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HomeMy WebLinkAbout055-310-011BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION (IVR): (530) 538-4365 OFFICE: (530) 538-7541 FAX#: (530) 538-2140 ONLINE PERMIT/RENEWAL PAYMENTS: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 4510 LINDENBAUM LN APN: 055-310-011 Owner: TUGEL, HOWARD Permit NO: B08-0888 Issued Date: 05/28/2008 By KEJ Expiration Date: 05/28/2009 Occupancy: Zoning: Permit type: MISCELLANEOUS Subtype: Phtovtaic Sys Grnd Description: GROUND MOUNT SOLAR SYSTEM PO BOX 2677 PARADISE, CA 95967 (530) 877-7336 Lontractor Applicant: Square Footage: TUGEL, HOWARD Building Garage Remdl/Addn PO BOX 2677 PARADISE, CA 95967 Other Porch/Patio Total (530)877-7336 FEE INFORMATION DBEH Building Review Fee $78.90 DBMSC Photovoltaic System $421.93 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. X 05/28/2008 Contractors Signature Date : WORKERS' COMPENSATION DECLARATION I I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: I 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. ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier. Policy Number. Exp. Date: ,,This section need not be completed if the permit is or on7 hung dollars ($100) or est s.) I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. 0 A r 05/28/2008 Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lenders Address City State Zip Balance Due: $0.00 Receipt No: B7347 OWNER/ BUILDER DECLARATION; I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Professions Code: The Contractor's License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractor's License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this reason: L Z�' e' ,Z % � 4 05/28/2008 O hers Signature Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte C!��toter the above mentioned property for inspection purposes. I hereb certify that I am the ger or am authorized ttojactnodhe pro%arty owners behalf. ���/5z-� �✓/� •���vf" fi�OLf�/9J2/�'IrJ/L8/LU08 7.9wner Contractor OR; Agent for Owner ❑Agent for Contractor FILE COPY Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION 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 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 $500 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 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. There may be financial risks to you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° 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 thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor 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's automated telephone information system at 1-800-321 -CLSB (2752) or by accessing thier website at www.CSLB.ca.gov. PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. 1. I PERSONALLY P TO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT OR NO) 2. I (HAVE/HAVE NOT) SIGNED AN APPLICATION FOR A BUILDING PERMIT FOR THE PROPOSED WORK. -Q I� 7 1 3. I HAVE CONTRACTED WITH THE FOLLOWING PERSON (FIRM) TO PROVIDE THE PROPOSED CONSTRUCTION: NAME ADDRESS CITY PHONE CONTRACTORS LICENSE 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: ADDRESS CITY PHONE CONTRACTORS 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 Description: GROUND MOUNT SOLAR SYSTEM Reference Number: B08-0888 Applicant Name: TUGEL, HOWARD Owner's Name: TUGEL, HOWA —' AP #: 055-310-011 Signature of Property Owner: LC Date: r] O BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION* OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/dds PLEASE PRINT CLEARLY PERMIT NO. 0 CzN#F-T Lf "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. OWNER INFORMATION CONTRAC OR Last Name City First Name '217 Mailing Address O City Cit?� State. Zip Phone ` Fax g� ria Fax E-mail -7—re-49 GSC Lic. # lI APPLICANT INFORMATION CONTRAC OR Name City Address Zip City Fax State Zip Phone Fax E-mail Lic. # Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name City Address Zip City Fax State Zip Phone Fax E mail State License Number APPLICANT INFORMATION Name Address City State Zip Phone Fax E-mail APPLICANT SIGNATURE X4, -,— PROJECT LOCATION AP#Q 5: — / _ C�,// Property Address �> City WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than licensed contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning Flood Zone SRA I Yes I No Occ. Type Const. Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds **PERMIT APPLICATION DATA SHEET** Reference Number: B08-0888 Date: 05/14/2008 Location: 4510 LINDENBAUM LN By: KCG Parcel Number: 055-310-011 Sub Type: Phtovtaic Svs Grnd Owner Name: TUGEL, HOWARD Phone: (530) 877-7336 Description: GROUND MOUNT SOLAR SYSTEM ❑ ❑ The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. Yes No SEWER DISTRICTS ❑ F] Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 - (530) 879-6700 E PARKS & RECREATION DISTRICTS ❑ Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 ❑ ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 ❑ ri Feather River Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 ❑ Paradise Parks & Recreation, 6626 Skyway, Paradise CA 95969 - (530) 872-6393 C] ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Other: �;n� di�c►�nm �,r elP�ri�rl� 0 Other: `*When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Signature of Applicant: ��, �✓ /�� Date: 05/14/2008 FILE SCHOOL DISTRICTS ❑ ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 868-1281 Chico Unified School District, 1163 East 7th Street, Chico CA 95926 - (530) 891-3006 Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 E Gridley School District, 429 Magnolia, Gridley CA 95948 - (530) 846-4723 ❑ Marysville School District, 1919 B Street, Marysville CA 95901 - (530) 741-6000 ❑ ❑ Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 ❑ ❑ Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext:105 Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER ❑ ❑ Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions C] ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Other: �;n� di�c►�nm �,r elP�ri�rl� 0 Other: `*When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Signature of Applicant: ��, �✓ /�� Date: 05/14/2008 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION 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 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 $500 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 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. There may be financial risks to you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° 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 thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor 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's automated telephone information system at 1-800-321 -CLSB (2752) or by accessing thier website at www.CSLB.ca.gov. PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. 1. I PERSONALLY PTO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT. SOR NO) 2. I0HAVE 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 DL,_ ADDRESS CITY PHONE CONTRACTORS 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 CITY. PHONE CONTRACTORS 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 Description: GROUND MOUNT SOLAR SYSTEM Reference Number: B08-0888 Applicant Name: TUGEL, HOWARD Owner's Name: TUGEL, HOWARD AP # : 055-310-011 Signature of Property Owner: s�.4Y a / Date: Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601.Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS" Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. 0 'Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. , EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY* Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codes/butteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on,the County's website for electronic access. Reference Number: B08-0888 Location: 4510 LINDENBAUM LN Parcel Number: 055-310-011 Date: 05/14/2008 Owner Name: TUGEL, HOWARD Phone: (530) 877-7336 Description: GROUND MOUNT SOLAR SYSTEM Signature of Applicant: _ a Date: 05/14/2008 FILE Butte County Department of Public, Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive. Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds O .0 0 0 0 �, — . 0 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment BLESS THAN 1 ACRE 1 Reference Number: B08-0888 Location: 4510 LINDENBAUM LN Parcel Number: 055-310-011 Owner Name: TUGEL, HOWARD Description: GROUND MOUNT SOLAR SYSTEM Date: 05/14/2008 By: KCG Sub Type: Phtovtaic Svs Grnd Phone: (530) 877-7336 By signing below, I the project owner/owners' 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 buildouts 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 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 this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: c-1 Title: �p FILE Date: 05/14/2008 FROM :PdlAR-yTPkoto9rapy FAX NO. :5308769365 May. 18 2008 10:02AM P2 BUTIFE COU114-fy UILDING DVISION APPPOVED FROM :PennyTPhotograpy FAX NO. :5308769365 May. 18 2008 10:03AM P3 he r -c. Aev 5c,�q&r BUTTE Wuiv ` y BUILDING DIVISION APPPO ED n 71./VT vuH 71-''l�> FROM :PennyTPhotograpy FAX NO. :5308769365 May. 18 2008 10:03AM P4 �v :50 zBUTTE COUNk'N 1014 I FROM :PennyTPhoto9rapy 0 400 Amp Service Panel 30 A 2 Pole 240 VAC Breaker G.E. Disconnect #TG3222R 60 Amp FAX NO. :5308769365 May. 18 2008 10:04AM P5 Howard Tugel 4510 Lindenbaum Lane Paradise, CA 95969 Acct. #985487388-9 Solar Array 20 OPSX3200 Modules V00=360.4V Vpmax=245V Total PV Power 3998W Max Current 16.4 A So4;1ID „ P,, C . . ma -4 Inverter Fronius IG5100 500 Volt max �-�4 5100 Watt COMPLY WITH CAL/FORN/A EL CODE- CODE- ARTICLE `I.l 250 RE ,' �:•Ji1 4LIIREMENTS FOR �+1� cU��l D; / GROUNDING AND BONDING /ii` �"<.I%s FViPb v Y i4 Pi' J 54 iF �f High -efficiency photovoltaic module using silicon nitride as ulticrystalline silicon cells Performance Rated power (Pmax) 20OW Power tolerance t9% Nominal voltage 16V Limited Warranty' 25 years Configuration B Bronze frame with output cables and polarized Multicontact (MC) connectors Mechanical Characteristics X 3200 200 watt photovoltaic module Dimensions Length: 1680mm (66.14") Width: 837mm (32.95") Depth: 50mm (1.97") Welght 15.4 kg (33.95 pounds) Solar Cells 50 cells (156mrn x 156mm) in a 5x10 matrix connected in series Output Cables RHW-2 AWG# 12 (4mm), cable with*polarized weatherproof DC rated Multicontact connectors; asymmetrical lengths-1250mm (-) and 800mm (+) Diodes IntegmBusRt°technology includes Schottky by-pass diodes integrated into the printed circuit board bus Construction Front: High -transmission 3mm (118th in) tempered glass; Back: White or BlackTedlar; Encapsulant: EVA Frame B Anodized aluminium alloy type 6063T6 Universal frame; Color: bronze 1. Module warranty: 25 -year limited warranty of 80% power output; 12 -year limited warranty of 90% power output; 5 -year limited warranty of materials and workmanship. See your local representative for full terms of these warranties. 2. This data represents the performance of typical SX 3200 products, and is based on measurements made in accordance with ASTM E1036 corrected to SRC (STC.) 3. During the stabilization process that occurs. during the first few months of deployment, module power may decrease by up to 1% from typical Pmax. Jt3U'1(T1N'.'I , COUNTY .., BUT1 G:. nQ ® BP Solar 2007 �IAY 1 20 u 3U1 ! NG 1411 , 6 2 0037 REV A 06107 I)EVE1�P iVIENYJ'u SERVICES 'i I. Electrical Characteristics' SX 3200 SX 3195' Maximum power (Pmax)' 20OW 195W Voltage at Pmax (Vmp) 24.5V 24.4 Current at Pmax (Imp), 8.16A 7.96A Warranted minimum Pmax 182.OW 177.5W Short-circuit current (Isd 8.7A 8.6A Open -circuit voltage (trod 30.8V 30.7V Temperature coefficient of Isc (0.065±0.015)%/°C Temperature coefficient of Voc -(111±10)MW*C Temperature coefficient of power -(0.5±0.05)%/°C NOCT (Air 20°C; Sun 0.8kW/m2; wind 1m/s) 47±2°C Maximum series fuse rating 15A Maximum system voltage 600V (U.S. NEC rating) Mechanical Characteristics X 3200 200 watt photovoltaic module Dimensions Length: 1680mm (66.14") Width: 837mm (32.95") Depth: 50mm (1.97") Welght 15.4 kg (33.95 pounds) Solar Cells 50 cells (156mrn x 156mm) in a 5x10 matrix connected in series Output Cables RHW-2 AWG# 12 (4mm), cable with*polarized weatherproof DC rated Multicontact connectors; asymmetrical lengths-1250mm (-) and 800mm (+) Diodes IntegmBusRt°technology includes Schottky by-pass diodes integrated into the printed circuit board bus Construction Front: High -transmission 3mm (118th in) tempered glass; Back: White or BlackTedlar; Encapsulant: EVA Frame B Anodized aluminium alloy type 6063T6 Universal frame; Color: bronze 1. Module warranty: 25 -year limited warranty of 80% power output; 12 -year limited warranty of 90% power output; 5 -year limited warranty of materials and workmanship. See your local representative for full terms of these warranties. 2. This data represents the performance of typical SX 3200 products, and is based on measurements made in accordance with ASTM E1036 corrected to SRC (STC.) 3. During the stabilization process that occurs. during the first few months of deployment, module power may decrease by up to 1% from typical Pmax. Jt3U'1(T1N'.'I , COUNTY .., BUT1 G:. nQ ® BP Solar 2007 �IAY 1 20 u 3U1 ! NG 1411 , 6 2 0037 REV A 06107 I)EVE1�P iVIENYJ'u SERVICES Quality and Safety SX 3200 I -If Curves ESTI Module power measurements calibrated to World Radiometric Reference through ESTI (European Solar Test Installation at Ispra, Italy) _ ®Listed by Underwriter's Laboratories for electrical and fire safety e' m (Class C fire rating) g BACK VIEW -.- I QUi2r191llCat6Qr! Test Parameters _ Temperature cycling range -40°C to +85°C (-40°F to 185°F) Humidity freeze, damp heat 85% RH !! Static load front and back (e.g. wind) 2,400 pa (50psf) Front loading (e.g. snow) 5,400 pa (113psf) ,. Haiiistone impact 25mm 0 (1 inch) at 23 m/s (52mph) o � x�A,l'AI Module Diagram Dimensions in brackets are in inches. Un -bracketed dimensions are in millimeters. Overall tolerances t3mm (1/8"). --.{ Io --11.1 [0.44) 0 U r 2.4 [0.09) bIl 27 [1.1) L SECTION A -A Included with each module: self -tapping grounding screw, instruction sheet and warranty documents. oW. This publication summarizes product warranty and specifications, which are subject to change without notice. Additional information may be found on our web site: wwwbpsolwA s f' P Q BP Solar 2007 6802.0037 06/07 91 L . 800mm MC CABLE _ cli g BACK VIEW co a r� 'a H 12.7 X 9.5 MTG.SLOTS 8 PLACES v w FRONT VIEW . mU �g O N 1250mm MC CABLE o w (+) —J g a BACK VIEW GROUND HOLE f 2 PLACES CL m Z U GROUND MARK _ [�-----802 [31.57] --.{ Io --11.1 [0.44) 0 U r 2.4 [0.09) bIl 27 [1.1) L SECTION A -A Included with each module: self -tapping grounding screw, instruction sheet and warranty documents. oW. This publication summarizes product warranty and specifications, which are subject to change without notice. Additional information may be found on our web site: wwwbpsolwA s f' P Q BP Solar 2007 6802.0037 06/07 91 L . Gro un d Ttra R l The Original "Top -Down" PV Mounting System for Ground Applications Fast installation - Reduces labor costs and improves installation efficiency using the RoofTrac® patented support rail system. Aesthetically pleasing - All attachment hardware is concealed within channel for an attractive and clean appearance. Anodized Aluminum - All exposed alu- minum surfaces are fully anodized. This will insure an attractive appearance for many years to come. Efficient Design - Meets industry engi- neering standards without the need for cross bracing. Integrates with readily available 1.1/2" Sched. #40 galvanized pipe. professional SOLAR products Simplici��y in ©1esian The . system is the perfect solution for mounting PV mod- ules on hillsides or flat grade. (91&wa9Rj41D is an excellent solution for rural properties that require lower profiles for residential and commer- cial applications. ``-simple and logical design gets the job done with minimal parts ows the installer to complete the job on time, the first time-,,, t � W BUILDINC -APPROVED She /"1PPRO\/ED pate„ted Op t, old C® Photo illustrates a flat grade installation. ? yst 117e Can also be installed on a hillside. COUNTY MAY 14 2008 {➢L'�EW�'lYIENT SERVICES .�- Ground Trac STANDARD COMPONENTS REQUIRED The components listed on this page are required to install your modules. 2.5" Deep Channel Nuts Channel ,!r Sold in boxes of 200 Support Rail You will need one for Sold in Crates of 60 each clamp, both End Priced individually. and Infermodule. Intermodule Clamps dD Sold in boxes of 50 You will need 2 for each module. Bolt lengths are i proprietary to the module frame. Note the hexagon shape of the clearance holes not interchange- able with the splice kit. -- End Clamps Sold in boxes of 50 0 You will need 2 for each end of your array These are proprietary to the module frame. U -Bolt Assemblies Sold in boxes of 24 You will need 4 for each set oft rails. U -bolt attachment is clean and seamless - all hardware is concealed in the channel for an aesthetically pleasing array. CAPACITY/SPECIFICATIONS: • Utilizes 1-1/2" Sched. #40 Galvanized Pipe 4 -UP CONFIGURATION (Modules must be stacked in this orientation) X36 / a k 2 76. .2.7 Cubic Ft. i Concrete I ` Footings �7' (depends on slope) 12" 1 12"Diameter Cored •124"Rail also available Footing • Footing Size: 12" diameter x 42" deep - designed for 'Four module high configuration applies to certain large format narrow use with 12" power augers panels. Please contact Professional Solar Products for details. • 2.7 cu. ft. concrete footings Black Anodized clips, clamps and hardware available for select modules. • Tested with 1-1/2" aluminum alloy tee_ s TECO t� 'All tttl clamping hardware sizes are proprietary to the module manufacturer. �, Please scall for details on where to purchase and availability. • Max height 5' from grade/footing -s��1�« 10. 