� l a, /©r i op vJ �t 'l it, cverll CerTaln teat res. © i the rawings or called or in, shall of the same haraci 4or call for and all be apj The D win represeri otherwise . ated, they do The Contr for shall provide structure wo men and oche meas es shal •nclude, but n, Icon uction eq ipment, shoi olding. �sc site -work and g ding sho D awings. Where sh n on Di !steps in foundation, a d heigl suit actual proposed a d exist Finish grade and finish fl r ele Drainage around all struc res 1 i