1 L D I NG'. � 'Support rail and Clamping system design covered under pat. #6,360,491 • Max support pipe canteliever 24" ^ �r 4.J Vn�n� l�Q • Pipe Span -Non Snowload: 10' Max /"�, professional $05-486.4700 • Pipe Span -Snowload: 6' Max (50 lbs per ft2) . Ave 1551 S. Rose • Sonotube® Option: 12" Max above grade SOLAR Oxnard, CA e Ave. products owww.prosolarcom Oct. 2006 professional Som produ GroundTraco Installation Manual Date Modified: 01/04/08 APPUCATiON: The GroundTrac system is designed to engineer with a minimum amount of installed footings at greatly reduced labor. The system integrates with ordinary 1-1/2" schedule #40 galvanized pipe. This ground mount solution includes virtually everything needed to install modules with vertical posts up to 5' from grade. The installer will only need pipe, concrete and basic construction skills to complete the installation. This fully engineered system utilizes Professional Solar Products' patented Slide -n -Clamp" module clamps and support channel - the industry standard for rooftop module installations. AAWARNING All Professional Solar Products (ProSolar) are engineered and tested to withstand stated specifications (as stated on published specification sheets) when installed properly. Fail- ure to install properly may decrease the performance of in- stallation. SAFETY All regional safety requirements should be followed when installing Professional Solar Products. All tools and equip- ment located on the roof should be secured to avoid falling object hazards. All equipment/tools should be properly maintained and inspected prior to use. Any exposed studs should be protectively capped to help avoid injury. This installation manual is intended for use by professional installers with a working, knowledge of construction princi- ples. • Post hole digger • Wheelbarrow t shovel • String Line • Line level or builders level • Drill • 1/2" Uni-Bit • Tape Measure • SharpleTm marking pen El Explanation or Install Tip Important product performance information (5 Critical for Safety 7/16" deep socket $ ratchet • Phillips head driver (for drywall screws) 1/2" wrench • 3/16" hex wrench • Framing square • Pipe cutter or reciprocating saw Pipe wrenches (two required) • Mallet or large hammer Page Iof7 BUTTER ClDui�- 1 COPYRIGHT PROFESSIONAL SOLAR PRODUCTS 2007: All Information contained in this manual Is p_;* 4 P offt7V 114 Produc J 1 slot" (PSP). TlteTraa is a registered trademark for PSP and is covered under U.S. patent #5,746,029. RoofT46Wand AaStJ&W W a registered trademark for PSP and is covered under U.S. patent #6,360,491. APPROVED PPRnVED professional Ground"I"raco SOLAR product Installation Manual. Date Modred: 02/04/08 1) Excavation of the footings 5) Attach support rails to the pipe 2) Set grade stakes for vertical pipe 6) Set concrete footings 3) Install Schedule #40 Pipe 7) Install modules 4) Drill Support rails "Appendix—safety procedures** Step 1: Excavation of the footings Excavate/core footings 12" diameter x 42" deep as per detail on engineered plan. (Footing size may vary depending on job specific conditions. AJI conditions should be reviewed by customets site engineer.) To speed up installation it is recommended to use a 12" power auger to dig your footings. I d I I I III Exist) Grade III (=III=I SIDE VIEW Step 2: Set grade stakes for vertical pipe Determine the proper angle for the module array and install grade stakes as illustrated (left), do not exceed 5 ft. of vertical post length from grade. Installing the supports braces will hold the pipe at the proper fixed angle until the footings are poured. We recommend the use of drywall screws to hold the horizontal brace in place until concrete sets. Install the end braces and then set up a string line to insure alignment. Place supports at a distance that will allow the pipe beam to be supported without sagging. Distance of base depends upon the angle of support channel. BUTTE Wur-;d I -Y SUILDINC �'VISIOX Page 2 of 7APPR®VE COPYRIGHT PROFESSIONAL SOLAR PRODUCTS 2007: All information in We manual is property of Protessf SoW Products (PSP). TlteTroae is a registered trademark for PSP and is covered under U.S. patent #5,746,029. Roorrn c@ end Fast lack® is a registered trademark for PSP and is covered under U.S. patent #6,360,491. i professional j Groundrace Som { produ Installation Manual - Date Modified: 01/04/08 Step 3: Install Schedule #401pipe Illustrated (RIGHT) pipe support beams and vertical post supports can now be assembled and rest on the support bracing. Using two pipe wrenches and 3/16" hex wrench, the pipe and support legs can be assembled and are ready for the Ground Trac® deep channel rail to be installed. BACK VIEW SIDE VIEW AUse only 1-1/2" Schedule #40 Galvanized pipe for -your supports. Fence tube is not recommended. i . Step 4: Drill support rails , 41 INCHES. —►jam— 41 INCHES ---j .1 Yf" 0-1 1 0^1 T IJlll CC 1� LelW L -1/-T ■. ­pn1 - I Drilling of the support channels: Align the support rails with the bottom side up on a flat surface. Using a framing square as illustrated, measure from the center of the Channel 41" outward and mark a line on the channel. Mark another line exactly 2-1/4" outward from center from the first line. Now drill the "U -Bolt" holes in alignment with the marked line and the specially extruded `IV" groove on the channel. We recommend the use of a 1/2" `Urd-Bit®" bit for this. You will now have perfectly aligned holes ready for installation on the support pipe beams. BUTTE COUI"� I' I BULDINC*V1S1 !N, APPROVED Page 3of7 COPYRIGHT PROFESSIONAL SOLAR PRMUCTS 2W7: AN Wd6ffnatim ccrftlned in this manual is property of Professional Solar Products (PSP). TlleTrac& is a regIsterad trademark for PSP and is covered under U.S. patent $5,746.029. RoofTrac® and FasMack® is a raostered trademark for PSP and is covered under U.S. patent !16,360,491. professional SOLAR • . produc Step 5: Attach support rails to the pipe U -bolt nuts should be evenly tightened to avoid u -bolt misalignment. Grade Groundrace Installation Manual Date Modred: 01/04/08 "U -BOLT" Assembly side view End View: "U -Rett" Attachment ins Note: The pro installation pos of the insert. Step 6: Set concrete footings SUPPORT CHANNEL Align the end of the channel using a string line. Tighten all the "U -Bolt" assemblies and re -check alignment the vertical pipe supports. You are now ready to pour concrete into the footings. Tap the concrete to ensure contact with the vertical pipe support. Remove the support bracing after the concrete has set. You are now ready to install your modules. Extruded edges of the aluminum can be sharp. It is highly recommended the installer buff the edges after installation to prevent injury. BUTTE COU TV Page 4 of 7 APPROVED COPYRIGHT PROFESSIONAL SOLAR PRODUCTS 2007: All information contained in this manual is property of Professional Solar Products (PSP). TileTraca is a registered trademark for PSP and is covered under U.S. patent #5,748,029. Roof Trac@ and FastJackQ is a registered trademark for PSP and is covered under U.S. patent #8,380,491. professional Rooffrov . SOLAR • prom Installation Manual Date Modified: 08/13/07 Step 7: Install modules o Fig.2 Fig.1 After the support rails have been fastened to the pipe, you are ready to install the solar modules. There are two sets of clamps; the outside clamps (end clamp) (Fig. 1) and the inter -module clamps (Fig. 2) that install between the modules. Please note that all module end clamps are specially extruded to fit a specific brand of module as specified in the ordering guide. Clamping hardware is not engineered or intended for use on support rail/strut other than the Professional Solar Products brand. Page 5of7 COPYRIGIiT PROFESSIONAL SOLAR PRODUCTS 2007: AN information contained in this manual is property of Professional Solar Products (PSP). TitaTracQ is a registered trademark for PSP and is covered under U.S. patent #5,746,029. Roorrrac® and Fast,daet@ Is a registered trademark for PSP and is covered under U.S. patent #6,360,491. professional SOLAR pro—uft ESTIMATING AMOUNT OF PIPE AND CONCRETE: I Ground"I"race Installation Manual Date Modified: 01/04/06 1 To estimate the amount of galvanized pipe needed for the rack, count the total number of panelized modules in a bank. Determine the width of the module, for example (58" x number of grouped panels (6) 4 348" x 2 _ 696" / 12 = 58') Since galvanized pipe comes in 21' lengths, you will need 6 lengths for the upper and lower beams to avoid cutting and threading the pipe. 2 To determine the number of posts (the maximum allowable span is 10') take the total length of one of the beams less 4' (2' allowable overhang on each end) and divide this by 10 (see figure 1). This will give you the amount of posts required to support one of the beams, doubling this will give you the number of posts and TEE's required. 3 Estimating the amount of pipe required for the posts can be estimated by adding 42" (footing) plus the distance from the top of the footing -grade to the beam (figure 2). Add the total length of pipe for the beams and the footings and divide by 21 (standard length of pipe). This will give you the amount of pipe lengths needed required for the installation. 4 Concrete for the footings = approximately 2.7 cubic feet per post. MAXIMUM SPAN =10' USING #40 GALVANIZED PIPE �— 1U* PIPE OVERHANG MAXIMUM 24" Recommended Safety Installation Procedures: 1 Installer must insure that all sharp extrusion edges should be buffed and smooth to avoid injuries from sharp extrusion edges. 2 All pipe ends should be capped using a 1-1/2" PVC slip caps. 3 When ground mount racking is installed in common areas, it must be properly lit to avoid injury from people walking into it. 4 If installed on steep slopes or unstable soil, footings should be sufficiently sized or engineered for these conditions. 5 Observe all electrical safety procedures and ensure proper grounding as established by both the module and inverter manufacturers. 6 Insure all support TEE set screws are properly tightened and always use schedule #40 galvanized pipe (fence post is not recommended). Torque rating for Holleander tee fitting = 17 ft. lbs. Page 6of7 COPYRIGHT PROFESSIONAL SOLAR PRODUCTS 2007: A® Information contained in Oft rnmwai is propertyucQs (PSP). TIIeTrae® Is a registered trademark for PSP and is covered under U.S. patent 1!5,746,029. RoofTrac* aacf: rs trademark for PSP and is covered under U.S. patent 116,360,491. t. O/0 HC 0 & ASSOCIATES Structural. Engineers Professional Solar Products, Inc. Test Date: July 11, 2007 ISS1S. Rose Ave. Oxnaxnard, CA 93033 Building Departmont Noto: NOT TO BE SUBSTITUTED WITH STANDARD STRUT OR COUNTERFEff PRODUCT. Attn: S. Ullman Subject: Static load test results Mounting systemModule Ma:Imam Frame Maximum Fre Minimummo � Frame Depth load Equivalent Wind Manufacturer Length* On.) Width• On.) on.) WPM Speed (mph)•• GroundFracw BP 66.0 32.9 1.98 50 100 TEST SETUP (as shown In attached drawing detalQ: Four SP modules, as specified above, were bolted to 1.S'x2.S'x136' Professional Solar Products (PSP) Rooffra& support rails using an assembly of 5/16' stainless steel bolts, lock washers and proprietary aluminum clamps and inserts. The Rooffrace support rail was attached to a pair of 1.1/2' schedule N40 pipes with a proprietary insert and 1/4' 'U' bolts The front to rear span was 7' and Supported by four 12' pipe supports. The entire test setup rested on a concrete floor. Test Procedure (as shown In attached drawing detail): The test set up was top loaded using sandbags to Bo lb/flk The setup remained loaded for an approximate period of 30 minutas. The maximum deflection and any signs of permanent deformation were recorded. The test setup was them inverted and loaded to simulate the uplift condition. The test set up was reloaded with sandbags to 60 Ib/n=. The setup remained loaded for an approximate period of 30 minutes. The maxlmum deflection and any signs of permanent deformation were recorded. Test Results: The maximum top load deflection was recorded at 0.625 inches, with no permanent deformation. The maximum uplift deflection was recorded at 0.813 Inches, with no permanent deformation. euadIng Department Note: NOT TO BE SUBSTITUTED This document certifies the GroundTracta mounting system used with SP modules, as WITH STANDARD STRUT OR specified above, withstands a SO Ib/ft2static pressure load, equivalent to a wind speed of COUNTERFUr PRODUCT, approximately 100 mph**. The mounting unit performed as expected. ------------- Sincerely, James R. Vincl, S.E. The Groundrrace mounting system corishng Of 1.1/2' schedule 040 Mivanlmd pipe Installed 410V SpenS roferrad in thus englneerin=report are ebsOdrte ►natrlrnufn Ilmhes (see 801achted detail drawingy)HaIlBender' corporation structural tee fittings. To assist the building inspector in vWtAng the outhenilclW of refk'cUve'RoofTracs' label. as shown. Is placed on at least one f% F-0' rear vertical legs height from grade for tap of footing) 30' front veraai leg height from grade (or tap of fbotinlo 24' cantilever for each side of horizontal pipe this proprietary mounting system. 0 permanem adheclon, of the main support fells. Matilrnum spans: on center horizentat span (Nonenow loo;) G1•0' on center horlmntel span (Snow toed)*** 60' array length to allow for thermal cipansion of pipe shall be cut square and eomplotalyinnortad Into the fitting. The Nollaender"' 1121ng set saew must be tarqued to manuhroturar SM1171eallona Of 17 ft-Iba, to meet a minimum of 2.a50 pounds of ratantlon.. Footings par attached plan require a mlNmum size 0112' diameter x 42' deep end must be Installed In Solid Boll at grade. Footings reoulre a minimum of 2.7 cubic feet of foments with no low Cerin backfin. oose installations Over l unstable son, a ooti send require fngs to 60 OXCM ld into firm San. This SWUM as tpeclficd, a .3 ln orfsd re; for win loading over level grade. This mourning system Is not rated for snow loading as illustrated This office does not field check Installations to verify eomplhlnce as deserlped In this engineering report. Mcdutes mewwnnp wRhln 08100 Wuded in IMS engineering •'DnwMnhrd Roto tib Mph. wag loading volum mi0lbe la 000nOd 1000 v8Wes uSIV. wind Ioado@pattwe one gel leaser waefelmt '9tMum C' 69 dertned In the 200aaacy20OTleaCl '••Anted for a me@tmum @now toad or 70 W" el 6" on ranter horlrenlai Poe COMM 51324 VIA COLINAS SITE 101 ConW No. GTBP WNSTLAKK VILLAO@r CA 9136 1 of S BUTTE COUNTY UUILDINC ' ' SIOL . APPROVED TOP VIEW 6' x 2.11F -lex 8oN RoofTracm End clamp 16 -Lock TEST SETUP 1 1 1 1 E 136 R9UIInaeA GroundTrae' Support Channel Building Department Note: NOT TO BE SUBSTITUTED WrrH STANDARD STRUT OR COUNTERFErr PRODUCT. UTop Load Deflection: 0.825" I l 1 l ! 1 Up Lift Deflection: 0.813' �J _ RCofTrac� Charnel Nut Rall Inset[ Graundite* Support Channel 1-1/2' —A uba" mre Schedule Polo Galvanized Pipe Ground Tref e��' Channel 1-112' Schedule 040 / Galvanized Pipe — 30' Max 7' Max—aria depends on Angle 114- Locking Flange Nuts 80" Max Real Pipe Height Li 1-112"' Holleander Pipe Tee Fitting GRevised: mounting system using SP Solar Modules: GSroundTracs IMP d: ��61p7 BP Solar Modules Control No. GTBP Static load test illustration Page 2 of S BUTTE COUNTY BULDINC .WtC i Nharm 5116' Lack RooITrae• 8116' x 314' Meher Intetmdduie Hex Bch / Clamp ` Module ofrree Frame Nut R9UIInaeA GroundTrae' Support Channel Building Department Note: NOT TO BE SUBSTITUTED WrrH STANDARD STRUT OR COUNTERFErr PRODUCT. UTop Load Deflection: 0.825" I l 1 l ! 1 Up Lift Deflection: 0.813' �J _ RCofTrac� Charnel Nut Rall Inset[ Graundite* Support Channel 1-1/2' —A uba" mre Schedule Polo Galvanized Pipe Ground Tref e��' Channel 1-112' Schedule 040 / Galvanized Pipe — 30' Max 7' Max—aria depends on Angle 114- Locking Flange Nuts 80" Max Real Pipe Height Li 1-112"' Holleander Pipe Tee Fitting GRevised: mounting system using SP Solar Modules: GSroundTracs IMP d: ��61p7 BP Solar Modules Control No. GTBP Static load test illustration Page 2 of S BUTTE COUNTY BULDINC .WtC i Building Department Note: NOT TO BE SUBSTITUTED WITH STANDARD STRUT OR COUNTERFEIT PRODUCT. 30" Mex 12' Diameter Core 0(Top View) W Mex • Professional Solar Products, Inc. Concrete Footing Detail: Oxnard, CA volume = 2.7 Cubic Foot GroundTrac® Footing Detati Engineering Spacing RearlFront = Max 10' On Center (Non -Snow Spacing Rear/Front = Max 6' On Center (50 lb. per f6,1 NOTE: Footings ere 10'9/c (non -snow load condition) Pmax = 1 H psf (138"/ 12") (61.5"/ 12') = 1045 for(4)Supports Max Uplift ® each support 1045 /4 = 281 poop Si FOOTING DESIGN 4r Use 12" Diameter k 42" Deep Pad t W a .1 Pmax = 150d 7r/ 4 1' ° ■ P ( ) 3.5'=412 � �rF T F.S. = 412 /261 x 1.33 = 2.1 CA 1F P Control No. GTBP Page 3 of 5 13UILD'�K'�. :: I I i I I E Building Department Nota: NOT TO BE SUBSTITUTED WITH STANDARD STRUT OR COUNTERFEIT PRODUCT. 12" Diameter Core (Top View) u- -1 72' Max 12" SonotubsO Form Max //l/ About no zi= — I Grade 12' •� GROUNDTRACO SYSTEM WITH SONOTUBEO OPTION SONOTUEEO ENGINEERING FORAPPL/CATION NOTE: Footings are 10' o/c (non•solow bad condition) Pmax = 18 psf,(136"112") (61.6712") =1045 for (4) Supports a ! Max Uplift �����g p (d� each support 1045 /4 = 261 q FOOTING DESIGN Cr Use 12" Diameter x 42" Deep Pad 't �qr 9 I Pm&x = 150 pef n/ 4 0 It 3.5' = 412 0 F.S. = 412# 1261 x 1,33 = 2.1 COMMI No, GTBP Page 4 of b 2.7 CU/FT Concrete Footings . f <4 Butte County Department ofDevelopment Services Tim Snellings, Director I Pete.Calarco, Assistant Director 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile www buttecounN.net/dds ADMINISTRATION*BUILDING *PLANNING January 12, 2007 Eagle Meadows Development 4772 Frontier Way Suite 400 Stockton, CA 95215' Re: Application for Lot Line Adjustment, LLA06-0043 A.P. Number(s) 055-310-011, 012 and 003 , Dear Applicant: On January 12, 2007 the Department of Development Services made the finding that the Lot Line Adjustment on the above referenced property is exempt from environmental review, and approved the project subject to the conditions on the attached page. Should you appeal the decision of the Dept. of Development Services, please submit your appeal, in writing, with the appeal fee of $50.00, to the Clerk of the Board of Supervisors, 25 County Center Drive, Oroville, California 95965, prior to 4:00 p.m., January 22, 2007. The conditions of approval must be met within thirty-six (36) months from the date of approval by the Department of Development Services -or the approval will be considered null and void. If you have any questions concerning this matter, please contact this office at (530) 538- 7601,' Monday through Friday, 8:00 a.m. to 4:00 p.m. Sincerely, Charles Thistlethwaite Planning Manager cc: Howard Tugel, PO Box 2677, Paradise, CA 95967 L & L Surveying, PO Box 671, Paradise, CA 95967 Environmental Health Department Building Division 4 EXHIBIT A Lot Line Adjustment for Eagle Meadows Development, on APN 055-310-011, 012, 003 File # LLA 06-0043 I. CONDITIONS OF APPROVAL: 1. Deeds and plats (if required) shall be submitted to the Department of Public Works, Land Development Division for checking and approval prior to recordation and shall contain the notes specified below. 2. Provide documentation from a title company of the applicant's choice verifying any deed of trust affected has been partially re -conveyed or modified to reflect the lot line adjustment and to prevent the creation of any additional lot or parcel. 3. Prior to recordation of deeds, provide documentation verifying payment of taxes as required by Subsection (b) of Section 20-95 of the Butte County Code and as specified in Article 8 of Chapter 4 of Division 2 of Title 7 of the Government Code, commencing with section 66492. 4. Prepare a plat showing approved Lot Line Adjustment. 5. Record plat with deeds if one or more of original lots or parcels was created by map. If a record of survey is prepared to show the lot line adjustment, recording of a plat is not required. 6. Provide an approved access to all resultant parcels. Approved access as defined in Butte County Code requires a roadway that meets County design standards within a deeded right of way that meets County. standards. Deed Note (To be placed on any deed to effect lot line adjustment) The purpose of this deed is to effect a lot line adjustment as approved by the Butte County Director of Public Works on . The above described lands are to be combined with and become a part of those lands as described in the deed to as filed for record in Butte County Official Records at Serial Number Book Page . No additional lots or parcels are created hereby. The scope of review of said lot line adjustment was limited as specified in Government Code Section 66412(d), and approval of it does not constitute assurance that future applications for building permits or other land use entitlements on the modified lots or parcels will be approved by the County of Butte. Plat Note (To be placed on any required Plat) This plat does not constitute a legal description of the lots or parcels depicted and does not show all easements of record on or affecting said lots or parcels. s NOTES RESIDJEWRIAL A/ ` 055-310-011 03-3631 PERMIT NO. _ TUGEL AG DEV, J '4 �(,r/���,) CAS LINDENBAUM LN, PARADISE Cont: N/A NSF O� P"I / ,6 0� t` }• 1 4 SPECIAL CONDITIONS r CHECKED \><SRA '►BY t FLOOD CERTIFICATE REQ. =IRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS A VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER OFFICE COPY Address GAS Meter By Date f ELECTRIC /� ./ i Meter By ✓C5 Date L JOB FINALED (Date) Signature �� �� = OK = NOOK = NotReadyab1e MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged - 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Date 3. Card B-1 Date Card B-1 Date 5. Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 1. Zoning Requirements -Setbacks -Easements 10. Roof; Shthg-Roofing 2. Footings; Size -Spacing -Marriage Line 12. Braced Wall Panels 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test . 7. Water and Sewer Connected 8. Gas and Electricity Tagged, 9. Exits. - 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams-Rftrs-Con nectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI - 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures -Panel boards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 2L,Kg., Main; Soils-Elec. GrCd'--/ /" F g. Depth 3. &F ., Garage; Soils-Steel-Elec. Gr .-/ /" Ftg. Depth F ., Porches & Decks; Soils -Steel-/ /" Ftg. Depth f. t-emwalls, Main; Steel-Blockouts-Wrapped 64�-Hold Downs and Special Anchors •7. Slab, Steel-Wrapped_.G/ . PierpeFireplace Ftg.-Steel .V; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. YE, Gas Pipe; Siz Anchors -Yard Gas Piping; Size Test 11 �llater Pipe; Tes Anchors -Regulator -Service Test 16. Date,'4rLW7, Card B-1 C^_A_ aafe &L/_ O•fCard B-1 C-rA- Date Card B-1 to Card B-1 Date V, r PLUMBING (Permit) OK except #'s ' x^17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. AY; Test Fittings & Anchor -Nail Protection Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 ate Card B-1 Date � Card B-1 Date Card B-1 Date ELECTRICA (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 2 1 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or All Insulated Neutral 0 Yes 0 No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date `7 nj Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43r §,earingWalls over Girders & Floor Nailing Dr top in Walls (rat proof) T 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued)' 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue-Fireplace.Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exitino Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Verits-Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Are lass Protection -Skylights -Plastic 60. Shear W s; NailieL(Be6s�.Qi.� 61. Brace Interior/Exterior Wall Panels �62. Insulation -Walls -Ceilings 7OWM63. I nfi ItrationA%alls-lbws Date '1 ,jam_Card B-1 4-f Date Card B-1 IB31:e Card B -f Date Card B-1 Date FINA (Plans) OK except #'s 6 Ek.. Steps -Door & Sidelight Protection -Landings 6 stoke Detector 6 urnace Vents -clearance -Comb, Air-Connector- _Wtarage; Above Floor-Ducts-Mech. Protection 67. 5edroom Exiting 6 G... & Bath Fixtures & Tub Access -Spa 69 c. Trim & Subpanel, Breaker Sizes & Labels -jOeXairs & Rails W. F eplace or Stove, Clearance -Hearth 724-96c. Outlets at Wood Panel, Int. & Ext. 7 r Kit. ixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74 ec. Outlets & Receptacles at Kit. Counter Garage Fire Door; Swing -Landing -Closure 7ZZ, A.C. Duct in Garage -Damper 7. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 8. Ib.; Elec. & Mech. Equip. Listed for Location 7Y Elec. Receptacles in Garage (F.F.I.)-Romex Protection 82,Ansulation-Foam-Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82" Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor 0 Yes 88 --Following! riv es 0 No/Walks$Yes 0 No/Planters 0 Yes No 84. Stucco row . A.C. Unit Disconnect, Electrical -Plumbing Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Water Well, Disconnect, Electrical, Plumbing 8. Exterior Elec. Trim, G.F.I. Receptacle -Underground . Ventilation Throughout House 9 . lass Protection orrections from Previous Inspections L p 9 Gas Test -Meters Tagged, Gas -Electric _ijLater & Sewer Connected -C/O to Grade -HD Approval 9 Energy Compliance Certificate -Other Certificates Address Posted 96. Fire Sprinkler Date jp -,,_,Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: County of Butte BUILDING DIVISION ACCEPTANCE NOTICE Work Accepted Location Permit No. Date Approved DO NOT REMOVE THIS TAG Building Inspector COUNTY OF BU , TE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. Iv J 0 --)6" i nr_v ivroc ;.-_ � _ r r -'� �� � � } L 2 �4 ,, I ____ �.. � -� F .. , COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville,. Califdr,nia 95965 - Telephone (530) 538-7541 PERMIT NO. (Rev.12/96) APPLICATION AND PERMIT o-3 �??I asSEbQC,pARc� Vl ldfl q, 1 77 31l ZONING BUILDING PERMIT "'EtUGEL AG DEV LLC 877-7336 TELEPHONE OCC. BUILDING VALUATION OWNE��M�r�og�Tb�7 PARADISE CA 95967 3583 R 228 042.00 Pi1356 CONTRACTOR'S NAME TELEPHONE 12 �� VG 19080.00 1. C 17628.00 CONTRACTOR'S MAILING ADDRESS 0 3584.00 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace I A 1500.00 Total Valuation $ 269 834.00 ARCHITECT OR ENGINEER LICENSE NO. -FilingFee $ 20.00 Permit Fee $1234.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 802.40 BUILDING LINDE A LANE PARADISE Energy Plan Checking Fee $ 23.00 $ PERMIT FEE $ 2079.90 LAT NO. SUBDNISIOWS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 12.00 Solar or heat pump water heater 23.00 Water piping 15.00 5.00 Each as water heater or vent 1 5.00 O.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: NEN SINGLE FAMILY Gas piping sy2tem 1 - 5 outlets 15.0015.00 Buildina sewer 15.00 Mobile Home S G ' �/ lttt PERMIT FEE $ ELECTRICAL PERMIT Fling Feel 20.00 Main Service 2001 OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law fyr the following reason: I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. SO OR ADDNS. & Acc. BUDS. 3.50F,. 1 S4 00 NO" R IDT MULTI.OUTLUr @7.50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex. Occup. OUTLET OR Fix URES B20 @ I.5000 Ex. Occup. OFU( Aa oR.f 5.00 -Temporary Service 23.00 23 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S 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. k y workers' compensation insurance carrier and policy number are: C arrier MECHANICAL PERMIT Fling Fee 1 20.00 Heating 1 160.00 Cooling 75.00 Hood 6.50 5.50 Ventilation GAS FIREPLACE 1-5.00 PERMIT FEE $ 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.) Uf I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. //! 1 -.� i7 �Qy� Date A ZJ �� )g�nat!.Ile of Applicant - Owner ❑ Contractor ❑ Age t An OSHA permit is required for excavations over 5'0" deep andolition or cons tru on of structures over 3 stories in eight. Receipt No. C)3, 1,S WHITE-D.D.S.-B.D. CANAR •ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT Mobile Home Installation Fee $ Energy Inspection Fee$ 46.00 Occ CONST. TYPE TOTAL F E $ • 2 ��J HA2 O.P IMP F7 I COX PARCEL H IS This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicate ove for which fees ve been paid. y Date PERMIT EXPIRES ON ;13 F x to `e f �-- 'tJ D,00 COUNTY OF BUTTE - DEPA,RTMENT IOF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive s Oroville, California 95965 • Telephone (530) 538-75 P (Fiev.12/96) APPLICATION AND PERMIT ZONN, BUILDING PERMIT lSSESSOR PARCEINUMB �" ^ _ 2 O � © ... J J v TELEPHONE SO. FT. OC . BUILDING VALUATION 3n-7 -1117 rb .a NO. OONIRACTORS MA UNG ADDRESS I J� CONST. ESm. MULTI -OUTLET A►S O V IrS CONSTRUCTION LENDER Fire lace V '( FEY�Occu O . 6 LENDERS MOUNG ADDRESS Total Valuation $ • Service LICENSE NO. ARCMTIECT OR ENGINEER Fria Fee Usc. Winn 20.00 T Permit Fee ' $ 1,23 1. C) 0 ARCHTIECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ eunDwGADDREss _ Energy Plan Checking Fee $ O $ PERMIT FEE $ - +_ suaorvs NAME 1 PARCEL MAP IDT Na�-� 1 2-1 iJ ' 7'-2- C')_�' PLUMBING PERMIT Firing Fee 7.00 20.00 Each Tr USEOFSTRUCTURE IC Solar or heat pump water heater 23.00 SF Duplex E3Mobilehome E3 Other Water piping 15.00 v Each gas water heater or vent 15.00 Iswele TYPE OF WORK Gas 15.0 Of- New. Addition ❑ Remodel ❑ Utilises E3 Installation C3 Other ❑ New* Building sewer 15.00 p 1 �. Mobile Home I S J G I W @20.00 ' Describe Work: 1\1 - SNOW I—��� I Sav � � PERMIT FEE s - �- ELECTRICAL PERMIT I Fling Fee 20.00 ©-- 7--:5, G Main Service mesion LE= Main Service 2DM TO IowA NEW CONST. DWELLING OCCUI OR ADDNS. ( a ACC. MMS_ PERMIT: FEE PAID SRA SHERIFF OTHER 2l CONST. ESm. MULTI -OUTLET A►S O V IrS POWER APPARATUS a SINGLE OUTLET CIR. FEY�Occu OUTIET ORFOITURESOccup.OUTLETS 6 FDW �ro.)Ea Temporary Service Mobile Home Facilities Usc. Winn T PERMIT FEE $ AMOUNT RECEIVED $ DAVE RECEIVED It 5 HeatiriM. V Coorina 46.00 sn 3.50FT. @7.50 23.00 20.00 23.00 Fee 20.00 6.50 '_ 1 PERMIT FEI S Mobile Home Installation Fee $ —� Energy Inspection Fee $ c"c1 --T' TYPE TOTAL FEE $ _ HAZ 1 0. FEES IMP FLOOD CDF PARCEL PD HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for whic fe3 hgve been paid. gy ! Date _ PFRMIT EXPIRES ON Z11 ..____ s i i r QOUNTY OF BUTTE -DEPARTMENT QF DEVELOPMENT SERVICES -BUILDING DIVISION J 7 County Center Drive, Oroville, CA 195965 Phone (530)538-7541 Fax (530)538-2140, PERMIT APPLICATION DATA SHEET C OWNER: 4 ASSESSOR PARCEL NUMBER . CIIV Proposed Building.Use: Counter Technicia : V P 1 Date: �� Q Items required, in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. ' el. Site.plans, :3 or 4 sets, signed by the preparer of the plans. ' ❑ Complete'plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. J�4. Engineered truss details and layouts in duplicate. No faxes! FF5. Energy compliance design and supporting documentation in duplicate. ❑ 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. ❑ 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. I 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 B ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ y' ❑ 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 ..:.................................. ❑ 12. Hazardous Material Form ................................... .............I.............................. ❑ 13. Fire Sprinklers..............................................................!............ ......... ........ ❑ 14. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 15. Other aining items needed to issue the permit. (May require additional plan review upon rece' f e s.) Fees as shown on the attached Schedule of Fees Due Sheet.` ...................................... Statement of Intent for Non heated and AIC Buildings ............ ............................. i1 18. Sanitation and site plan approval from the Environmental Health Department in LX5- 0 1,9. City of Chico Plumbing permit ........................................'............................. '00. California Department of Forestry plan approval epaid. Sent by:/1?_TS ..........//. 7?4, 'e3 4L -5'e3 ❑ 21. Planning approval for (A) Use: (B)Parking: (C) Parcel Check: ❑ 22. Contact Land Development about ❑ Improvements, ❑ Drainage ............................... N23. NPDES Form............................................................................................. ]a24. Encroachment Permit for driveway from the Public Works Dept ................................. ❑ 25. Pre -Inspection for ' required ................ ❑ 26. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 27. Worker's Compensation Carrier and Policy Number, ... ** ....... ......... * ................ umber....................................... ❑ 28. Owner -Builder Verification (❑ Given to owner, El Mailed to owner) ..................... V9. L tter of Signature authorization................................................................. ".corded copy of Agricultural Acknowledgment Statement................0. `..!:. " 31. Manufactured home utility clearance.......................:.........:............................. ❑ 32. Existing violations and/or expired permits ................................................. !...... 3. ❑ Grant Dee , M.K Title/Statement of Facts, ❑ Letter from Le al Owner Check to H.C.D. $ 4. Other: he issued Telephone and hold for pickup. i I have been informed of the above items and requirements for obtaining a building permit. i Applicant: .r7Date: /i z !;_/0 3 _ 1. Index permit application for the above i em numbe Plan Check Lette ` 2. Additional items r \ Contractor, desi er, owne , was advised of the above data by phone, - ❑ mail, ❑ counter, by Date: Contractor, desig r o r, was advised of the above data by ❑ phone, 1 ❑ mail, ❑ coun b Date: Plans reviewed by: Date: Plans approved by: Date: e Structural reviewed by: Date: 0 Structural approved by: Date: 0 Note transfer by: Date: %1lov. B 0 TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Rot Rea Attached Roos Ran Attached Seat to! x,13-0 -TU 0-0 08her l Location AP# Plan Approf +. Sewage Disposal/\kater Sup y: Public Private Well Clearan a fo well* g. Other c Hold final for: Final clearance O.K. for: NOTE: Environ 8/96 Health Da COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE OWNER PROPIaSED BUILDING USE Iy PBUILDING PERMIT FEES Balance Due ....................... $ Additional Fees Due ................. Additional Fees Due ................. $ Revised Plan Checking Fee ....... ....$ SCHOOL DISTRICT FEES (paid at District Office) (Available after Plan Check) SHERIFF FEES (paid at Building Division) Residential ...................... x $360.00 = $� Units Commercial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential ................... -x - # Units Amt. Commercial (sq. ft.) ............ -x - Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P.# `-31d-0(I DATE JQ3 RECE ATE REC. At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT DATE 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 - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6/00) O.B.- I -OWNER-BUILDER VERIE'ICATION 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 ❑ NO I 2. I HAVE HAVE NOT O signed an application for a building permit for the proposed work. 3. I have co tracted 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: PROPERTYOWNEP SOCIAL SECURITY DATE: f//zs /U 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 offu:e before we are permitted to issue the permit. OVER I OWNER BUILDER INFORMATION 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 ofrecord 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 contacting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, Mic 1 C. Vi ira, C.B.O. M ger, Building Inspection NOTE. This Owner-Builderinformmadon is required by Section 19830 of the California Health and Safety Code OVER School District A.P. Number Property Owner BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per. Building) Building Department No. l6- 0/lJ - ,Jurisdiction: City —= County Property Location/Address Subdivision Residential Development Q No 4f Living Mobile Home Units Installation Lot No. _�- .. ,.- �`.-i�� �.ti� I. �. :F_ ". . �,t„� �I. t-• M. :� ���"��. :i.:-_ X' 'fir..;_ (Attach a signed copy of Deed R Commercial/Industrial Q Q New Addition Sq. Footage TQ;� (Group R) Restricted. Sq. Footage .. on and Notice of Limited Use Facility'document) Sq. Footage (Including Exterior Roofed Areas) 1 Date ..r District Ida tification No. 1-21.5 . Y School District certifies that,: Zzt&Z (Applicant) D '03 (Street Address) (Phone Number) (City) (State) (Zip Code) .22� has complied with the requirements of Resolution No. by payment of $ 3 repress ting square feet. 292¢ $ .: y s a. ,i _: -, c FULL MRIGATION r S� School District Representative Date Paid by Check # � Remarks: NoBee: You may protest the Imposkbn of the Nes Identified above by submitting a written protest to the District, In compliance with Goverrnerd Code Section 66020(m), within 90 days from the date Nes we pakt. Failure to submit a timely written protest wlp'prohM you from chaibn&V the Imposition of the Nes In any court action. K, subsequent to the School District RepreserMative signing this Butte County schools Impact Fee Cartllkation Form, the school District Is notNW by the applicable Local Planning Agency that this project b bsing rwbwed raider the CalMorria Environmental Quality Act (CEQAh this protect may be subject to additional school Nes to" rrlltlgRe.ib Impact on the school dbtricre schoob. j White (applicant), Yellow (building department), Pink (school district) feetom►.xls 00/03)dmm r' M... i op M AP,ZIO.:' 055-310-011 DATES: 11/25/03 OWNER: TUgel Phone: SITE ADDRESS: C Zoning Acres Name/Date Flood Map/Book Page Block Lot Panel Snow Load Other SRA Yes VALUATION CODE SQ FT: `_$/SQ FT VALUATION Residential/ Guest House/Heated Fun Room R 3583 $54.00 $ 193,482.00 Business/Office U 1284 $18.00 $ 23,112.00 Covered Cov 1356 $13.00 $ 17,628.00 Storage/Commercial O 512 $ 7.00 $ 3,584.00 $ - Re-Roof X H SQ $ 60.00 Calculatesquares 20 ft x 30ft = 60 sf = 6 squares Fireplace A (Zero Clr): Masonry: 1 $ 1,500.00 TOTAL VALUATION $' 239,306.00 BUILDING PERMIT FEES QTY: FEES FILING FEE 1 $ 20.00 $ 20.00 Permit Fee - Full 1 Permit Fee -1/2 (MH) $ 1,129.50 Plan Check @ 65% Permit Fee 1 $ 734.18 Plan Check Minimum/Mobile Home State Approved Plan $ 23.00 $ - Plan Check MASTER PLANS ONLY $ _ Revised Plan Check $ 46.00 $ - Energy Inspection Fee 1 $ 46.00 $ 46.00 Energy Plan Check Commercial 1 4000+: $ - Residential 1 To Master: 1 $ 23.00 Mobile Home Installation Inspection $ 100.00 $ - TOTAL BUILDING PERMIT FEES $ , 1;952.68 PLUMBING PERMIT FILING FEE 1 $ 20.00 $ 20.00 Each Trap 16 $ 7.00 $ 112.00 Solar or heat pump water heater $ 23.00 $ - Water piping 1 $ 15.00 $ 15.00 Each gas water heater or vent 2 $ 15.00 $ 30.00 Gas piping system 1-5 Outlets = 1 5+ Outlets $15/$3 $ 15.00 Building Sewer 1 $ 15.00 $ 15.00 Mobile Home Utilities Sewer: I Water: I Gas: I $ 20.00 $ - $ - TOTAL PLUMBING PERMIT FEES $ 207.00 V ' M, (6 T M AP NO.` 055-310-011 DATES: 11/25/03 OWNER: Tugel - Phone: SITE ADDRESS: O ELECTRICAL PERMIT FILING FEE 1 $ 20.00 $ 20.00 Main Service 600V or less/200A or less 1 $ 23.00 $ 23.00 200+A to 1000A $ 46.00 $ - New Construction or Addns Dwelling Occupied & Accessory Bldgs 4867 $ 0.035 $ 170.35 New Construction Non -Residential Multi -Outlet Branch Circuits $ 7.50 $ - Power Apparatus & Single Outlet Cir. $ - Existing Occupied Outlets or Fixtures 1-20 $ 1.00 $ - 20+ $ 0.50 $ - Fixed Appliances or Outlets (Res) ea. $ 5.00 $ - Temporary Service 1 $ 23.00 $ 23.00 Mobile Home Facilities $ 20.00 $ - Miscellaneous Wiring $ 23.00 $ - Pre -Inspection (existing MH, existing site) $ 23.00 $ - Pool Electric $ 30.00 $ - TOTAL ELECTRICAL PERMIT FEES $ 236.35 MECHANICAL PERMIT FILING FEE 1 $ 20.00 $ 20.00 Heating Up to and including 100,000 BTU $ 15.00 $ - Greater than 100,000 BTU 3 $ 20.00 $ 60.00 COoling Up to 3 HP and 100,000 BTU $ 15.00 $ - 3+ to 15 HP and Over 100,000 BTU 3 $ 25.00 $ 75.00 Evaporative Cooler $ 15.00 $ - Extend Ducts in Additions $ 15.00 $ - Hoods 1 $ 6.50 $ 6.50 Ventilation 6 $ 4.50 $ 27.00 Gas Fireplace 1 $ 15.00 $ 15.00 $ - MECHANICAL PERMIT FEES $ - 203.50 TOTAL OF ALL BUILDING PERMIT FEES 2,599.53 Occupancy: Construction: ISSUED HAZ FEES IMP FLOOD CDF PRCL PD I HD 13 ❑ ❑ ❑ ❑ ❑ 0 10 AP NO.: 055-310-011 DATES: 1 11/25/03 Notes: OWNER: Tugel - Phone: gff-E ADDRESS STATE RESPONSIBILITY AREA SRA BALANCE SRA Per structure - 1 1 f 89.00 f 89.00 DUE SRA FEES $ 89.00 S 89.00 IMPACT FEES SHERIFF Sheriff Residential Per SF Livin Unit 1 I $380.00 S 380.00 TOTAL SHERIFF FEES $ 360.00 $ 360.00 DRAINAGE The—lito ReSidentiail Per Livina Unit S 510.00 f Commercial I Per Ordinance 3304 $ TOTAL DRAINAGE FEES $ - rf I TOTAL NCSP FEES $ - ;0 yLti.90 1 Receipt No. Receipt Date Staff Initials Receipt Name Check Number Check Amount Cash TOTAL PAID TOYAL""IMPACT"'FEES'° $ ... .,, ......360.00.,,,... STREET IMPROVEMENTS Colle—1pmeno OTHER FEES: Chico Area Residerr6al Per Livin U.S 1,189.00 $ ❑ Howard rubel Howard Tu g el - Chico Urban Commercial Per Each single LMn U $ 1982.00 $ Commercial service Structures Per Sq. Ft. $ 2.22 Commercial Industrial structur- Per Sq. Ft. S 1.02 S TherResidential UA Urban rban Akinrea Per Each s Livin ' U $ 595.00 f Commercial Office Per Ace - - S 11924.E S _ Industrial Li ht - Per Ace $5962.40 f TOTAL STREET IMPROVEMENT FEES $ WATER TENDER Water Tender Per Parcel 1 $ 200.00 $ TOTAL WATER TENDER FEES! $ - •• NORTH CHICO SPECIFIC PLAN NCSP Residential SR - 1 Per DU S 3,315.000 S - IndUstdaUCommercial loffire Per SF 1 1 $ 2.32 $ - TOTAL NCSP FEES $ - ;0 yLti.90 1 Receipt No. Receipt Date Staff Initials Receipt Name Check Number Check Amount Cash TOTAL PAID TOYAL""IMPACT"'FEES'° $ ... .,, ......360.00.,,,... PROOF OF PAYME R $ - $ 360.00 $ $ Colle—1pmeno OTHER FEES: Chico Area Residerr6al Per Livin U.S 1,189.00 $ ❑ Howard rubel Howard Tu g el - services TOTAL BUILDING PERMIT FEES 2,599.53 -187.78 S 903.15 $ 1,884.15 SCHOOL DISTRICTS - Proof of Pa merit Onl TOTAL ALL FEES $ 3,048.53 -$187.78 OWES $ 992.15 $ 2,244.15 $ - $ - PAID PAID PAID PAID MINIMUM PAYMENT OF FEES FIIIng Fees 41 tfU.UU BUILDING IPlan Check Fees $ 757.18 SUBTOTAL BLDG $ 837.18. SRA FEES $ 89.00 Kr-WU1KtU MINIMUM YATMtN I Ur rttb ;0 yLti.90 1 Receipt No. Receipt Date Staff Initials Receipt Name Check Number Check Amount Cash TOTAL PAID 3938821 395002 PROOF OF PAYME R 1125/03 02/13/04 RECREATION DISTRICTS - Proof of Pa merit Oni AM PA Chico Area Residerr6al Per Livin U.S 1,189.00 $ ❑ Howard rubel Howard Tu g el - Durham Residentiall Per Sq. Ft. S 1.04 S ❑ 3167 4064 S ❑ $ 992.15 $ 2,244.15 SCHOOL DISTRICTS - Proof of Pa merit Onl Chico -062 Residenroal 1 1,158 1 2.14IS 2,478.12 1 ❑ $ 992.15 $ 2,244.15 $ $ CHECK (--09 L 3060 Thorntree Drive #10 • Chico, CA 95973 (530) 894-8833 voice • (530) 894-8882 fax email: cj@r-c-e.com Plan Check Comments Tugel Residence - Lindenbauni Lane, Paradise, CA Building Permit # 03-3631 The following responses are in regards to the plan check comments mad6 on January 08, 2003 by Philo Hunt, Butte county Plan Check Engineer. Structural Comments: All truss notes regarding special hangers have been addressed by the truss company by calling out connections on the first six pages of the calculations. The connection of the structural facia and the truss tail has been designed and the required nailing has been called out on plan. The loads called out on trusses AB4 and G3 are mechanical loads for HVAC and connections are by others. The calc lat' ns for beam 12 have been modified to call out a 2x10 as on plan. ,' eams YA 1 d, and Ohave been added to the layout sheet. v• The location of beam 14 is correct. Beam 14 is a calculation for the structural /facia required by the trusses. ACalculations have been provided for the 6x 12 at the front porch. 4;6. Beam 17 has been moved on, the layout sheet to agree with the plans. A/Beam 22 has been designed to pick up the 3.5Kip load in question over the 8)fused window. . Bea '_ as been moved on the-la�o. t to the correct location aloa s e from truss A 1 have been added to beam 1 Beam as been designed or 46 < the garage opening supporting truss . Beam 4 has been redesigned with the loading of truss Df lBeam 25 has been designed to support the loading of truss d�4- ngineer will wet sign all necessary documents. Valculations have been provided for the studs over 14"-0" at the great room wall for immers the windows and doors. Charles J. Roberts, PE (530) 894-8833 x e -`s fG h -r Ae 5 eAe ?t'; � 99 Aol /e a .( Page 1 of 1 Bloomfield, Russ From: Christopher, Yvonne Sent: Friday, January 16, 2004 6:24 PM To: Development Services Subject: Cleanliness of building I hope you have been noticing the improvement in the way our bathrooms and break room have been kept recently with the change in janitorial staff. I know my trash is consistently taken out each night also. If you see our janitor, don't forget to thank him for a job well done. You have commented negatively in the past, so let's encourage the huge improvement. Yvonne 1/20/2004 January 8, 2004 Tugel Ag Div, LLC P.O. Box 2677 Paradise, CA 95967 • Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2 140 FAX Assessor Parcel Number: 055-310-011 Building Permit Number: 03-3631 4 7 � pp ^tea e f Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NON-STRUCTURAL COMMENTS: None RUCTURAL COMMENTS: Please have engineer address all truss notes that require special hangers or connections. krovide a 2 12 at beam 12 as specified in the structural calculations. The plans show a 2x10. ..Beamse,61Kand@re not shown on the layout sheet in the calculations. Please indicate here these beams are located. lease clarify location of beam 14. Calculations were provided for this beam but the layout sheet shows it located outside of the building. Please clarify. /Provide calculations for the 6x12 front porch beam that supports the trellis beams. ;/Provide l Beam 17 appears to be shown in the wrong location on the beam layout sheet. adequate support for the 3.5 kip reaction from beam 19 that bears over the fused orner window at the stairway. Beam 1 appears to be shown in the wrong location on the beam layout. The supporting beams are at the exterior openings, not the interior. (Or the truss spans are incorrect.) Beam 1 has a ad fro ss Al and the othehas a point load from truss it. lease revise b' m calculations to include the point loads 9 lease include point loads from trusses 1 and E1 in the calculations for beam 4. Provide engineer's wet stamp and signature on the calculations and all plan sheets containing Provide requirements. (two sets) rovide calculations for studs over 14 feet tall. z P If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Linda. Philo will answer your structural questions. 1 of 2 Please refer to your Data Sheet for remaining non-plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. ) Li da Simpson Philo Hunt, P.E. Plans Examiner Plan Check Engineer cc: Charles Roberts, P.E. 2 of 2 NOTES RESIDEWT1A� r PERMIT NO. { 055-310-011 04-0100 � TUGEL; HOWARD LINDENBAUM LN, PARADISE 4 CONT: MODERN BUILDERS METAL GARAGE •f T t •I SPECIAL CONDITIONS SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER i i i� JOB FINALED (Date) D Signature G CHECKED BY � I � J=OK 0 = Not OK . = Not Readyable Soils; Compaction -Structure Stability MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Elec.; Receptacles and Lighting, Distance-GFI 1. Zoning Requirements -Setbacks -Easements 6, 2. Soils; Special MH Support Sketch Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 3. Sewer; Location -Test -Fall -C/O -Concrete Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures-Panelboards-Ins. to Main Conduit 4. Water; Location -Test -Easement Needed (Sketch) 10. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Light Niche 6. Gas; Location -Test -Wrap;-/ P' L'ft. / P Nat. or / • P' L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except ft 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date • Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test ' 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 ISCELLANEO Da DECV, COVERS, CARPORTS, G G ans) OK except ft oning'R uirements-Set ks a ents 2. Footi ; Soils-Size-Depth-Spacing-Connecto teel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. EIeefc Trusses 111.,5xt.; Steps - 1,2. Braced Wall lo/vIt✓ Date Card B-1 Date Card B-1 Date POOLS (P ans) OK except ft 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6, Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 i i i J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts=Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ . /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral 0 Yes 0 No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector 59. Glazing Area -Glass Protection -Skylights -Plastic - Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support Date 37. Vent Fan, Exhaust above insulation Date 38. Condensate Drain & Overflow, Size & Grade Date 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic - 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector • .66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes _ 83. Following Instld./Drive 0 Yes D No/Walks 0 Yes O No/Planters O Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE BUILDING DIVISION S DEPARTMENT OF DEVELOPMENT SERVICES _ 411 Main Street • Chico, CA • (530) 891-2751 _ 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE 0y, / 0 . OWNER PERMIT NO. ' " A routine inspection indicates that the following violations of.butte county Ordinances exist at the n above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. / SO' R A N� t' Ate, Y fir, ti •lam - Date )hrA? L/ Inspector _ REV 10/92( COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DI ISIOVVV L 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 8 I Rev.12/96 - - APPLICATION AND PERMIT �� ASSESSOR PARCEL NUMBER 055-310-011 ZONING AR1 BUILDING PERMIT OWNER TUGEL HOWARD 877-4075 TELEPHONE SO. FT. OCC. BUILDING VALUATION 2400 U 43 200.00 . OWNERS MAILING ADDRESS LINDENBAUM LANE PARADISE CA 800 C 10 400.00 CONTRACTOR'S NAME MODERN BUILDING 891-4533 TELEPHONE CONTRACTORS MAILING ADDRESS PO BOX 774 CHICO CA 95927 CONSTRUCTION LENDER Fireplace LENDER'S MAIUNG ADDRESS Total Valuation $ 53 600.00 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 432.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 281.50 BUILDING ADDRESS LINDENBAUM LANE PARADISE Energy Plan Checking Fee $ $ PERMIT FEE $ 733.60 LAT NO. SUBDNLS IONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: MELA.T GARAGE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S I G W @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service app 0. 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.POSINGLE License Class •-1 Lic. No.2$5dd OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the Performance of the work for which this permit is issued. O' I 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 '2."12- 14 3--1 (The above sections need not be completed d the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. _ Date �- l� _ gn u e of Applican - Owner ❑ Contractor ❑ Agent An HA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in hei t. Main Service 200A TO 1000A 46.00 NEW CONST. DWEWNG OCCUP. SO OR ADONS. ( a Acc. ews. 3.5¢FT: NO"Oµ.pESID. MULTI -OUTLET @7,50 8 OUTLET CIR.WER APPARATUS Ex. Occup. OUTLET OR FIXTURES 20 @ 1.00 BAL @ .50 UNS Ex. Occup. ountrs A.Iii.OFR.A 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ DCC CONST. TYPE TOTAL FEE $ 733.60 HAZ. D. FEES IMP FLO D COF PARc� ✓✓✓/ HD sUE This permit is hereby issued 6nder the applicable provisions of the Butte County Code and/or Resolutions to do work indicated a ove for which fees have been paid. B /Dat I PO/I IV PERMIT EXPIRES ON oZ ale Receipt No. 33•Ce' WHITE-D.D.S.-B.D. CANARWA9SESSOR PI -INSPECTOR GOLDENROD -APPLICANT ` r `T 'Az+ COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 04---((���� P 4 Co 2/96) APPLICATION AND PERMIT � •7 / O _ O �wN /C v BUILDING PERMIT SESSOR PARCELNUMBER y 3 /) r J �1Z1� 7" �D% O� BUI G L N CONSTRUCTION LENDER LENDERS mAnmr. ADDRESS ARCHITECT OR ENGINEER ARCNTTECT OR FNGWEERS MA UNG ADDREESS BUp.DING ADDRESS . �/ LDT No. 93 1 sueoly VP,� ) 2q — 8 2/ i5S VV USEOFSTR CTURE SF ❑ Duplex ❑ Mobilehome ❑ Other TYPE OF WORK New ❑ Addition ❑1=13 ❑ In Describe Work --"* 1 J -=L i7z5,:j>1 X., 0IS-7 S C- S PERMIT FEE PAID SRA SHERIFF OTHER PERMIT FEE $- TRICAL PERMIT Feng Fee 20.00 Main Service = oa Lt2ss 23.00 Main Service 2004 TO I000A 46.00 NEW CONST. DWBLMG OL:CTJP. 1 3.598 O NEWES . MULTI-OUTLET0' 1 NDNRESro. BROMM cm TQT J^ apOWER APPARATUS sW4EOUTLET aR zo @ 1.00 Ex. Occup. ouTLEr OR BAFIXED L. .so Ey- Occup. D ESM.OEX 5.00 Tem or ice 23.00 AA..F.i. 4l— =—*,miae 1 20.00 � D �{ (v AMOUNT RECEIVED $ U �� DATE RECEIVE < < (,l 0¢ I PERMIT FEE 1 $ N MECHANICAL PERMIT I Filing E!LL 20.00 6.50 ventilation PERMIT FES 1 $ Moble Home Installation Fee $ Energy Inspection Fee $ C= ` -'T- rfm ITOZAL FEE $ MAZ I 0. FEES I Ua %,FLO0fi I CDF I PMtEL INPfi ND ESUE This permit is hereby issued Linder the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date Fireplace Total Valuation $ NSE No. Firing Fee S 20.00 Permit Fee ' $ Plan Checldnq Fee $ Energy Plan Checking Fee $ PERMIT FEE $ $ DE' MAP PLUMBING PERMIT Rrmg Fee 20.00 Each Trap 7.00 � "i l A L Solar or heat pump water heater 23 Water piping 15.00 Each gas water heater or 15.00 Gas i in - outiets 15.00 Building s 15.00 Moble Home I S i G I W @20.00 PERMIT FEE $- TRICAL PERMIT Feng Fee 20.00 Main Service = oa Lt2ss 23.00 Main Service 2004 TO I000A 46.00 NEW CONST. DWBLMG OL:CTJP. 1 3.598 O NEWES . MULTI-OUTLET0' 1 NDNRESro. BROMM cm TQT J^ apOWER APPARATUS sW4EOUTLET aR zo @ 1.00 Ex. Occup. ouTLEr OR BAFIXED L. .so Ey- Occup. D ESM.OEX 5.00 Tem or ice 23.00 AA..F.i. 4l— =—*,miae 1 20.00 � D �{ (v AMOUNT RECEIVED $ U �� DATE RECEIVE < < (,l 0¢ I PERMIT FEE 1 $ N MECHANICAL PERMIT I Filing E!LL 20.00 6.50 ventilation PERMIT FES 1 $ Moble Home Installation Fee $ Energy Inspection Fee $ C= ` -'T- rfm ITOZAL FEE $ MAZ I 0. FEES I Ua %,FLO0fi I CDF I PMtEL INPfi ND ESUE This permit is hereby issued Linder the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date �` � � ' \ } ti � 1 ++ ' l +, � t ��� �- �.- e., w` �-,�g� �"�`t � � �: ... �. . � �.-�r� _ �u-. «. �,,, .. 1 F. �i .1 � _...� } - ,. � L Ly � • ' t � ' r + � � � + �� \. �� r � _ .S � � � � � , � 1 i 1 i �' w, \ 1 S' } � � ' \ } � 1 ++ ' l Y + �- b � i COUNTY OF BUTTE -DEPARTMENT OFDEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER:' �C/l SSE SOR PARCEL NUMBER O �5 d5_316-6 l l Proposed Building Use: � Counter Technician: Date: U required in order to agAly for a permi .All boxes MUST be checked OR marked NA in o` der to apply. i 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. M / 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No"faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. J ❑ 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 ine info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. 9. Metal bldg etal Bldg Plan , -) Fr nd plans and calcs in triplicateI"evations in triplicate Floor plans in triplicate. All of these must be stamped and wet- El et ❑ 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 15. Sanitation and site plan approval from the Environmental Health Department in hico ❑ Oroville, as applicable. ❑ 16. Other_ Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 17. Fire Sprinklers............................................................................................ ❑ 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 19. Soils Report and/or Engineered Foundation required ........................................... ........ 20. Erosion Control Plan Required........................................................................ ........ 21. Fees as shown on the attached Schedule of Fees Due Sheet .............................. 22. City of Chico Plumbing permit.............................../.............................. . ",23. California Department of Forestry plan approval >aid. Sent by: 1ti1m ....�'.zl -0 24. Planning approval (A) USe:Qkk (B)Parking: (C) Parcel Check: 25. Contact Land Development about _Improvements, _Drainage ......................... 26. NPDES Form............................................................................................. ❑ 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) ..................... ❑ 32. Letter of Signature authorization.................................................................... ❑ 33. Recorded copy of Agricultural Acknowledgment Statement .................................. ❑ 34. Manufactured home utility clearance..................................................:.:.......... ❑ 35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 38. Other: ❑ 39. Other: When issued Telephone and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. r Applican.�1�1�_, Date: 1. Inde4 it applicatioA�for the above items numbered: Plan Check Letter 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, .0 counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, Ej counter y Date: Plans reviewed by: Date: Plans approved by: Date Structural reviewed by: Date: Structural approved by: % Date: Note transfer by: Date:)-ff Yellow: Building Division TO: Building Department FROM: Environmental Health SUBJECT• Sanitation Clearance l E.H. USE o r Plot P1earArt.arad Floor P40 Attar 9etn tto�&.D. �.1 L wner Location AP# Plan Approved for: Se Wa er Sup I Publi% Private ell Clearance for dw li g. Other C4162 i f Hold final for: Final clearance O.K. for: NOTE: �r 8196 COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION COUNTY CENTER DRIVE, OROVILLE, CA 95965 TELEPHONE (530)538-7541 SCHEDULE OF RECEIPT OF FEES OWNER PROPROSED BUILDING USE A.P. DATE l RECEIPT # DATE REC. 1. BUILDING PERMIT FEES --- Balance Due ..................... $ --- Additional Fees Due........... $ --- Revised Plan Checking Fee.... $ 2. SCHOOL DISTRICT FEES (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Residential............ X $360.00 =$ Units Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. URBAN AREA FEES (paid at Building Division) Residential (per unit)..... X # Units Amt. Commercial (Sq. Ftg.).... X = $ Sa. Ftg- Amt_ 5. RECREATION DISTRICT FEES (paid at Recreation District Office) (form available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES /�,x$510.00 (paid at Building Division) �Y V//\7. SRA FIRE INSPECTION AND PLAN CHECK FEE $89.00 (paid at Building Division) 8. WATER TENDER FEES BATTALION # $200.00 (paid at Building Division) 9. NORTH CHICO SPECIFIC PLAN (paid at Building Division) Residential Zone X = $ Zone # Units Amt. Commercial (sq. ftg.) ......... X = $ Sq. Ftg. Amt. 10. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. APPLICAN DATE Pursuant to Govemment Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 2/2003) M —gum W, 3 '4 January 15, 2004 Building'Company General Contractors Department of Development Services Building Division 7 Country Center Drive Oroville, Ca 95965 Subject: Howard Tugel Metal Storage Building Lindenbaum Lane, Paradise, Ca AN 055-310-011 Permit # 04-0100 P.O. Box 772 Chico, CA 95927 (530) 891-4533 (530) 891-6834 FAX Weleas p e request that the plan check for the subject project be conducted "In House" by the Butte County Staff. Thank You '��3im owler Agent for the Owner cc: Howard Tugel California Nevada Oregon `Lic. No. 285006 Lic. No. 33967 Lic. No. 84222 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 Title: By signing below, I, the project owner/owner's agent, certify that I am aware that a construction project that disturbs 1 acre or more of land requires a Construction Storm Water Permit from the State Water Resources Control Board and that it is my responsibility to submit a Notice of Intent (N.O.I.), a' -Storm Water Pollution Prevention Plan (SWPPP), and a check for $700.00 made payable to the State Water Resources Control Board to obtain such a permit if my project disturbs 1 acre or more of land. I, further, certify that this project will not disturb 1 acre or more of land. I am aware that submitting false and/or inaccurate information may result in revocation of grading and/or other permits or other sanctions provided by law. Title:r-- Date: Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX DETACHED ACCESSORY BUILDING OWNER'S STATEMENT OF USE Plan review will not be started until this form is completed, signed by the property owner, and returned to the. Butte County Building Division. Attached Accessory Buildings and Additions will be checked for residential use. Exception: Garages and Carports. Owner: Howard Tugel Phone: 877-7336 Mailing Address P.O. Box 2677, Paradise, CA 95967 Site Address: Lindenbaum Lane Assessor's Parcel Number: 055-310-011 Zone: R Please answer questions 1-16, and explain any yes answers for questions 2-14 in the space provided on page 2 of Ns form GENERAL LNFORII�IATION: 1. Is there a primary dwelling on the property? Yes® No ❑ 2. Is the structure already built, under construction, or under notice of code violation? Yes x No 3. Will items produced in this building be offered for sale? Yes ❑ Nos 4. Will the public have access to this building? Yes ❑ No [3 5. Will any advertising, on or off site, be associated with the use of this building? Yes ❑ No CR SITE CONDITIONS: 6. Is the stricture foundation within 5' of septic tank or 10' of leach lines? Yes ❑ NoU 7. Is any portion of the structure located closer than 20' to your front property line? Yes ❑ Nom S. Do you plan to add a driveway or modify existing access to a county maintained road? Yes ❑ No:B 9. Will the proposed structure encroach within any recorded easement? Yes [I NoG CONSTRUCTION FEATURES: 10. Will this building have insulated floor, walls, or ceiling? Yes ❑ No, 11. Will this building be heated or cooled? Yes ❑ No ]a 12. Will this building have a water closet/toilet? Yes ❑ No 13. Will this building have a sink? Yes ❑ No 14. Will this building have a water heater? Yes ❑ No 15. What type of floor covering «ill the building have? 16. What type of covering will the building have? Concrete Metal OVER 1 of 2 PROPOSED USE: (check only one box) - ,, 1. :93 Residential Storage Shed — I will be storingfarm equipment in this building and it will not be used for any other purpose (no bathroom and no heating or cooling). 2. ❑ Private Garage — "A building or a portion of a building not more that 1,000 square feet (3,000 by exception) in area in which only motor vehicles used by tenants of the building or buildings on the premises are stored or kept." A -garage door is required 3. ❑ Residential Carport — A covered structure intended for parking of vehicles. Two or more sides must be entirely open. 4. ❑ Residential Occupancy — Structures meant to be occupied, as opposed to a storage shed, garage, or carport If you checked #4, please check the uses below which best fit this building. ❑ GuestHouse ❑ Pool House ❑ Studio Apartment ❑ In-law quarters ❑ Recreation Room ❑ Game Room ❑ Study ❑ Library ❑ Bonus Room ❑ Playroom ❑ Den ❑ Studio ❑ Artist Studio ❑ Hobby Room ❑ Craft Room ❑ Sewing Room ❑ Canning Kitchen ❑ Music Room ❑ Family Room ❑ Sun Room ❑ Private Office ❑ Workshop' ❑ Home Occupancy 2 ❑ Other— Use = 1. Desmibe type orWorrahop 2. bhnt be approved by the Brine Courcy Pbamting Division Explanations: This area is for explanation of any "yes" answers on questions 2-14. Please indicate the question number before the explanation. Additional Information: Plan review will not be started until this form is completed and received. A Plans Examiner will contact the owner with specific requirements per the use indicated. 1. I hearby affirm under penalty of perjury that the above information is true and conrct. I understand that any changes to the use, or character of use, of this building will require permits from the permitting authority. I understand that Real Estate Disclosure laws require disclosure of this information if or when the property is offered for sale: O«-ner's Name: Please Print Howard Tu el ;Owner's Signature: Dated//� d _ 2 of 2 t County of Butte Oroville, Califomia GENERAL CLAIM CLAIMANT: - Howard TUgel ADDRESS: P.O. Box 2677 CITY & STATE: Paradise, CA 95967 DATE OF CLAIM- 05/17/04 SUBMIT CLAIM TO DEPARTMENT RECEIVING GOODS OR SERVICES DATE DESCRIPTION OF CLAIM DESCRIBE FULLY TO AVOID DELAY AMOUNT Refund Claim - See attached calculation sheet APN: 055-310-011 Permit No.: 03-3631 PAID RETAINED REFUND Develo ment Services $ 2,858.30 $ 2,695.53 $ 162.77 SRA $ 43.00 $ 43.00 $ - Sheriff $ 335.00 $ 335.00 $ - Other: $ - $ - $ TOTAL $ 3,236.30 $ 3,073.53 $ 162.77 ............................................... ............. ............................................... •.•.•.•..•.•.•.•.•................................................................................... :.:. o...•... .............................................................................. :: BR1fJAE?VT::::::::::;::::: ............... ........................................... BIDGET::::iGOUT::::A�ViOIN`C;:: ............................. . Development Services 440-001 4210500 $ 162.77 SRA 0100 4617240 $ - Sheriff 280 1011811 $ - Other $ - TOTAL $ • 162.77 $ 162.77 I, the undersigned, declare under penalty of perjury that the services or articles claimed have been performed or delivered, and that this claim is true and correct as stated. v Dated this day of Calif.A�'3"'�=+� l Signature of Claimant I, the undersigned, hereby certify that, to the best of my knowledge, the services or articles specified above have been performed or delivered and that there is a Budget Appropriation or Specific Board Approval (Check one) for the same. a—m" Dated this day of r L 2004, at Oroville Calf. X k- Department Head or Authorized Deputy Dept. SEE Exp. Code BREAKDOWN Code PAYABLE FROM FUND DO NOT WRITE BELOW THIS LINE - AUDITOR'S IISF ()NI Y )EPT & SUB PROJ SUB. OBJ CLAIM NO. INV NO. INV. DATE ENCUMB. GROSS AMT. r 51 1001 Butte County Department of Development Services YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538.7785 Facsimile ADMINISTRATION;* BUILDING * GIS * PLANNING May 17, 2004 Howard Tugel P.O. Box 2677 Paradise, CA, 95967 RE: Permit No. 03-3631. APN#055-310-011 Owner: same On 11/25/2003, a deposit was made in the amount of $992.15, and on 2/13/2004, a deposit was made in the amount of $2,244.15, of which $3,073.53 was retained. The remaining fees will be reimbursed to you. Please sign, date, and return the enclosed claim form to this office. Once we receive the claim form, we will then process your refund in the amount of $162.77. Should you have any questions, please contact this office Monday through Friday, 8:00 a.m. to 4:00 p.m., at 538-6869. Sincerely, Diane Lewellen , OA III Administrative Division enclosure 03-3631.1tr L REFUND CALCULATION SHEET I T: , Howard Tuael P.O. Box 2677 Y & STATE: Paradise, CA 95967 TE OF CLAIM: 04/13/04 APN: 055-310-011 RECEIPT INFORMATION ,236.30 _ ..— a . `D `Monday, May.17; zoos_ _ - • - - w ._ _ evelopment'Servic s T ' BUILDING DIVISION r ver. 1.0 a 4 Counter Alice I Person Fund 10 (Bldg Permits) SRA Fees (Fire) Payment Date 11/25/2003 I SHR Fees (Sheriff) Permit Number 03-3631 I SMIP . Receipt Number 393882 I Copies/Document Sales Check Number or Cash 13167 ' CUA (Chico Urban Area) Parcel Number 055-310-011 ( TUA (Therm. Urban Area) Applicant Tugel Ag Dev I Water Tender Min0 — West Chico Fire Station Received From Same - - - -- - - - -- — _ - • - - Witness Fees, Total Received Recorders Fees (N.O.C) � $992.15-- $949.15 $43.00 $0.00 $0.00 $0.00 $0.00 $0.00 #r_J $0.00 $0.00 _ $0.00 $0.00 Thermalito Drainage $0.00 Total Fees To Collect ��� 1�j $992.155 Oroville Area Traffic $0.00 Notes: NSF (Non Sufficient Funds) 1 $0.00 Notice of Violation NCSP Trails System NCSP Roads/Bridges NCSP Storm Drainage NCSP Fire Station NCSP Parks Value $0.00 $0.00 $0.00 $0.00 $0.00 Type $0.00 $0.00 • `' - Monday; May 17, 2404• Development Services BUILDING DIVISION - V& 1.0 Counter Paula I . Fund 10 (Bldg Permits) Person SRA Fees (Fire) Payment Date 2/13/2004 I SHR Fees (Sheriff) Permit Number 03-3631 I SMIP Receipt Number 1395002 ( Copies/ Document Sales Check Number or Cash 4064 I CUA (Chico Urban Area) Parcel Number 055-310-011 I TUA (Therm. Urban Area) ApplicantTUGEL I Water Tender Btln #= ,( West Chico Fire Station ReceivedFrom SAME Witness Fees Total Received2,244 15 Recorders Fees (N.O.C)-I Thermalito Drainage Total Fees To Collect $2,244.151 Oroville Area Traffic Notes: NSF (Non Sufficient Funds) Notice of Violation NCSP Trails System _.__. NCSP Roads/Bridges NCSP Storm Drainage NCSP Fire Station NCSP Parks Value I $1,909.151 $0.00 �—$335.00 $0.00 I $0.00 ' $0.00 $0.00 $0.0000 $0. $0.00 —$0.00 $0.00 I $0.00 $0.00 $0.00 $0.00 $0.02J $0.00 1 $0.00 1 Type F= $0.00 I $269,834.00 1 IN 03-3631 B10 MOK55-31 LAST NAME TUGEL AG DEV FIRST NAME CONTRACTOR CITY/CTY STREET NO -STREET NAME LINDENBAUM LN CITY IWAM ' 8 USE TYPE REMARKS Ja 25 char. max B VALUATION • • FEES PAID • FEES 2 FEES 3 FEES 4 PLAN CHECK ACTIVITY 1 1 1 FLOOD - RECEIPT RECEIPT 2M-01 RECEIPT 3 RECEIPT 4 - - 11/25/2003 2/13/2004 FINALED Plan Chk-7:• Chkd By -7: ® Return-1�: _� Str Chk-7:•. : Plan Chk-2: Chkd By -2: _ Return -2: -� Str Chk-2c Plan Chk-3: Chkd By -3:•_ Approved: Str Appr Comments: 255 char. max 11/25/03 $89.00 SRA#393882.mjs to Philo for structural review. Index-- Plan check letter sent to owner and engineer 1/9/04. SEE LINE UP FOR GARAGE BP#04-0100 Sent to D. Debrunner for partial refund 4-9-04. km IN r' Butte County Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 REFUND REQUEST APPLICATION REFUND POLICY - Butte County Code 3-41(t) 1. Refunds can only be made upon written request by the person who paid the fees, whose name is on the receipt issued for the fees paid. Any refund checks will be made payable to the name on the receipt. 2. The request must be made within two years from the date of fee payments on permits not issued, and two years from the date of permit issuance for permits issued - if no construction work has been done. 3. Filing fees and plan check fees for work plans checked are not refundable. 4. Fees paid to other County Departments are not covered by this claim. INSTRUCTIONS: Submit this application to Development Services for determination of refundable fees. A claim will be generated for any fees to be refunded and sent to the address below for signature (by the person whose name is on the receipt) and return to Develo ment Services for payment processing. CLAIMANT'S NAME: MAILING ADDRESS: PHONE: e a bo -7? ASSESSOR'S PARCEL NO.: d S5 - U - [Please use one claim form per permit.] BLDG PERMIT NO.: — _ 31o3/ Receipt No. 1 Receipt No. 2 Receipt No. 3 ��Ob� �s%�L RECEIPT NO.: "FAQ% AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965. illi I!1 II! I I!!I P E:2�1010-73-10104S--3 Pi Il! IllP! I I !I Illi --,;w C=,ts Recorded I REC FEE 10.00 Ufficial Records I COPIES 2.50 County of I NUTIE I CANDACE J. 6RUBBS I Recorder i ROSEMARY DICKSON I Assistant I Lisa 11:i9AM 01 -Dec -20013 i Page i of 2 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: :....5/�✓r /:����� � � ,C X�i �� /`' �%t%ice Date_ _ .��� / , �dU '� PROPERTY OWNERS: State of California . County of.� /.. On /Z —/-03 VV C�,r� d 1/<.`1-P r- iV 0 k ly before me, personally appeared /Or,[%l�:'C/ T�i� _�. / personally known to me (or proved to me on the basis of satisfac ory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their s!gnature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed pe instrume` t. WITNESS my hand and offi Wl seal. I A / WENDY CSER Signature 1( �. Seal: OLL;� �;; Comm. #1306527 NOTARY L' CALIFORNIA B O BUTTETTECCUN I Y 1 USS 3 / O ,_ o / �' My Commission Expires Jun. 27, 2005 A.P. # ( 1 a Parcel I: EXHIBIT "ONE" Order No. 303602 - A Parcel 3, as shown on that certain Parcel Map, filed in the Office of the Recorder of the County of Butte, State of California, on July 2, 1993, in Book 129 of Maps, at Page(s) 82 and 83. Reserving a non-exclusive easement for road and public utility easement over that portion of Parcel 3, known as Starlight Lane, as shown on that certain Parcel Map, filed in the Office of the Recorder of the County of Butte, State of California, on July 2, 1993, in Book 129 of Maps, at Page(s) 82 and 83. Reserving therefrom any other rights and easements for mining purposes, as granted by that certain deed from George.H. Taylor, et ux, to M. Gooday, dated September 29, 1908 and recorded October 14, 1908 in Book 108 of Deeds, page 338, records of Butte County. Also Reserving therefrom all minerals and mineral rights below the depth of 100 feet from the surface and the right to enter upon the surface of lands for the purpose of exploring for, mining, extracting and removing therefrom such ores that may be discovered, and for the purpose of ingress and egress in connection therewith, and the right to drill or sink shafts, holes or other excavations in connection therewith and deposit mine tailings on said surface, provided however that if such mining operations shall damage or destroy any crops, buildings or improvements on said land the operator causing such damage or destruction shall pay the owner of such crops, buildings or improvements for.such damage or destruction in a reasonable amount. No milling, crushing or refining facilities shall be constructed or operated on said lands by the grantor, her heirs, successors or assigns. Also Reserving to the grantor all those certain mineral described in the deed dated March 3, 1905, by Levi Cohn to Oroville Water Company, recorded August 26, 1905 in Book 83 of Deeds, page 238, Records of Butte County, California. Parcel II: A non-exclusive easement for road and public utility easement over that portion of Parcel 4, known as Starlight Lane, as shown on that certain Parcel Map, filed in the Office of the Recorder of the County of Butte, State of California, on July 2, 1993, in Book 129 of Maps, at Page(s) 82 and 83. Assessor's Parcel No: 055-310-011 Parcel I: EXHIBIT "ONE" Order No. 303602 - A Parcel 3, as shown on that certain Parcel Map, filed in the Office of the Recorder of the County of Butte, State of California, on July 2, 1993, in Book 129 of Maps, at Page(s) 82 and 83. Reserving a non-exclusive easement for road and public utility easement over that portion of Parcel 3, known as Starlight Lane, as shown on that certain Parcel Map, filed in the Office of the Recorder of the County of Butte, State of California, on July 2, 1993, in Book 129 of Maps, at Page(s) 82 and 83. Reserving therefrom any other rights and easements for mining purposes, as granted by that certain deed from George.H. Taylor, et ux, to M. Gooday, dated September 29, 1908 and recorded October 14, 1908 in Book 108 of Deeds, page 338, records of Butte County. Also Reserving therefrom all minerals and mineral rights below the depth of 100 feet from the surface and the right to enter upon the surface of lands for the purpose of exploring for, mining, extracting and removing therefrom such ores that may be discovered, and for the purpose of ingress and egress in connection therewith, and the right to drill or sink shafts, holes or other excavations in connection therewith and deposit mine tailings on said surface, provided however that if such mining operations shall damage or destroy any crops, buildings or improvements on said land the operator causing such damage or destruction shall pay the owner of such crops, buildings or improvements for.such damage or destruction in a reasonable amount. No milling, crushing or refining facilities shall be constructed or operated on said lands by the grantor, her heirs, successors or assigns. Also Reserving to the grantor all those certain mineral described in the deed dated March 3, 1905, by Levi Cohn to Oroville Water Company, recorded August 26, 1905 in Book 83 of Deeds, page 238, Records of Butte County, California. Parcel II: A non-exclusive easement for road and public utility easement over that portion of Parcel 4, known as Starlight Lane, as shown on that certain Parcel Map, filed in the Office of the Recorder of the County of Butte, State of California, on July 2, 1993, in Book 129 of Maps, at Page(s) 82 and 83. Assessor's Parcel No: 055-310-011 Ovv'rer. ,✓ C'' Building Permit Number: Plans Examiner: �;�dci $,tM�P. tl A. P. Number. GENE&AL: Zoning requirements — (number of permitted living units). Plans signed by the designer. Proper description of work oa the application. Existing violations on the property. Recorded notice of violation. . Building permit valuation. PLOT PLAIN: Complete parcel size and dimensions. Setbacks. side card, easements, etc. Other buildings or structures. Grading, fills andior drainage. Flood hazard Special conditions on Parcel Map: Noise Q SK-% ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fns ❑ Federal :did Route and/or Federal Aid Secondary Route setback requirement Building or utilides across lot lines (Lot merger approval by Butte County Land Development) FLOOR PLA`: Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 104'0 of natural light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet The miaimtam net clear openable height dimension shall be 23". The minimum net clear openable width dimension sball bt; 201. When nutdo« s are prodded as a means of escape or rescue, they shall have a finished sill height not more than 33" above the flcor (Uniform Building Code section 310.0. Skylights (Uniform Building Code section 2409 tit 2603.7). Glaring in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise pe mitted in this section. Kitchens. halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowestyroiection from the ailing (Uniform Building Code section 310.6.1). All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in any dimension (Uniform Building Code section 310.6.2 tit 310.6.3). dCI in baths. garage. kitchen, wet bar, and exterior receptacles (NEC 210). Water heaters a hich depend on the combustion of fuel shall not be installed in a room rased or designed to be used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening ho abath or bedroom (uniform Plumbing Code section 509.0). Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as abedmom. or in a room. compartment or alcove opening directly into any of these (Uniform Mechanical Code secdon304.3). Garage firewall separation - required on garage side including supporting walls and posts (Unitbtm 8 Code section 302.4 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.3)-. Wood stove location - Alcove - Ub1C section 205 confined space & 223 unconfined space tit 304.2). Smok: detectors (Uniform Building Code section 310.9.1). Pagel of 2 a�%3TTFo RESIDENTIAL PLAN G , 0 0 A o REVIEW GUIDE c SINGLE FAMILY, DUPLEXAND r N%54 a 5 _d MISCELLANEOUS ONLY Ovv'rer. ,✓ C'' Building Permit Number: Plans Examiner: �;�dci $,tM�P. tl A. P. Number. GENE&AL: Zoning requirements — (number of permitted living units). Plans signed by the designer. Proper description of work oa the application. Existing violations on the property. Recorded notice of violation. . Building permit valuation. PLOT PLAIN: Complete parcel size and dimensions. Setbacks. side card, easements, etc. Other buildings or structures. Grading, fills andior drainage. Flood hazard Special conditions on Parcel Map: Noise Q SK-% ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fns ❑ Federal :did Route and/or Federal Aid Secondary Route setback requirement Building or utilides across lot lines (Lot merger approval by Butte County Land Development) FLOOR PLA`: Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 104'0 of natural light and 5% of ventilation (Uniform Building Code section 1203). Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet The miaimtam net clear openable height dimension shall be 23". The minimum net clear openable width dimension sball bt; 201. When nutdo« s are prodded as a means of escape or rescue, they shall have a finished sill height not more than 33" above the flcor (Uniform Building Code section 310.0. Skylights (Uniform Building Code section 2409 tit 2603.7). Glaring in Hazardous locations (Uniform Building Code section 2406). Habitable space shall have a ailing height of not less than 7 feet 6 inches except as otherwise pe mitted in this section. Kitchens. halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowestyroiection from the ailing (Uniform Building Code section 310.6.1). All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in any dimension (Uniform Building Code section 310.6.2 tit 310.6.3). dCI in baths. garage. kitchen, wet bar, and exterior receptacles (NEC 210). Water heaters a hich depend on the combustion of fuel shall not be installed in a room rased or designed to be used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening ho abath or bedroom (uniform Plumbing Code section 509.0). Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as abedmom. or in a room. compartment or alcove opening directly into any of these (Uniform Mechanical Code secdon304.3). Garage firewall separation - required on garage side including supporting walls and posts (Unitbtm 8 Code section 302.4 exception #3). Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.3)-. Wood stove location - Alcove - Ub1C section 205 confined space & 223 unconfined space tit 304.2). Smok: detectors (Uniform Building Code section 310.9.1). Pagel of 2 451- Water closet clearances (Uniform Plumbing Code 408.5). ,0 -.Shower compartment minimum 1024 sq. in 8 30" circle (Uniform Plumbing Code 412.7). 17. Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support RU loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Bid wall panels shall start at not more than 8 feet from each end of a braced wall line. Braced wall panels must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 fat on anter in both the longitudinal and transverse directions (UBC section 2320.4.1) Braced,%211 lines must be continuous throughout the strucmre. - 2. A California licensed architect or registered engineer must prepare a lateral analysis for the area of the building that do not comply with the Uniform Building Code. This must include the designe>'s "wet" stamp, sigaa=c. registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. 3. Clerestory requiring balloon framing and/or engineering. 4. Foundation plans complete enough to construct building (Uniform Building Code Table 18-I-C�. 5. Floor construction details complete enough to construct building. 6. Elevations and wall construction details complete enough to construct building. 7. Roof construction details complete enough to construct building. 8. Fireplace construction details and calculations if necessary. 9. Garage door header size(s). 10. Porch header size(s). 11. Typical header size(s). 12. Stud heights. W High expansive soil — special foundation design required I0tmning walls requiring design. '5. Gypsum wallboard nailing inspection required. .3b- If the area below the lowest floor is fully enclosed• than a minimum of two openings are required with a total net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no mors than one foot above grade. Alternatively. certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on extVior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement Construction design requirements must be shown on the building plans. -Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. MISCELLATTEOUS ITENIS: Stairway details — landings, rise and run head clearance, handrails (Uniform Building Code section 1003). Guardrails (Uniform Building Code section 509). Bride or stone veneer (Uniform Building Code section 1403). ddd Exterior plaster— weep screeds (Uniform Building Code section 2506.5). Roof pitch for roof covering (Uniform Building Code Table 15-B-1 & 2, 15-D-1 & 2). Foam insulation — protection. 36" halls and stairways (Uniform Building Code section 100.4.3.3.2). 71%,o exits on three — story dwellings (Uniform Building Code section 1004.2.3.2). Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 1 . Attic access and ventilation (Uniform Building Code section 1505). . Sound requirements. 1/ 12. Energy design compliance and supporting documentation. CDF responsible area requirements. BtILDING PERMIT REQLIRENTENTS: 1. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fin SprinlJers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub -Standard Housing lener. Pace -- , f SITE PLAN REVIEW APPLICATION Date: t I- 2 S- AP# S5-31(3 - O 1 l Permit Number (if applicable) - 3 �3� Bin Number 10 APPLICANT INFORMATION Parcel Size: C-- Owners Name: i U 6-c .L A& Li_ L Owners Address: f 0 V30 -k 2tp P A 2 A b 1 S E CA q S9 62 Telephone No.: tp Situs Address: Q A 0 Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential - ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form ❑ Applicable ❑ N/A DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved ® Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By Date Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: f W Snow Load Area: ) S CSO ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See aed) • Flood Zone: • Flood Panel No.: (3!5 7 S C— Index Date: -G --- ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: P R — 1 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 5 C) L Side 1 � 3� Side Street Rear , ® 30 Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area —Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement, ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3of5 IM Subdivision Map/Parcel Map: Map Date of Recording: -7- L- 93 Lot: 3 ❑ Use Permit/Minor Use Permit Permit Number: r 1 Book: —Page: X32 3 Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions IN Comply with the following Conditions of Approval: ® Attached ❑ None ❑ 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 road maintenance, and stop sign maintenance. El Page 4 of 5 NOTES i , i m "U My IT IS A T W, N 1. AL. -L -.0 PAIN AW -1 A P -P AB AT 14t T.".. OF I HC fti z WEV To PAft0%-$ go3 AND WlU MWW *M#gGTM A 0 W --L wAi , a . . . . . . ... lika'VAN o.R0F 'M EVRV TS SHALL OCc R Wi-THqw. 1-,0,,0:,, of III",' OF KUN'ILE C 4. A-tt RESIDENTIAL DEMOPEWNT ON PARCEL 2 AND 3 SHALL O=R WITHIN 3W I OF THE CMER LfNE OF PEI ROAD, WMITABLE AREA FOR WTALLATION OF SEPTIC SYSTEMS SUff'L&ING SITES ON TWF-SE PARCELS WILL NEED TO S-EOc ,ED L AT SO SEPTIC SYSTEM cm BE GRAVITY FED, AND IN,$TALED IN USEABLE AREA. C AUT.-OVAMC FIK SUPFRMmo $M"qn SyS7M SMALL BE 'T -1 `-3 "J.2, -A-. S OHM `MM5 IV AcOORDANCE MD-11 -J- t S WhiSTAL-Ll t"N - A.C.-ANES Ew f - I W I M t.10N, ASS-, ft tec 1T* THE -. NAT101A F'tR E R twor tow- fts! OF AM MOS U HOMO, NM STA ARS? MD. V4 I URPOSE OF THE MVALLATM Of SWIMER $Mf t$ FOR AvViTt"tou Aft SAFETY AND PRZOPE 1-y rikoft M IN THE 9VW OF FtRES. "IN-TALLATtON 10W4 tL U THDE NO FOR STRUCTURAL f t,- p 10N it S1,N THOU INSTANCES WHM T ARE JNSTMA; ;W, T. NO MCM OR aWR*R OF ANY KIND MALL BE, CMTWcM OR ERECTED ALM THE EASTERN soMARy OF PARMS 213 M OWR TO ALL" OUR HERD A=U To WATER AND AVOM BAR -f To VEER HERD M44RATI,,ONS. 8. UPON COMPLETION OF THE CONSTRUCTION OF STARLIGHT LANE, THE OWNERS OF RECORD SHALL RECOPD A ROAD NW! I TANANCE AG''REEMENT, WITH THE COUNTY OF BUTTE. r APPROX. CE&M-ER / KUtJKLE CRkEK PARCEL 2 APPROX. HIGHWAT R LINE NET USABLE 312972.92 S.F. 100' SEPTIC PARCEL 4 SETBACK L INE FROM HIGH l WATER LINE I AT CREEK. .� AREA OF EXP09J LAVA -..NOT �--� SUITABLE FOR �. LEACHING FIELD � M 1 50' BUILDING a SETBACK LINE ow to l a az NO FENCING OR ..BARRIER OF ANY ;I{IND Z Q y SHALL 6E CONSTRUCTED OR ERE, ''.,F � 1 PARCEL 3 `� AL"G THE EASTERN BOUNDARY ©.-' cr c PA CELS 9,3,4 IN ORDER TO ALLOW' eau c ` DEER HERD ACCESS TO WATER 5 BUILDINGo AVOID BARRIERS TO DEER HERO. F SETBACK LINE nye, I N —'MIfRATtONS. 1 NET USABLE 263891.32 S.F. 200' L£ACHFIELD SETBACK LINE OF RESERVOIR ,� '� m1 N 1 366 6 2„ 3 4 g1�P N � \pS�65 \ IN88'07'29"E ,2 1 I 1 0 Iy ' k09 _ •53 / N88 OT3$ � 21 40 4 .Owl RRO;�gL 326.18'jo 91§,.00' 2282.54' A (S NIS i L _ VOTE "B" 60' NON -E FOR ROAQ FOR PARC ;. PARCEL 2 TO BE RE. 9.073 AC. (FEE 0 W RND OF'FE TO THE C i. Pct. PARCEL 3 9.410 AC.., NOTE "B" COUNTY OF BUTTEY 1989 -OR -472 o iv "E A. -1�°2A. 1052.63' IR 1 X87.91' 364,72- 570.88' (R) 4x.03*29'2 0 D j664.52 (R(WEST 1 '7C1 t 15'STORM DRAEASEMENT 114 -RIS -61. o PER R.S.N. 5ir9 LEGEND STRUCTURAL CALCULATIONS RCE Job #2003.102 for Howard 8z Sandee Tugel - Tugel Residence APN #055-310-01 1 Lindenbaum Ln. Paradise, CA Calculation Index: • Project Layout • Lateral Analysis • Beam Analysis • Footing Analysis Revision Summary: Rev. 0 Rev. l Page # 1-2 LI — L9 B1- B28 F1- F16 11/10/03 Initial Issue 01/21/04 Pages 1,2, B1, B4, B 12 Have Been Modified Pages B22 -B28 Have Been Added iry ViLc5c� L CIVIL — STRUCTURAL �p'3/ EENGINEERING BUTTE COU TY SURVEYING �U,�.®f�O ®��`S�®� 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax APfDpr)X11=r) cgRr-c-e.com - h"p://www.r-c-e.com /O 0 .1191! rc—) v Structural Calculations Criteria Project: Tugel Residence Owner: Howard U Sandee Tugel Location: Lindenbaum Ln - Paradise, CA APN: 055-310-011 Date: January 21, 2004 Code: California Building Code, 2001 Edition. Code Enforcement: Butte County Building Department Loads: Seismic Design: Seismic Zone: 3 Importance factor: 1.0 Soil Profile Type: SD Seismic Source Type: A Closest Distance Seismic Source: N/A Wind Design: (Method 2) Wind Speed: 75 mph Exposure: C Soil Bearing: 1000 psf Notes: , No Special Inspection is required for this project. RCE job Number: 2003.102 Roberts consulting engineering does not represent that these calculations or any specifications in connection therewith are suitable whether or not modified, for any other site than the one for which they were specifically prepared. Roberts consulting engineering disclaims responsibility for these plans and specifications if they' are used whole or in part at any other site. Plans are not valid until "reviewed and approved by appropriate governmental agencies CIVIL — STRUCTURAL ENGINEERING SURVEYING 1060 Thorntree Dr. Suite #10 - Chico, CA 95973 'hone: (530) 894-8833 — Fax: (530) 894-8882 fax ciPr-c-e.comc-e.com - http://www.r-c-e.com M e A w TUGEL RESIDENCE JOB #2003.102 Page 1 SHEAR WALL, BEAM FOOTING LAYOUT O n z tDj► rill - - 'CoZ Ult m �O U UU `_J a - i T6&EL RESIDENCE ASSUMED NORTH JOB #2005.102 Forge 2 SHEAR WALL, BEAM � FOOTING; LAYOUT m /RJ I 4'-O" uj m 2 AM 15 BEAM 13 �1 7 BEAM Iq O 11/10/03 - Lateral Analysis Tugel Res. - R.C.E. Job 2003.102 Page LI Gravity Loads: Roof Dead Load 5/8" Ply 2.0 psf Slope = Metal Roofing 5.0 psf 4 Framing 5.0 psf to 5/8" Gyp. 2.8 psf 12 Insul. 1.0 psf 2.5 psf Misc. 1.3 psf 2 Layers 5/8" Gyp. ota (sloped) psf 17 1.0 psf 11 ota onz ps ota(axial) ps Roof Live Load onstruction 16.0 ps Ib, Wall Dead Load Stucco 10.0 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.0 psf Misc. 1.3 psf o[a ps Wall Dead Load (interior) Floor Dead Load Floor Live Load Copyright 2001 - Spyder Software 2x4 Framing @ 16" o.c. 1.7 psf Gyp. 2 sides 4.4 psf Misc. 1.9 psf ota ps Carpet 1.0 psf 3/4 TuG 2.5 psf Floor joists @ 16" o.c. 3.3 psf 2 Layers 5/8" Gyp. 4.4 psf Insul. 1.0 psf Misc. 1.8 psf Total 14.0 psf Residential 40.0psf Id 11/10/03 - Lateral Analysis - Tugel Res. - R.C.E. Job 2003.102 UBC Wind Loads -- Method 1 p= Ce•Cq•gsel IWW 01 IWR OWR OLR OPR P= P= P= P= P= P= Wind Speed: 75 mph Exposure: C where; Ce = 1.06 @ 0 to 15' Ce = 1.13 @ 15 to 20' 12.2 7.6 4.6 13.7 10.71 10.7 psf- @Oto 15' 13.0 8.1 4.9 14.6 11.4 11.4 psf - @ 15 to 20' 13.7 8.6 5.1 15.4 12.0 12.0 psf - @ 20 to 25' 14.2 8.9 5.3 15.9 12.4 12.4 psf - @ 25 to 30' 15.1 9.4 5.7 17.0 13.2 13.2 psf - @ 30 to 40' 16.5 10.3 6.2 18.5 14.4 14.4 psf - @ 40 to 60' nd Loading Roof - Wall Lines 1 to 3, 4 to 5 to B,EtoF Mean Roof Height = 13.0 feet Uplift Pressure = 10.7 psf Wind Loading @ Roof - Wail Lines 3 to 4, B to E Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf Wind Loading @ Floor - Wall Lines 3 to 4, B to E Mean Roof Height = 22.0 feet Uplift Pressure = 11.6 psf Copyright 200/ - Spyder Software Page L2 - Ce = 1.19 @ 20 to 25' Ce = 1.23 @ 25 to 30' Ce = 1.31 @ 30 to 40' Ce = 1.43 @ 40 to 60' Cq = 0.8 (IWW) Inward @ Windward Wall Cq = 0.5 (OLW) Outward @ Leeward Wall Fp = Cq = 0.3 (IWR) Inward @ Windward Roof Cq = 0.9 (OWR) Outward @ Windward Roof 0.00 Cq = 0.7 (OLR) Outward @ Leeward Roof 3.50 Cq = 0.7 (OPR) Outward @ Parallel To Ridge 3.50 qs = 14.4 psf 5.50 I = I Importance Factor 5.50 Roof Slope = 6 Rise to 12 Horiz. Tributary Normal Resultant Horizontal Area Pressure Force 5.00 feet @ 12.2 psf = 61 lbs. (IWW) @ 0 to 15' 0.00 feet @ 13.0 psf = 0 lbs. (IWW) @15 to 20' 5.00 feet @ 7.6 psf = 38 lbs. (OLW) @ 0 to 15' 5.50 feet @ 4.6 psf = 25 lbs. (IWR) @0 to 15' 5.50 feet @ 10.7 psf = 59 lbs. (OLR) @ 0 to 15' Fn = 1 R; nlf - hnrb_ Fp = Tributary Normal Area Pressure 0.00 feet @ 12.2 psf = 3.50 feet @ 13.0 psf = 3.50 feet @ 8.3 psf = 5.50 feet @ 5.0 psf = 5.50 feet @ 1 1.6 psf = Fp = Fn = Resultant Horizontal Tributary Normal Area Pressure 5.00 feet @ 12.2 psf = 0.00 feet @ 13.0 psf = 5.00 feet @ 8.3 psf = 11.50 feet @ 5.0 psf = 11.50 feet @ 11.6 psf = Fn = Resultant Horizontal Force 0 lbs. (IWW) @ 0 to 15' 46 lbs. (IWW) @15 to 20' 29 lbs. (OLW) @ 0 to 15' 27 lbs. (IWR) @ 0 to 15' 64 lbs. (OLR) @ 20 to 25' I RA nif - hnrb Resultant Horizontal Force 61 lbs. (IWW) @ 0 to 15' 0 lbs. (IWW) @15 to 20' 42 lbs. (OLW) @ 0 to 15' 57 lbs. (IWR) @ 0 to 15' 134 lbs. (OLR) @ 20 to 25' 904 nlf. . hnrii 1/27/2004 - Lateral Analysis - Tugel Res. - R.C.E. Job 2003.102 Page 1997 UBC Selsmlc. Loads - Static Force Procedure where; V = (Cvl)/(RM •W - 0.483 •W (Eqn 30.4) Z = 0.3 Zone 3 V - (2.5'Ca•1)/R •W = 0.164 •W (Eqn 30.5) 1 = 1.00 Importance Factor V = 0.11'Ca•I •W = 0.059 •W (Eqn 30.6) hn = 22 feet R = 5.5 Plywood Shear Walls p= 0.164 •W (Eqn 30.5) governs Soil Profile Type SD Seismic Source Type A Cosest Distance Seismic Source n/a km Ct - 0.02 All other Buildings Foot print area, AB= 3930 ftz T - 0.103 (Method A) Ca = 0.36 Table 16-Q Cv - 0.54 Table 16-R Na = 1.00 Table 16-S Nv = 1.00 Table 16•T W = Building Weight Use 0% of Snow Load In the Seismic design. Seismic Roof Loading Tributary Weights = 34.00 feet of Roof @ 18.00 psf Wall Lines A -C Garage 10.00 feet of Ext Wall @ 18.00 psf 0.00 feet of Inc Wall @ 8.00 psf 0.00 feet of Snow @ 0.00 psf V = po zULI p - or z. . W/b YJ Seismic Roof Loading Tributary Weights = 52.50 feet of Roof @ 18.00 psf Wall UnesB-E 10.00 feet of Ext Wall @ 18.00 psf 0.00 feet of Int Wall @ 8.00 psf 0.00 feet of Snow @ 0.00 psf V= p - o t. ULI p or z. Seismic Roof Loading Tributary Weights = 81.00 feet of Roof @ 18.00 psf Wall Lines E -F 20.00 feet of Ext Wall @ 18.00 psf 0.00 feet of Int Wall @ 8.00 psf 0.00 feet of Snow @ 0.00 psf V = p o :.LILT p or z. Seismic Floor Loading Tributary Weights = 20.00 feet of Roof @ 18.00 psf Wall Lines B -C 20.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int Wall @ 8.00 psf 25.00 feet of Floor @ 14.00 psf VULT p - onz. Seismic Floor Loading Tributary Weights = 78.00 feet of Roof @ 18.00 psf Wall Lines C -E 20.00 feet of Ext. Wall @ 18.00 psf 20.00 feet of Int Wall @ 8.00 psf 28.00 feet of Floor @ 14.00 psf V = p - o z.ULT 1 225 p - nonz. CoOYr/Bhz 2001 - SOYder So4wire N 1/27/2004 - Lateral Analysis - Tugel Res. - R.C.E. job 2003.102 Seismic Roof Loading Tributary Weights = 56.00 feet of Roof @ 18.00 psf Wall Lines 1.2 10.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf 0.00 feet of Snow @ 0.00 psf V = p OrIL. - or L. W/b JUL 139 P;: Seismic Roof Loading Tributary Weights = 44.00 feet of Roof @ 18.00 psf Wall Lines 2.3 10.00 feet of Ext. Wall @ 18.00 psf 0.00 feet of Int. Wall @ 8.00 psf 0.00 feet of Snow @ 0.00 psf V = LILT P-onz. Seismic Roof Loading Tributary Weights = 46.00 feet of Roof @ 18.00 psf Wall Lines 3.4 10.00 feet of Ext. Wall @ 18.00 psf 5.00 feet of Int. Wall @ 8.00 psf 0.00 feet of Snow @ 0.00 psf V= p - LILT p . or t. Seismic Roof Loading Tributary Weights = 48.00 feet of Roof @ 18.00 psf Wall Lines 4-5 10.00 feet of Ext. Wall @ 18.00 psf 10.00 feet of Int. Wall @ 8.00 psf 0.00 feet of Snow @ 0.00 psf V= p - o L. LILT p . o t. Seismic Floor Loading Tributary Weights = 20.00 feet of Roof @ 18.00 psf Wall Lines 3.4 10.00 feet of Ext. Wall @ 18.00 psf 5.00 feet of Int. Wall @ 8.00 psf 36.00 feet of Floor @ 14.00 psf V = p o t.LILT p o L. CoPYwBhr 109/ - SOyder Software Page J - 1 1/27/2004 - Lateral Analysis - Tugel Res. - R.C.E. job 2003.102 Page L S Lateral Load Summary 2nd Level Loadings Wall Line ID Tributary Length (ft.) Unit Loads Seismic Wind (p -1-f.) (p -1-f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 3 14.00 213 183 2.98 2.56 Seismic Controls 4 14.00 213 183 2.98 2.56 Seismic Controls B 5.00 139 183 0.69 0.92 Wind Controls C -South Side 5.00 139 183 0.69 0.92 Wind Controls C -North Side 15.00 132 183 1.97 2.75 Wind Controls E 15.00 132 17777q3 1.97 1 2.75 Wind Controls Copyright 200/ - Spyder Software Lateral Load Summary 1 st Level Loadings Wall Line ID Tributary Length (ft.) Unit Seismic (p -1-f-) Loads Wind (p -1-f.) Wall Loads Seismic Wind (kips) (kips) Controlling Load Case 1 14.00 139 183 1.94 2.56 Wind Controls 2 -East Side 14.00 139 183 1.94 2.56 Wind Controls 2 -West Side 7.00 114 183 0.80 1.28 Wind Controls 3 -East Side 7.00 114 183 0.80 1.28 Wind Controls 3 -West Side 19.50 123 166 2.39 3.24 Wind Controls 4 -East Side 19.50 123 166 2.39 3.24 Wind Controls 4 -West Side 16.00 131 183 2.10 2.93 Wind Controls 5 16.00 131 183 2.10 2.93 Wind Controls A 24.00 93 183 2.22 4.40 Wind Controls B 16.00 132 294 2.10 4.70 Wind Controls C -South Side 17.00 132 294 2.24 4.99 Wind Controls C -North Side 18.00 118 294 2.12 5.29 Wind Controls E -South Side 21.00 84 294 1.77 6.17 Wind Controls E -North Side 22.00 213 183 4.68 4.03 'Seismic Controls F 24.00 213 183 5.10 4.40 Seismic Controls Copyright 200/ - Spyder Software ,t c 1/28/2004 - Lateral Analysts - Tugel Res. - R.C.E. job 2003.102 t0.6V IM V.37 0.162 4.67w w x S .. 2nd Seismic Level 0.92 I 9.00 8.00 114 8.24 0.162 3.46 O.S98 IMST37 PHDT w/ DBL 2x POST a SSTB I A.B. Wind Horizontal Diaphragm Lengths H Stresses - - - East Side West Side Sill Nate Shear Anchorage for above wall line _ feet I (feet) I Bolt Dia. in. G x ti S xin IOU n. o.c. or a stve ( xt n I 0.1f,Applled n vel action I .I 20.59w East-West Direction: Story Shear 2S.S6 kips Shear S.33 kips p Max 1.00 Mat 1.50 Wall tae ten al a 3.00 alO S72 Forces Applied onesResisting O es a et Uplift mments ID • load Heigh[ Length P. Saessorm 0.162 Point OTM Uniform Point OTM Force Used 100%of Tabulated Values • See Note (kips) (feet) feet 1l (kips (foot -kips) kl (kips) foo[-kl(kips) 3.00 Simpson Products t0.6V IM V.37 0.162 4.67w w x S .. 2nd Seismic Level 0.92 I 9.00 8.00 114 8.24 0.162 3.46 O.S98 IMST37 PHDT w/ DBL 2x POST a SSTB I A.B. Wind Horizontal Diaphragm Lengths H Stresses - - - East Side West Side Sill Nate Shear Anchorage for above wall line _ feet I (feet) I Bolt Dia. in. G x ti S xin IOU n. o.c. or a CoprlrMzoo I-Sp1dfrSo/hwnr -572 20.59w w x Q 2nd Selsmk " Level 9.00 3.00 0-71 S72 15.43 ' 0.162 0.66 4.925 MST60 w/ PHD6 w/ 4x POST s SSTB28 A.B. 3.66 9.00 4.00 523 18.84 0.162 0.86 4.494 MST60 w/ PHOS w/ DBL 2x POST at 5ST820 A.B. Wind - 9.00. 3.00 523 14.13 0.162 0.49 4.548 MST60 w/ PHDS w/ DBL 2x POST H SSTB20 A.B. Horizontal Diaphragm Lengths m Stresses Eau Side Wes[ Side Sin Nate Shear Anchorage for above wall line fee[ I feet t Boh Dla. In. G xl ki S in n. o.c. ear wau _7797- 4.00 0.47 267 7.61 0.162 1.17 1.611 M5131 w 2nd Sebmk Level 9.00 6.00 0.47 267 11.41 0.162 2.62 1.465 MST37 w/ PHD2 w/ DBL 2x POST H SSTB 16 A.B. 9.00 4.00 0.47 267 7.61 0.162 1.17 1.611 MST37 w/ PH D2 w/ DBL 2x POST at SSTB 16 A.B. 2.7 9.00 4.00 - 248 %.U7 0.162 0.86 1.550 MST37 w/ PH D2 w/ DBL 2x POST at SSTB 16 A.S. Wind 9.00 6.00 248 10.60 0.162 1.94 1.442 MST37 w/ PH D2 w/ DBL 2x POST s SSTB 16 A.B. 9.00 4.00 248 7.07 0.162 0.86 1.550 MST37 w/ PH D2 w/ DBL 2x POST ex SSTB 16 A.B. Horizontal Diaphragm Lengths eat 5tresses East Side Wes[ Side Sill Nate Shear Anchorage for above wall line feet I fee[) I (pin Bon Dia. In. G I ki S acln n- o -c. Shear Wall CoprlrMzoo I-Sp1dfrSo/hwnr rl s i 1/28/1004 - Lateral AnaWs - Tugel Res. - R.C.E. Job 1003.102 Coa,.rW 2001 - SO,rkr So/tu" 1 u Seismk Level 10.00 9.50 O.OS 117 11.11 0.100 - 4.06 0.742 PHD2 w/ DBL 2x POST 6t SSTB 16 A.B. 4.40 10.00 9.50 231 21.98 0.100 3.01 1.997 PHD2 w/ VOL 2x POSTS SSTB I6 A.B. Wind 10.00 9.50 231 21.98 0.100 3.01 1.997 PHD2 w/ DBL 2x POSTS SST816 A.B. Horizontal Diaphragm Lengths S Stresses Eau Side West Side SIII Rate Shear Anchorage for above wall line feet I feet I Bolt Dia. In. G aci H S in n. o.c.15heirwaIrTu w z POST S SSTB 16 A.B. Is[ Selsmk Level 9.00 4.7S 0.12 295 12.59 0.162 1.64 2.305 PHD2 w/ DBL 2x POSTS SSTB 16 A.B. - S. 2 9.00 4.75 591 TS.27 0.162 1.22 .063 4x T828 A.B. PHD6 w POST S SS Wind 9.00 4.7S 591 25.27 0.162 1.22 5.063 PHD6 w/ 4x POST S SST828 A.B. Horizontal Diaphragm Lengths S Stresses - East Side West Side Sill Rate Shear Anchorage for above Wall line - feet I feet) (plO I Bolt Dia. in. G i LI SL 1 0.5uj 1 xln n. o.c. Shear Will . W x P05T S 551516 A.F.- 19Seismic Level 9.00 4.00 0.08 213 7.66 0.162 1.17 1.624 PHD2 w/ DBL 2x POST S SSTB 16 A.B. 9.00 S.So 0.08 213 4.852 37.22 0.162 2.21 6.367 PHDB w/ 4x POST S SST828 A.B. 9.00 4.00 0.08 213 4.925 27.36 0.162 1.17 6.549 PHD8 w/ 4x POST S SST828 A.B. 9.00 6.SO 0.08 213 _ 12.45 0.162 3.08 1.442 PHD2 w/ DBL 2x POST S SSTB 16 A.B. 9.00 4.00 0.08 213 7.66 0.162 1.17 1.624 PHD2 w/ DBL 2x POST S SSTB 16 A.B. 13.94 9.00 9.00 423 - 34.22 0.162 4.37 3.317 PHD2 w/ DBL 2x POST S SSTB 16 A.B. Wind - 9.00 4.00 423 15.21 0.162 0.86 3.587 PHD2 w/ DBL 2x POST S SST816 A.B. 9.00 5.SO 423 4.494 45.63 0.162 1.63 8.000 HD10A w/ 1x POST S SSTB34 A.B. 9.00 4.00 423 4.548 33.40 0.162 0.86 8.135 HD IDA w/ 4x POST S SSTB34 A.B. 9.00 6.50 423 24.72 0.162 2.28 3.452 PHD2 w/ DBL 2x POST S SSTB 16 A.B. 9.00 1 4.00 423 I S.21 0.162 0.86-t-3.587 PHD2 w/ DBL 2x POST S SSTB 16 A.B. Horizontal Diaphragm Lengths S Stresses Eau Side West Side SIII Rate Shear Anchorage for above wall line feet I feet I Bolt Db. In. G i I 5 xin n. o.c. ear Wall Coa,.rW 2001 - SO,rkr So/tu" 1/28/2004 - Lateral Analysis - Tugel Res. - R.C.E. )ob 2003.102 CoPrftV 2001 -Sp/der So/fttonr Ist velSection 1630. 1 ( B ecton 1 0.1 North-South Direction: W VHIJZ w x POST wVOL Zx PUS 1 81551016 A.U. 1st Seismic S.9S kips p Max 1.14 1.00 Leve! 10.00 9.00 4.00 0.12 336 1.611 17.26 0.162 1.17 4.024 PHDS w/ DBL Zx POST at SSTB20 A.B. [ ng O e '9.O0 6.00 0.12 336 1.465 25.02 0.162 2.62 3.733 PHDS w/ DBL 2x POST at SSTS20 A.B. OTM Uniform Point 9.00 4.00 0.12 336 1.611 17.26 0.162 1.17 4.024 PHDS w/ DBL 2x POST at SSTB20 A.B. (kips)foo[-kl 9.00 8.00 0.12 336 Horhordal Diaphragm Lengths at Stresses 21.64 0.162 4.67 2.122 PH02 w/ DBL 2x POST et SSTB 16 A.B. SIII Plate Shear Anchorage for above wall line 9.00 3.00 0.12 336 8.12 0.162 0.66 2.486 PHD2 w/ DBL 2x POST at SST816 A.B. 12.94 9.00 3.00 614 12.48 0.162 0.49 3.999 PHDS wl DBL 2x POST at SST820 A.B. Wind - Level 9.00 - 0.18 9.00 4.00 20.94 614 1.550 22.84 0.162 0.86 SAPS PHD6 w/ 4x POST H SSTB28 A.B. 93 9.00 6.00 0.162 614 1.442 33.62 0.162 1.94 5.279 PHD6 w/ 4x POST at SST628 A.B. 9.00 4.00 614 I.SSO 22.84 0.162 0.86 SAPS PHD6 w/ 4x POST H SSTB28 A.B. 18.04 9.00 8.00 No Holdov w/ No Holdown Required! 614 33.29 0.162 3.46 3.729 PHDS w/ DBL Zx POST at SST620 A.B. Sill Plate Shear Anchorage for above wall line feet 1 (feet) 9.00 3.00 Bolt %(hij ORM DIP)S xIn VAA� 6 In. o.c. 15hen Wall 614 _ 12.48 0.162 0.49 3.999 PHDS w/ DBL 2x POST s SSTS20 A.B. Horizontal Diaphragm Lengths H Stresses Eau Side West Side L Sill Plate Shear Anchorage for above wait line feet I feet) I (pin Bolt Dia. in. G ti Spacinz I U.buu 12 n. o.c. 15he,r Wall w x FV5 I at 551516. . lu Sebmic Level 9.00 8.00 0.12 319 22.95 0.162 4.67 2.286 PHD2 w/ DBL 2x POST aE SSTB 16 A.B. 4.40 9.00 8.00 - 27S 19.78 0.162 .46 2.041 PHD2 w/ DBL 2x POST at SSTB 16 A.B. Wind 9.00 8.00 275 19.78 0.162 3.46 2.041 PH02 w/ DBL 2x POST at SSTB 16 A.B. Horizontal Diaphragm Lengths at Stresses Eau Side West Side Sill Plate Shear Anchorage for above wail line feet I feet I Bot �U �Inj tl S In n. o.c. 15hearWall 10 j CoPrftV 2001 -Sp/der So/fttonr Ist velSection 1630. 1 ( B ecton 1 0.1 North-South Direction: W VHIJZ w x POST Story Shear 12.60 kips r S.9S kips p Max 1.14 1.00 9.00 10.00 0.22 all Un tent all at 7.29 0.435 al O ffkl Forces Appliedo[ces [ ng O e Net UpliftComments ID • Wad Height Length p, Stress Point OTM Uniform Point OTM Force Used 100% of Tabulated Values See Note (kips)(feet) (feet) 9.00 I (kips)foo[-kl krin (kips)foot-kl 0.162 ti Simpson Products CoPrftV 2001 -Sp/der So/fttonr W VHIJZ w x POST 2nd Selsmk Level 9.00 10.00 0.22 194 11.64 0.162 7.29 0.435 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. 2.56 9.00 13.00 111 13.04 0.162 9.13 0.301 MST37 w/ PHD2 w/ DBL 2x POST at SSTB 16 A.B. Wind 9.00 10.00 1 1 1 10.03 0.162 5.40 0.463 MST37 w/ PHD2 w/ DBL 2x POST H SSTB 16 A.B. Horhordal Diaphragm Lengths at Stresses Eau Side West Side SIII Plate Shear Anchorage for above wall line feet I (feet) I Bolt Dia. in. G ti Sin T33 F I-8 n. o.c. Shear a . W FHUZW/UlJLZXPOST1WSSI813X.l%. 2nd Seismic Level 9.00 21.50 0.18 162 20.94 0.162 33.70 No Nes Uplift! No Holdoe w/ No Holdown Requ!redl 2.F6- 9.00 .00 93 .04 0.162 1.94 0.515 -MS T-37 w/ PHD2 w DBL Zx POS at SSTB 16 A.B. WIrM 9.00 21.50 93 18.04 0.162 24.96 No Net Uplift! No Holdov w/ No Holdown Required! orizontal Dlaphragm Lengths at Stresses Eau Side West Side L Sill Plate Shear Anchorage for above wall line feet 1 (feet) Bolt %(hij ORM DIP)S xIn VAA� 6 In. o.c. 15hen Wall L- j CoPrftV 2001 -Sp/der So/fttonr 1/28/2004 - Lateral Analysis - Tugel Res. - R.G.E. Job 2003.102 4 101w 18.66 0.515V W/ HA.B. Ist Selsmk IPMMUZ Level 3.Y1w 85 9.00 16.00 - 2M 34.6Z 0.162 13.82 1.300 PHD2 w DBL 2x POST H SST816 A.B. 4.882 Wind Iu Sehmk Lengths H Stresses - 1 East Side West Side SIB Nate Shear Anchorage for above wan line (feet) 1 ' Level _ Bah Dia. In. G acl kl Spacing n. O.C. Shear Wall 9.00 5.00 0.09 123 47.83 S.S4 0.162 1.82 6.743 PHD2 w/ DBL 2x POST H SSTB16 A.B. 0.18 265 9.00 4.00 0.09 123 In 4.43 0.162 1.17 0.816 PHD2 w/ DBL 2x POST H SSTBI6 A.B. Wind 9.00 4.00 0.09 123 4.43 0.162 1.17 0.616 PHD2 w/ DBL 2x POST H SST816 A.B. 2.56 9.00 .00 S46 142 9.00 6.41 0.162 1.35 1.012 PHD2 w/ DBL 21 POST H SSTS 16 A.8. 45.27 0.162 Wind PHD2 w/ DBL 2x POST H SST816 A.B. Eau Side West Side Sill Plate Shear Anchorage for above wag nne 7.290 183.78 0.162 26.32 8.288 HD IOA w/ 4x POST H SST834 A.B. 9.00 S.00 9.00 142 6.41 0.162 1.35 1.012 PHD2 w/ DBL 2x POST's SSTB 16 A.B. PHD2 w/ DBL 2x POST H SSTB 16 A.B. 9.00 4.00 142 S.13 0.162 0.86 1.066 PHD2 w/ DBL 2x POST H SSTBI6 A.B. 9.00 4.00 142 S.13 0.162 0.86 1.066 PHD2 w/ DBL 2x POST H SST816 A.B. Horizontal Diaphragm Lengths H Stresses 9.00 19.00 East Side West Side L Sin Plate Shear Anchorage for above wall line feet 1 I I (pill Bah Dia. In. Cax ki 5 acln 0.500 U.610 -Lfeet) 0 ear a 4 101w 18.66 0.515V W/ HA.B. Ist Selsmk IPMMUZ Level 3.Y1w 85 9.00 16.00 - 2M 34.6Z 0.162 13.82 1.300 PHD2 w DBL 2x POST H SST816 A.B. 4.882 Wind Ist Horizontal Diaphragm Lengths H Stresses - 1 East Side West Side SIB Nate Shear Anchorage for above wan line (feet) 1 felt I Level _ Bah Dia. In. G acl kl Spacing n. O.C. Shear Wall 10.00 0.37 S31 . Bolt Dla. In. G Iry (klml5In 0.500 1 0.818 1 36 in. o.c. Shear Wall ID 2 47.83 3 6.16 9.00 3.00 0.18 265 6.00 7.1 S 0.162 0.66 2.164 PHD2 w/ DBL 2x POST H SST816 A.B. In Seismic 1.94 5.103 PHD6 w/ 4x POST H SSTB28 A.B. Wind Level 9.00 4,SO 0.18 26S 10.72 0.162 1.48 2.OS5 PHD2 w/ DBL 2x POST H SSTB 16 A.B. S46 9.00 19.00 0.18 26S PHOS w/ DBL 2x POST H SST820 A.B. 45.27 0.162 26.32 0.998 PHD2 w/ DBL 2x POST H SST816 A.B. Eau Side West Side Sill Plate Shear Anchorage for above wag nne 7.290 183.78 0.162 26.32 8.288 HD IOA w/ 4x POST H SST834 A.B. Bolt Dia. In. G 1(kips) S in 7.08 9.00 3.00 267 7.22 0.162 0.49 2.244 PHD2 w/ DBL 2x POST H SSTB 16 A.B. Wind 9.00 4.50 267 10.83 0.162 1.09 2.163 PHD2 w/ DBL 2x POST H SSTB 16 A.B. 9.00 19.00 267 45.710.1 62 1 19.49 .380 PHn2 w/ DBL 2x POST H SSTB 16 A.B. 0.463 54.52 0.162 19.49 1.843 PHD2 w/ DBL 2x POST H SSTB I6 A.B. HOdzonul Diaphragm Lengths H Strestes East Side West Side L Sill Nate Shear Anchorage for above wall line Ifeetll feet I I (pin i 807[ Dia. In. G(kips) Stsacina 0.500 0.818 1 36 In. o.c. Shear Wall ID 2 4 7.47 9.00 6.00 0.37 531 0.536 31.92 0.162 2.62 4.882 PHD6 w/ 4x POST H SSTB28 A.B. Ist Sehmlc Wind 1 1 Horizontal Diaphragm Lengths H Stresses Eau Side West Side Level 9.00 10.00 0.37 S31 . Bolt Dla. In. G Iry (klml5In 0.500 1 0.818 1 36 in. o.c. Shear Wall ID 2 47.83 0.162 7.29 4.OS4 PHDS w/ DBL L POST H SSTB20 A.B. 8.73 9.00 6.00 S46 OSIS 32.56 0.162 1.94 5.103 PHD6 w/ 4x POST H SSTB28 A.B. Wind 9.00 10.00 S46 49.12 0.162 S.40 4.372 PHOS w/ DBL 2x POST H SST820 A.B. Horizontal Diaphragm Lengths H Stresses Eau Side West Side Sill Plate Shear Anchorage for above wag nne fee[ fee[ I Bolt Dia. In. G 1(kips) S in jShearWIIID 6 0.500 0.818 12 In. o.c. 5 2.10 9.00 11.00 0.07 191 18.92 0.090 4.90 1.275 PH112 w/ DBL 2x POST H SST816 A.B. 1stSehmk 1 Level 2.93 9.00 11.00 266 26.38 0.090 3.63 2.068 PH02 w/ DBL 2x POST H SSTS16 A.B. Wind 1 1 Horizontal Diaphragm Lengths H Stresses Eau Side West Side SBI Nate Shear Anchorage for above wan line feet I feet . Bolt Dla. In. G Iry (klml5In 0.500 1 0.818 1 36 in. o.c. Shear Wall ID 2 CoPN/P/rr 2001-SP1derSoMwn COMPANY WoOdWorks� R.C.E. 3060 Thorntree Drive #10 Chico CA 95973 ej@r-c-e.eom Jan. 21, 2004 14:26:13 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) PROJECT TUGEL R.C.E. 2003.102 Beam1 Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Partial Area 21 (17.00) 3.17 10.00 No 2 Constr. Partial Area 16 (17.00) 3.17 10.00 Yes 3 Dead Point 2320 3.17 No 4 Constr. Point 2200 3.17 Yes 5 Dead Trapezoidal 126 168.00 0.00 3.17 No 6 1 Constr.1 Trapezoidal 1 96 128.00 0.00 3.17 Yes -Trioutary wiatn (rr) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' P� G I 10' Dead 2807 Value 2418 Live 2434 Shear 1979 Total 5241 237 4397 Bearing: fb = T 1498 Fb' = Len th 1.6 Live Defl'n0.09 1.3 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion nal sis Value Desi n Value Anal sis/Desi n Shear v @d = 122 Fv' = 237 fv/Fv' = 0.51 Bending(+) fb = T 1498 Fb' = 3000 fb/Fb' = 0.50 Live Defl'n0.09 = <L/999 0.33 = L/3600.27 2 Total Defl'n0.25 = L/487 0.50 = L/240 0.49 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 153.57 lbs -ft Shear : LC# 2 = D+C, V = 5241, V@d = 5006 lbs Deflection: LC# 2 = D+C EI=1328.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT R.C.E. TUGEL WoodWorkso (53 0 T94-88 3; Dr.fax (53 Chico CA 95973 (530)894-8833; fax (530)894-8882 Q) SOFTWARE FOR WOOD DESIGN q @ r-c-e.com R.C.E. 2003.102 Oct. 28, 2003 15:49:46 Beam2.wwb Design Check Calculation Sheet — LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude— Location [ft) Start End Start End 1 Live Full Area 40 (10.00) 2 Dead Full Area 18 (10.00) *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' Pattern Load? Yes Pa 132 12' --- –----------- -------------------------- - — --------------- Dead 1080 1080 Live 2400 2400 Total 3480 3480 Bearing: --- --- — --- Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value_ Design Value Analysis/Design Shear fv @d = 69 — Fv' = 85 _ fv/Fv' = 0.82 Bending(+) fb = 1033 Fb' = 1350 fb/Fb' = 0.77 Live Defl'n 0.17 = L/860 0.40 = L/360 0.42 Total Defl'n 0.28 = L/513 0.60 = L/240 0.47 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 -1.00 2 Bending(+): LC# 2 = D+L, M = 10440 lbs -ft Shear : LC# 2 = D+L, V = 3480,•V@d = 2924 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead 'L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. LOADS: ( lbs, psf, or plf ) Load Type COMPANY PROJECT Works® 1692 R.C.E. 3060 Thorntree Dr.#10 Chico CA 95973 TUGEL Total Start End Start End (530) 894-8833; fax (530) 894-8882 1 SOFIWARE FOR WOOD DESIGN Full cj@r-c-e.com R.C.E. 2003.102 No — 2 Oct. 28, 2003 15:13:06 Beam3.wwb Design Check Calculation Sheet Yes LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern 1692 fv @d = 1692 Total Start End Start End Load? 1 Dead Full Area _ 21 (18.00) No — 2 Constr. Full Area 16 (18.00)1 Yes 3 Dead' Full Area 21 (5.50P No 4 Constr. Full Area 16 (5 - 50P Yes 5 Dead Full Area — — 18 1r1DUtary Wlacn tir) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 9' Dead 3031 Value 3031 Live 1692 fv @d = 1692 Total 4723 fv/Fv' = 0.8 4723 fb = 1052 Fb' = 1687 Bearing: Live Defl'n ---- - - — — <L/999 Length 1.9 -- — -- -- ------------- -- -- — 1.4 Timber -soft, D.Fir-L, No. 1, 6x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Analysis/Design _ Shear fv @d = 88 Fv' = _Value _ 106 fv/Fv' = 0.8 Bending(+) fb = 1052 Fb' = 1687 fb/Fb' = 0.6 Live Defl'n 0.05 = <L/999 0.30 = L/36C 0.17 Total Defl'n 0.18 = L/588 0.45-= 'L/240 0.41 3� 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 ' 1.25 - 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 - 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = i0626 lbs -ft Shear : LC# 2 = D+C, V = 4723, V@d = 3717 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: — 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution COMPANY R.C.E. 3060 Thorntree Drive #10WOO�Works© PROJECT TUGEL Pattern Shear 1192 Chico CA 95973 Start End Start End Load? 1 cj@r-c-e.com R.C.E. 2003.102 10 (9.50) Len th No Jan. 21, 2004 14:27:19 Beam4 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1192 Total Start End Start End Load? 1 Dead Full Area 10 (9.50) Len th No 2 Constr. Full Area 16 (9.50) L/360 Yes 3 Dead Point 18 13.00 No 4 Constr. Point 17 13.00 Yes -Trioutary wiatn lru) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 15'-6" 1 Dead 739 Value 751 Live 1181 Shear 1192 Total 1920 106 1944 Bearing: fb = 1082 Fb' = Len th 1.0 Live Def l'n 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Design Value Analysis/Design Shear fv @d = 50 Fv' = 106 fv/Fv' = 0.47 Bending(+) fb = 1082 Fb' = 1687 fb/Fb' = 0.64 Live Def l'n 0.32 = L/589 0.52 = L/360 0.61 Total Defl'n 0.61 = L/303 0.77 = L/240 0.79 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00. - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 7462 lbs -ft Shear : LC# 2 = D+C, V = 1944, V@d = 1748 lbs Deflection: LC# 2 = D+C EI= 628.73e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Qa gS Load COMPANY PROJECT WoodWorks R.C.E. 3060 Thorntree Dr.#10 Chico CA 95973 TUGEL _ 1 (530) 894-8833; fax (530) 894-8882 Point SOrlWARr FOR WOOD DfSICN cj@r-e-e.com R.C.E. 2003.102 2 Oct. 28, 2003 15:21:50 BeamS.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start E_nd_ Location [ft] End_ Pattern Load? _ 1 Constr. Point 1769 _S_tar_t 2.00 Yes 2 Dead Point 1872 2.00 No 3 Dead Point 593 9.00 No 9 Constr. Point 577 9.00 Yes 5 Dead Point 593 6.00 No 6 Constr. Point 577 6.00 Yes 7 Dead Point 593 8.00 No 8 Constr. Point 577 8.00 Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' IV ead 2199 1352 ve 2109 1391 otal FT 9253 2793 ring:ngth 1.2 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) - Criterion_ Analysis Value IDesign Value_ Analysis/Design Shear fv @d = 101 Fv'= 106 fv/Fv' 0.95 -� Bending(+) fb = 969 Fb' = 1687 fb/Fb' = 0.57 Live Defl'n 0.08 = <L/999 0.33 L/360 0.23 Total Defl'n 0.19 = L/618 0.50 = L/290 0.39 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00. 1.000 1.00 1.00 2 Fv' = 85 . 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 9739 lbs -ft Shear : LC# 2 = D+C, V = 9253, V@d = 9253 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output). (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: ------- ----- --- �___-- --- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.C.E. TUGEL WoodWorkso 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 cj@r-c-e.com R.C.E. 2003.102 Sep. 4, 2003 11:28:00 Beam6.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] I Pattern Total 2021 2021 Start End __ St_art__ End-- Load,? - 1 Dead Fu11 Area 21 (i-1-75-0) 1- 1500 No 2 Constr. Full Area - 16 (11_50) _ ` —Yes -'rrioutary wioLn (rL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : - 0' ?a 56 9'-6" Dead 1147 --- _ _-_-- _--'------- . -- -- 1147 Live 874 874 Total 2021 2021 -Length__._ 106 fv/Fv' = 0.60 Bending(+) 1.0 --- -- � � _ � _-- 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design - Shear fv @d = 64 Fv' = 106 fv/Fv' = 0.60 Bending(+) fb = 1117 Fb' = 1500 fb/Fb' = 0.74 Live Defl'n 0.11 = <L/999 0.32 = L/360 0.34 Total Defl'n 0.32 = L/352 0.48 = L/240 0.68 ADDITIONAL DATA: FACTORS: F ; CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1:00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 4800 lbs -ft Shear : LC# 2 = D+C, V = 2021, v@d = 1755 lbs Deflection: LC# 2 = D+C EI= 309.37e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.C.E. TUGEL WoodWorks° 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 Icj@r-c-e.com R.C.E. 2003.102 Sep. 4, 2003 11:27:38 Beam7.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d 600 Total 975 Start Start End Load? = 709 1 Dead Full Area _End 10 (6.00)1 - --- -- No Length 2 Constr. Full Area 16 (6.00) = L/454 Yes L/240 -TriDutary wiatn tiu) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 12'-6" 1 Dead 375 — 375 Live 600 fv @d 600 Total 975 fv/Fv' = 0.30 975 fb = 709 Fb' = 1500 Bearing: Live Defl'n - --- -- = L/879 Length 1.0 0.41 1.0 Timber -soft,, D.Fir-L, No. 1, 6x8" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) — Criterion Analysis Value Design Value Analysis/Design — Shear fv @d = 32 Fv' = — 106 fv/Fv' = 0.30 Bending(+) fb = 709 Fb' = 1500 fb/Fb' = 0.97 Live Defl'n 0.17 = L/879 0.42 = L/360 0.41 Total Defl'n 0.33 = L/454 0.63 = L/240 0.53 ADDITIONAL DATA: - FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 3047 lbs -ft Shear : LC# 2 = D+C, V,= 975, V@d = 878 lbs Deflection: LC# 2 = D+C Er= 309.37e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: -------- ---------------------------- - - 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Woodworks® SOFTWARE FOR WOOD DESICN Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern 700 37 700 Start End Start End__ Load? 1 _ Dead Full Area _ 10 (7.00) 1, No i 2 Constr. Full Area 16 (7.00) Yes -irioucary wioLn tic) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 12'-6" 1 Dead 438 Design ValueAnalysis/Design 438 Live 700 37 700 Total 1138 Bending(+) 1138 827 Fb' = 1500 fb/Fb' = 0.55 Bearing: 0.20 - 0.42 = Length 1.0 __ _ 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design ValueAnalysis/Design Shear fv @d = 37 Fv' = 106 fv/Fv' 0.35 Bending(+) fb = 827 Fb' = 1500 fb/Fb' = 0.55 Live Defl'n 0.20 L/754 0.42 = L/360 0.48 Total Defl'n 0.39 = L/389 0.63 = L/240 0.62 ADDITIONAL DATA: FACTORS: F CD CM. Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 1 (CH = 1.000) 2 Fcp'= 625 1.00" 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 3555 lbs -ft Shear LC# 2 = D+C, V = 1138, V@d = 1024 lbs Deflection: LC# 2 = D+C Ei= 309.37e06 lb-in2 Total'Deflection = 1.50(Defln_dead) + Defln_Li:ve. (D=dead L=live S=snow W=wind i=impact C=construction) (All LC's are listed in the Analysis output), (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.C.E. TUGEL WoodWorks - 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFTWARE FOR WOOD DESTCN cj@r-c-e.com R.C.E. 2003.102 Oct. 6, 2003 08:56:46 Beam9.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude l- Location [ft] Pattern 544 85 fv1Fv' Start En_d End Load? 1 Dead _ Full Area , 18 (8.00)* _Start _ No 2 Constr. Full Area 16 (8.00) 0.59 Yes 3 Dead Full Area 14 (1.00) 1.0 No 4 5 Live Dead Full Area 40 (1.00)' Full Area 18 No -rriDULary wiarn trLl MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8,-8.. Dead 1360 Value Analysis/Design 1360 Live 544 85 fv1Fv' 544 Total 1904 fb/Fb' = 0.63 1904 Bearing: - --- 0.17 Total Defl'n = L/991 0.43 = L/240 0.59 Length -Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x8" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion jAnalysis Value Design Value Analysis/Design -_ Shear @d = 47 Fv' = 85 fv1Fv' = 0.56 Bending(+) fb = 757 'Fb' = 1200 fb/Fb' = 0.63 Live Defl'n .05 = <L/999 0.28 = [0.23 L/3E0 0.17 Total Defl'n = L/991 0.43 = L/240 0.59 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+ 1200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' _ .85 1.00 1.00 1.00 (CH 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Bending(+): LC# 2 = D+L, M = 3251 lbs -ft Shear : LC# 2 = D+L, V = 1530, V@d = 1305 lbs Deflection: LC# 4 = D+C Ei= 309.37e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT R.C.E. TUGEL WoodWorks® 3060 Thorntree Dr.#10 Chico CA 95973(530)894-8833;fax(530) 894-8882 cj@r-c-o.com R.C.E. 2003.102 Oct. 6, 2003 09:00:06 Beam10.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] _ Shear En_d____ Start End 1 Dead___ Point - _Start 1360 6.00 2 Constr. Point 599 6.00 3 Dead _ Full Area T_ 18 (9.00)i -rrioutary wLacn %LL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Pattern Load? No Yes No 0. 6• a' Dead 932 -..-�_'_--__--~- 2229 _ Shear Live 16 Fv' = 76 fv/Fv' 599 Bending(+) fb = Total 932 Bending(-) 2768 75 Fb' = 1080 fb/Fb' = 0.07 Live Defl'n negligible 1.00 1.00 1.000 1.00 1.000 1.00 1.00 Bearing: 0.02= - �- _ .06- 0.06---..- 1 Length 1.0 _ 1.0 - 0.0 Timber -soft, D.Fir-L, No. 1, 6x8" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 #### WARNING: point loads applied at support locations only affect maximum reactions and bearing lengths. The point loads have been added to the reactions without regard for load patterns. SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion ADDITIONAL Analysis_Value Design 'Value Analysis -/Design _ Shear fv @d = 16 Fv' = 76 fv/Fv' = 0.21 Bending(+) fb = 139 Fb' = 1080 fb/Fb' = 0.12 Bending(-) -fb = 75 Fb' = 1080 fb/Fb' = 0.07 Live Defl'n negligible 1.00 1.00 1.000 1.00 1.000 1.00 1.00 Total Defl'n 0.02= <L/999 0.30 = L/290 _ .06- 0.06---..- Bending(+): LC# 1 = D only, M = 576 lbs -ft Bending(-): LC# 1 = D only, M = 329 lbs -ft Shear : LC# 1 = D only, V = 590, V@d = 939 lbs Deflection: LC# 1 = D only EI= 309.37e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fb'-= 1200 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 576 lbs -ft Bending(-): LC# 1 = D only, M = 329 lbs -ft Shear : LC# 1 = D only, V = 590, V@d = 939 lbs Deflection: LC# 1 = D only EI= 309.37e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY • WoodWorks® R.C.E. 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 I cj@r-c-e.com Oct. 20, 2003 11:59:28 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft) Pattern _ Start End + - Start End Load? 1 Constr. Triangular 0 108.00 0.00 17.00 Yes 2 Dead Triangular 0 96.00 0.00 17.00 No 3 Dead Point 306 0.00 No 4 Constr. Point 275 0.00 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 11'-3.5., 6'_1.9" 6' PROJECT TUGEL R.C.E. 2003.102 Beam1 l.wwb 17' Dead 894 249 Live 889 467 Total 1783 716 Bearing:' --------- Length _ 0.0 _ 1.4 - _ 1.0 PSL, 2.OE, 29001Fb, 1-3/4x11-1/4" Slope: 13.0 deg;, Total length: 17'-5.4", I Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Analysis/Design governs Shear 'V @d = 907 Vr = 9676 V/Vr 0.19 DATA: Bending(+) M = 1293 Mr = 11231 M/Mr = 0.12 Bending(-) M = 3923 Mr = 11231 M/Mr = 0.35 CM Live Defl'n 0.28 = L/268 0.41 = L/180 0.67 LC# Total Defl'n 0.58 = L/126 0.62 = L/120 0.95 1.00 Bending(+): LC# 4 = D+C (pattern: C), M = 1293 lbs -ft Bending(-): LC# 2 = D+C, M = 3923 lbs -ft Shear : LC# 2 = D+C, V = 977, V@d = 907 lbs Deflection: LC# 3 = D+C (pattern: C_) EI= 415.28e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. SLOPED BEAMS: level bearing Is required for all sloped beams. (a cantilever span governs oerlection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 1.01 1.000 1.00 1.00 4 Fb'-= 2900 1.25 1.00 1.00 1.000 1.01 1.000 1.00 1.00 2 Fv' = 285 1.25 ' 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 4 = D+C (pattern: C), M = 1293 lbs -ft Bending(-): LC# 2 = D+C, M = 3923 lbs -ft Shear : LC# 2 = D+C, V = 977, V@d = 907 lbs Deflection: LC# 3 = D+C (pattern: C_) EI= 415.28e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. SLOPED BEAMS: level bearing Is required for all sloped beams. COMPANY PROJECT WoodWorks0 R.C.E. TUGEL 3060 Thorntree Drive #10 Chico CA 95973 SOFlWARF FOR WOOD OFSILN cj@r-c-e.com R.C.E. 2003.10 Jan. 21, 2004 14:23:26 Beam12 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) ' Load Type Distribution Magnitude Location [ft) Pattern Start End Start End Load? 1 Constr. Triangular 0 32.00 0.00 9.00 Yes 2 Dead Partial Area 18 (2.00) 12.00 17.00 No 3 Dead Partial Area 18 (2.00) 9.00 8.00 No 9 Constr. Partial Area 16 (2.00) 12.00 17.00 No 5 Constr. Partial Area 16 (2.00) 9.00 8.00 No 6 Dead Triangular 0 36.00 0.00 9.00 No 7 Dead Triangular 36 0.00 8.00 12.00 No B Live Triangular 32 0.00 8.00 12.00 No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 17' Dead 213 255 Lumber -soft, D.Fir-L, No.2, 2x10" Lateral support:'Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM and CL CF Cv Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 1.000 1.10 1.000 1.00 1.00 4 Ell, = 95 1.25 1.00 1.00 (CH = 1.000) 4 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Bending(+): LC# 4 = D+C, M = 1714 lbs -ft Shear : LC# 4 = D+C, V = 997, V@d = 394 lbs Deflection: LC# 4 = D+C EI= 158.29e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=Construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion ValueDesin Live 160 Shear 192 Total 373 119 447 Bearing: Len th 1.0 962 1.0 Criterion ValueDesin ValueAnalsis/Desin Shear v @d = 93 Fv' = 119 fv/Fv' = 0.36 jAnalysis Bending(+) fb = 962 Fb' = 1237 fb/Fb' = 0.78 Live Defl'n 0.23 = L/887 0.57 = L/360 0.91 Total Defl'n 0.74 = L/277 0.85 = L/290 0.86 COMPANY WoodWorksR.C.E. 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFTWARE FOR WOOD DESIGN cj@r-c-e.com Oct. 28, 2003 13:52:36 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] CM Ct CL CF CV Cfu Cr LC# Start_ End _�-`Start -_E__n_d - -- 1 ConsF . _ Full Area 16 (13.50) 1.00 2 Dead Full Area 18 (13.50)1 - 3 Dead Point 250 9.00 4 Constr. Point 967 - - -� 9.00 --rriouuary w1aun IrL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Pattern Load? Yes- No No �- No PROJECT TUGEL R.C.E. 2003.102 Beaml3.wwb 18' G, LTead 2312 2312 ive 2177 2177 otal4489 4489 rig:ngth 1.3 _ 1.3 Glulam-Simple, VG West.DF, 24F -V4,5 -1/8x13-1/2" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value_ Analysis/Design - Shear - fv @d = 86 Fv' = 237 fv/Fv' 0.36 Bending(+) fb = 1682 Fb' = 3000 fb/Fb' = 0.56 Live Defl'n 0.32 = L/671 0.60 = L/360 0.54 Total Defl'n -0.82_=__L/263 0.90 = L/240 0.91 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 21816 lbs -ft Shear : LC# 2 = D+C, V = 4489, V@d = 3973 lbs Deflection: LC# 2 = D+C EI=1891.38e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). \�j COMPANY PROJECT R.C.E. TUGEL WoodWorks� 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOrrWARF FOR WOOD DFSICN cj@r-c-e.com R.C.E. 2003.102 Oct. 20, 2003 13:24:26 Beam14.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] (Pattern Total 280 560 Start End -- -- ------ -- - - -- End 1 Constr. Triangular __Start 0 75.00 0.00 _Load? _ 12.00 Yes 2 Dead Triangular 0 65.00 0.00 12.00 1 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 12' ea a,q Dead 130 --- -------------- ----- 260 Live 150 300 Total 280 560 Bearing: -- -- ------ -- - - -- _ fv/Fv' = 0.56 Length 1.0 1.0 Lumber -soft, D.Fir-L, No.2, 2x8" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design ValueAnalysis/Design Shear fv @d = 66 Fv' = 119 _ fv/Fv' = 0.56 Bending(+) fb = 1175 Fb' = 1350 fb/Fb' = 0.87 Live Defl'n 0.23 = L/627 0.90 = L/360 0.57 Total Defl'n 0.53 = L/272 0.60 = L/240 0.88 ADDITIONAL DATA: --------------------- ._____.._-_.. _---------------__-- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 1.00 - (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 1286 lbs -ft Shear : LC# 2 = D+C, V = 560, V@d = 979 lbs Deflection: LC# 2 = D+C EI= 76.21e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: ---------------._----------------- - 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. P1j V24 COMPANY PROJECT WoodWorks R.C.E. TUGEL 3060 Thorntree Drive #10 Chico CA 95973 sorrwnaranaWOOD nrsiry cj@r-c-e.com R.C.E. 2003.102 Nov. 20, 2003 16:56:40 Beam15 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Constr. Partial UDL 293 293.00 7.00 16.50 Yes 2 Dead Partial UDL 311 311.00 7.00 16.50 No 3 Dead 'Point 895 6.00 No 9 Constr. Point 800 6.00 No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 16'-6^ Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x13-1/2" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Vale Analysis/Design ADDITIONAL DATA: FACTORS: F CD - CM Ct CL CF . CV Cfu Cr LC# Fb'+= 2400 1.25 '1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 •1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 19177 lbs -ft Shear : LC# 2 = D+C, V = 4813, V@d = 4134 lbs Deflection: LC# 2 = D+C EI=1891.38e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Dead 1770 2979 Live 1650 2334 Total 3920 9813 Bearing: Length 1.0 1.9 � Bending(+) fb = 1978 Fb' = 3000 fb/Fb' = 0.99 Live Defl'n 0.29 = L/838 _ L/360 0.93 Total Defl'n 0.61 = L/322 0.83 = L/240 0.79 5 Constr. Partial Area 16 (5.00) 0.00 5.00 Yes 6 Dead Partial Area 18 (5.00) 0.00 5.00 No Dead 1770 2979 Live 1650 2334 Total 3920 9813 Bearing: Length 1.0 1.9 Shear fv @d = 90 Fv' = 237 fv/Fv' = 0.38 � Bending(+) fb = 1978 Fb' = 3000 fb/Fb' = 0.99 Live Defl'n 0.29 = L/838 0.55 = L/360 0.93 Total Defl'n 0.61 = L/322 0.83 = L/240 0.79 COMPANY PROJECT WoodWorks0 R.C.E. TUGEL 3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 sof nVAR@FOR WOOO OFSMN cj@r-c-e.com R.C,E._2003.102 Oct. 28, 2003 15:51:46 Beaml6:wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) - Load Type Distribution Magnitude Live Location [ft] Pattern Shear 1840 Total Start End_ Start End Load? 1 Live Full Area 40 (8.00)Yes fb/Fb' = 0.52 2 Dead Full Area 14 (8.00)_ _ No -rriouLary w1oun lrL! MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0. ?a 11'-6" i Dead 644 Value 644 Live 1840 Shear 1840 Total 2484 85fv/Fv' 2484 Bearing: fb = 707 Fb' = 1350 fb/Fb' = 0.52 -- 0.11 = Length 1.0 L/360 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion_ Analysis Value Design Value_ Analysis/_Design Shear fv @d = 49 Fv' = 85fv/Fv' _ = 0.58 Bending(+) fb = 707 Fb' = 1350 fb/Fb' = 0.52 Live Defl'n 0.11 = <L/999 0.38 = L/360 0.29 Total Defl'n 0.17 = L/801 0.58 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF- CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00, 1.00 2 Bending(+): LC# 2 = D+L, M'= 7141 lbs -ft Shear : LC# 2 = D+L, V = 2484, V@d = 2070 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. �'i� -- ----------� -COMPANY - _-•--- - PROJECT R.C.E. TUGEL Wood Wo �CJ ®3060 Thorntree Dr.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOFTWARE FOR WOOD DESIGN LOADS: ( lbs, psf, or pif ) Load ci @ r-c-e.com Distribution R.C.E. 2003.102 Location [ft] Nov. 3, 2003 09:18:50 Bending(+) B17.wwb Design Check Calculation Sheet Start LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Bending(+) M = 3456 Mr = 9597 M/Mr = 0.36 Start End LoaNos I Live Full Area- 2 Dead Full Area (8 00).0 -Start - -Trioutary wiatn (tt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 8' Dead 448 448 Live 1280 1280 Total 1728. 1728 Bearing: -------�.�----------- Length --- 1. 1 --- ------ ------ - ----- 1.1 Versal-am, 2.OE, 280OFb, 1-3/4x11-7/8", 1 -ply Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) Criterion Analysis Value _ Design Value_ Analysis/Design - - Shear V @d = 1300 Vr = 3948 V/Vr = 0.33 Bending(+) M = 3456 Mr = 9597 M/Mr = 0.36 Live Defl'n 0.06 = <L/999 0.27 = L/360 0.23 Total Defl'n 0.09 = <L/999 0.40 = L/240 0.23 ADDITIONAL DATA: FACTORS: F CD Fb'+= 2800 1.00 Fv' = 285 1.00 Fcp'= 900 E' = 2.0 million CM Ct CL CF CV Cfu Cr LC# 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 1.00 1.00 (CH = 1.000) 2 1.00 1.00 - 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3456 lbs -ft Shear : LC# 2 = D+L, V = 1728, V@d = 1300 lbs Deflection: LC# 2 = D+L EI= 488.4le06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when toads are not applied equally to all plys. 9 - q5 x\15 COMPANY PROJECT Woodworks® R.C.E. TUGEL 3060 Thorntree Or.#10 Chico CA 95973 (530) 894-8833; fax (530) 894-8882 SOrrwARF FOR WOOD DESIGN cj@r-c-e.com R.C.E. 2003.102 Nov. 3, 2003 09:58:24 B18.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start _End_ _ Load? 1 Live Point 1280 3.00 - Yes 2Dead Point 998 3.00 No 3 .Wind Point 1190 3.00 No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 6' Dead 229 - - -- -_-- 229 Live 907 869 Vr = 3998 V/Vr 907 Total 1131 2592 Mr = 9597 M/Mr = 0.27 1131 Bearing: <L/999 0.20 = L/360 0.19 Total Defl'n 0.09 = <L/999 0.30 = L/290 -- ------ -- --- Length 1.0 1.0 Versal-am, 2.OE, 280OFb, 1-3/4x11-7/8", 1 -ply Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion___Analysis Value Design Value Analysis/Design Shear V @d = 869 Vr = 3998 V/Vr = 0.22 Bending(+) M = 2592 Mr = 9597 M/Mr = 0.27 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.19 Total Defl'n 0.09 = <L/999 0.30 = L/290 0.13 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 900 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 2592 lbs -ft Shear : LC# 2 = D+L, V = 869, V@d = 869 lbs Deflection: LC# 3 = D+.75(L+W) EI= 988.91e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. j Woodworks® COMPANY R.C.E. 3060 Thorntree Drive #10 PROJECT TUGEL ass Chico CA 95973 fv.@d = SO!lWARF FOR WOOD MMN Fv' = cj@r-c-e.com R.C.E. 2003.102 Bending() fb = Nov. 21, 2003 09:33:19 Beam19 Design Check Calculation Sheet fb/Fb' = 0.51 LOADS: ( lbs, psf, or plf ) 0.09 <L/999 Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? 0.13 = 1 Dead Point 932 8.00 No L/290 2 Live Point 877 8.00 Yes 3 Dead Point 795 6.00 No 9 Live Point 700 6.00 Yes 5 Dead Partial Area 18 (6.00) 0.00 5.00 No 6 Live Partial'Area 16 (6.00) 0.00 5.00 No 7 Dead Full Area 18 (6.00) No 8 Constr. Full Area 16 (6.00) No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. Ll 8'-6° Dead 1119 2021 Live 753 1461 Total 1867 3982 Bearing: Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x10" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Design Value Anli/Desi n ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 . 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 4748 lbs -ft Shear LC# 2 = D+L, V = 3482, V@d = 1587 lbs Deflection: LC# 3 = D+.75(L+C) EI= 628.73e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead 'L=live S=snow W=wind I=impact ,C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ass Shear fv.@d = 96 Fv' = 85 fv Fv' = 0.54 Bending() fb = 689 Fb' = 1350 fb/Fb' = 0.51 Live Defl'n 0.09 <L/999 0.26 =. L/360 0.19 Total Defl'n 0.13 = L/788 0.93 = L/290 0.30 COMPANY R.C.E. WoodWork s® (53 0 T94-88 3; Dr.fax (53 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFTWARE FOR WOOD OF.'SICA• cj@r-c-e.com Oct. 21, 2003 10:05:38 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End _Start End Load? l 1 Constr. FulArea _ i6 (24Ab 2 Dead Full Area 18 (24.0)j No 3 Constr. Point 90 0.00 Yes 4 Dead Point - 90 L 0.00 _ No *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 4'-2.5- 0' 4' ?� (15 1,0 PROJECT TUGEL R.C.E. 2003.102 RJ1.wwb ---------------------- 7'-4.3" 11' Dead --- -- 4E0 --------- 47 Live fb = 147 410 fb/Fb' = 0.09 112 Uplift 1168 Fb' = 1229 fb/Fb' = 0.95 Live Defl'n 33 Total 0.42 = L/120 0.52 BE9 0.49 - 15,9 0.56 - L/90 0.87 Bearing: ---- - ----- ----------------- - Length _ 0.0 ----1.0._--�- _ - 1.0 - Lumber -soft, D.Fir-L, No.2, 2x8" - Spaced at 24" c/c; Slope: 18.0 deg;, Total length: 11'-8.8", Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ASCE 7.95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis fv @d = Value 55 - Design Value Fv' = 119 Ana_)sis/Design Ev/Fv' = 0.46 Shear Bending(+) fb = 147 Fb' = 1552 fb/Fb' = 0.09 Bending(-) fb = 1168 Fb' = 1229 fb/Fb' = 0.95 Live Defl'n 0.22 = L/231 0.42 = L/120 0.52 Total Defl'n 0.49 - L/103 0.56 - L/90 0.87 td cdncirever span governs ❑eZ1eGC1Ont ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCN Fb'+= 900 1.25 1.00 1.00 1.000 1.20 1.000 1.00 1.15 4 Fb'-= 900 1.25 1.00 1.00 0.792 1.20 1.000 1.00 1.15 3 Fv' = 95 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 3 Bending(+): LCN 4 - D+C (pattern: C), M = 161 lbs -ft Bending(-): LCN 3 = D+C (pattern: C ), M = 1279 lbs -ft Shear: LCN 2 = D+C, V = 437, V@d - 399 lbs Deflection: LCN 3 = D+C (pattern: C_) EI= 76.21e06 lb -int Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s -S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES - 1. Please verity that the default deflection limits are appropriate for your application. 2. Continuous or Cantllevened Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. I COMPANY Woodworks® R.C.E. 3060 Thorntree Dr.#10 Chico CA 95973 (530)894-8833; fax (530)894-8882 SOFMARF FOR WOOD DIMN cj@r-c-e.com Oct. 28, 2003 14:39:14 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Total Shear Start End_ Start End Load? - 1 Constr. _ Full_Area_ - 16 (29.0) - Yes 2 Dead Full Area 18 --(24.0) - No -TrlduLary w1aLn lin) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) 11'-0.5.. I W-2.5 .. 0' 4' PROJECT TUGEL R.C.E. 2003.102 RJ2.wwb 14'-6" Dead---- Live Criterion 376F 318 ----------- --- 173 168 Total Shear 694 fb = 341 Bearing: --- - - fb = - 1435 fb/Fb' = Length 0.0 _ Live Defl'n 1. 0 ,_ - ` ..- 1.0 Lumber -soft, D.Fir-L, No.2, 2x8" Spaced at 24" c/c; Slope: 18.0 deg;, Total length: 15'-3", Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis fv @d = Value Design 50 Fv' = value Analysis/Design 119 fv/Fv' = 0.42 Shear Bending(+) fb = 746 Fb' = 1552 fb/Fb' = 0.48 Bending(-) fb = 510 Fb' = 1435 fb/Fb' = 0.36 CM Live Defl'n 0.15 = L/326 0.42 = L/120 0.37 Fb'+= Total Defl'n 0.22 = L/224 0.42 = L/120 0.53 1.20 1.000 Bending(+): LC# 4 = D+C (pattern: _C), M = 817 lbs -ft Bending(-): LC# 2 = D+C, M = 559 lbs -ft Shear : LC# 2 = D+C, V = 399, V@d = 361 lbs Deflection: LC# 4 = D+C (pattern: _C) EI= 76.21e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. (a cantliever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.25 1.00 1.00 1.000 1.20 1.000 1.00 1.15 4 Fb'-= 900 1.25 1.00 1.00 0.924 1.20 1.000 1.00 1.15 2 Fv' = 95 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 4 Bending(+): LC# 4 = D+C (pattern: _C), M = 817 lbs -ft Bending(-): LC# 2 = D+C, M = 559 lbs -ft Shear : LC# 2 = D+C, V = 399, V@d = 361 lbs Deflection: LC# 4 = D+C (pattern: _C) EI= 76.21e06 lb -int Total Deflection = 1.50(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is required for all sloped beams. s Pa N zz COMPANY PROJECT WoodWorks� R.C.E. TUGEL 3060 Thorntree Drive #10 Chico CA 95973 Vcj@r-c-e.com R.C.E. 2003.102 Jan. 21, 2004 14:25:46 Beam22 Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10, LVL n -ply, 1.8E, 2800Fb, 1-3/4x11-7/8", 2-Plys Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS -1997: (lbs, Ibs-ft, or in) Criterion Analysis Value Design Value [.�nADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2800 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7516 lbs -ft Shear : LC# 2 = D+L, v = 4831, V@d = 4754 lbs Deflection: LC# 2 = D+L EI= 879.14e06 lb-in2/ply Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) r DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. Load Type Distribution Magnitude -Start End Location [ft] Start End Pattern Load? 1 Dead Point 2100 1.30 No 2 Live Point 1500 1.30 Yes 3 Dead Full Area 18 (1.33) <L/999 No 9 Live Full Area 90 (1.33) 0.15 = Yes 5 Dead Point 950 2.50 No 6 Live Point 1300 2.50 Yes Dead 2289 505 Live 2596 Shear 786 Total 4831 7896 1292 Bearing: Bending(+) M = 7516 Length 1.8 M/Mr = 1.0 al sis/Desi n Shear v @d = 4759 yr = 7896 V/Vr = 0.60 Bending(+) M = 7516 Mr = 19222 M/Mr = 0.39 Live Defl'n 0.07 = <L/999 0.33 = L/360 0.22 Total Defl'n 0.15 = L/799 0.50 = L/290 0.30 COMPANY PROJECT WoodWorks® R.C.E. TUGEL 4 3060Chic Tho 959 Drive #10 Chico CA 95973 Icj@r-c-e.com R.C.E. 2003.102 Jan. 21, 2004 14:50:07 Beam 23 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Total 3145 3145 Start End Start End Load? 1 Dead iFull Area 21 (17.00) 1687 No 2 Constr. Full Area 16 (17.00) L/360 Yes -irlvucdry wiucn kLLI MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0• Dead 1785 1785 Live 1360 1360 Total 3145 3145 Bearing: 106 fv/Fv' = 0.57 Length 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n Shear fv @d = 60 Fv' = 106 fv/Fv' = 0.57 Bending(+) fb = 778 Fb' = 1687 fb/Fb' = 0.46 Live Def 1, 0.05 = <L/999 0.33 = L/360 0.16 Total Defl'n 0.16 = L/736 0.50 = L/240 0.33 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 7862 lbs -ft Shear : LC# 2 = D+C, V = 3145, V@d = 2542 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ' (Load Pattern: s=S/2, X=L+S or L+C, —=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. w ?a Q Z LI WoodWorks3060 COMPANY R.C.E. ThorntreeDrive #10 PROJECT TUGEL Magnitude Chico CA 95973 959 Pattern SORWARF FOR WOOD INSK.,v cj@r-c-e.com R.C.E. 2003.102 2423 Jan. 21, 2004 14:26:47 Beam 24 Design Check Calculation Sheet LOADS: (lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 1451 Total 2423 Start End Start End Load? 1.0 1 Dead Full Area 21 (10.00) Live Defl'n No 2 Constr. Full Area 16 (10.00) Total Defl'n Yes L/763 3 Dead Point 980 7.00 No 9 Constr. Point 930 7.00 Yes -Trioutary wiaLn (IL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : n' IW Dead 1344 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# 1736 Live 1079 Shear 1451 Total 2423 106 3187 Bearing: Length 1.0 785 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis.Value FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Desi n Value Analysis/Des n Shear fv @d = 67 Fv' = 106 fv/Fv' = 0.63 Bending(+) fb = 785 Fb' = 1687 fb/Fb' = 0.47 Live Defl'n 0.06 = <L/999 0.33 = L/360 0.17 Total Defl'n 0.16 = L/763 0.50 = L/240 0.31 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 7934 lbs -ft Shear : LC# 2 = D+C, V = 3187, V@d = 2832 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln_dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Wood Wo r ks° R.C.E. TUGEL 3060 Thorntree Drive #10 Chico CA 95973 SOFIWARF FOR WOOD DFSICN cj@r-c-e.com R.C.E. 2003.102 Jan. 23, 2004 10:32:19 Beam25 Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Point 999 7.50 No 2 Constr. Point 940 7.50 Yes 3 Dead Triangular 198 0.00 8.50 15.00 No 4 Constr. Triangular 176 0.00 8.50 15.00 Yes 5 Dead Point 780 5.50 No 6 Constr. Point 735 5.50 Yes 7 Dead Point 780 3.50 No 8 Constr. Point 735 3.50 Yes 9 Dead Point 254 1.50 No 10 -Constr. Point 235 1.50 Yes MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15' Dead 2006 Value 1450 Live 1876 Shear 1341 Total 3882 106 2792 Bearing: fb = 1692 Fb' = Length 1.1 Live Defl'n 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 92 Fv' = 106 fv/Fv' = 0.87 Bending(+) fb = 1692 Fb' = 1687 fb/Fb' = 1.00 Live Defl'n 0.28 = L/642 0.50 = L/360 0.56 Total Defl'n 0.73 = L/246 0.75 = L/240 0.97 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 17089 lbs -ft Shear : LC# 2 = D+C, V = 3882, V@d = 3882 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0 PA L26 COMPANY PROJECT WoodWorks� R.C.E. TUGEL 3060 Thorntree Drive #10 Chico CA 95973 cj@r-c-e.com R.C.E. 2003.102 Jan. 21, 2004 14:50:38 Beam26 Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) , ( 113 4�- V76 f-R,V f S 5 1 cALC / Load Type Distribution MaAnitude StArt End Location [ft) Start End Pattern Load? 1 Dead Partial Area 10 (9.50) 0.00 2.00 No 2 Constr. Partial Area 6 (9.50) 0.00 2.00 Yes 3 Dead Point 300. �p1 3 2 00 No 4 Constr. Point 2150 i 2.00 Yes 5 Dead Triangular 5 0.00 2.00 10.50 No 6 Constr. Triangular 152 0.00 2.00 10.50 Yes -Trioutary wiatn (rt) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Z� W-6" Dead 2252 Value 642 W-6" Dead 2252 Value 642 Live 2364 2 736 Total 4616 106 1378 Bearing: = 865 Fb' = Length 1.3 Live Def0.07 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterio111nalysis Value Desi n Value Anal sis/Desi nShearv 2 @d = 104 Fv' = 106 fv/Fv' = 0.98 Bending(+fb = 865 Fb' = 1687 fb/Fb' = 0.51 Live Def0.07 = <L/999 0.35 = L/360 0.19 Total Def0.16 = L/797 0.52 = L/240 0.30 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 8738 lbs -ft Shear : LC# 2 = D+C, V = 4616, V@d = 4379 lbs Deflection: LC# 2 = D+C EI=1115.29e06 lb -int Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Q� 0 Q3 VL_A COMPANY PROJECT WoodWorks@ R.C.E. TUGEL 3060 Thorntree Drive #10 ChicoCA959731cj@r-c-e.com R.C.E. 2003.102 Jan. 21, 2004 14:47:39 Beam27 Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 10 (4.50) No 2 Live Full Area 16 (9.50) Yes 3 Dead Point 500 5.50 No 9 Constr. Point 700 5.50 Yes 5 Dead Point- 500 15.00 No 6 Constr. Point 700 15.00 Yes *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 5'-6" 15' 20'-6" Dead 71 891 891 71 Live 189 1397 1397 184 Uplift 0 0 Total 255 2237 2237 255 Bearing: Length 1.0 1.0 1.0 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7-95 #### WARNING: point loads applied at support locations only affect maximum reactions and bearing lengths. The point loads have been added to the reactions without regard for load patterns. SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and in Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 11 Fv' = 85 fv/Fv' = 0.13 Bending(+) fb = 63 Fb' = 1350 fb/Fb' = 0.05 Bending(-) fb = 79 Fb' = 1397 fb/Fb' = 0.06 Live Defl'n 0.01 = <L/999 0.32 = L/360 0.02 Total Defl'n 0.01 = <L/999 0.98 = L/290 0.02 ) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 ' 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 6 Fb'-= 1350 1.00 1.00 1.00 0.998 1.00 1.000 1.00 1.00 7 Fv' = 85 1.00 1.00 1.00 (CH = 1.000) 7 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 6 Bending(+): LC# 6 = D+L (pattern: -L-), M = 638 lbs -ft Bending(-): LC# 7 = D+L (pattern: LL-), M = 793 lbs -ft Shear I : LC# 7 = D+L (pattern: Lt_), v = 571, V@d = 959 lbs Deflection: LC# 6 = D+L (pattern: L ) EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. l A COMPANY PROJECT Woodworks® R.C.E. +. 3060 Thorntree Drive #10 Chico CA 95973 Sorr~r FOA WOOD DMIrN cj@r-c-e.com Jan. 21, 2004 10:44:20 Columnl Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 126 1 Total 122 Start End Start End Load? Bending(+) 1 Constr. Axial 874 (Eccentricity = 0.0 in = 0.26 Axial 2 Wind Partial UDL 12 12.20 0.00 15.00 No Axial Bearing 3 Wind Partial UDL 13 13.00 15.00 20.00 No Combined (axia 4 Dead Axial 1147 (Eccentricity = 0.0 in Live Defl'n 0.67 = "Z MAXIMUM REACTIONS (lbs): 01 20' Dead Analysis Value- Design Live 122 Shear 126 1 Total 122 152 126 Lumber n -ply, D.Fir-L, No.2, 2x6", 2-Plys Pinned base; Loadface = width(b); Built-up fastener: nails; Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 10.00= 10.00 [ft]; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted(refer to online help); Load combinations: ASCE 7-95 #### WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value- Design Value Analysis/Design Shear fv @d = 11 Fv' = 152 fv/Fv' = 0.07 Bending(+) fb =.. 488 Fb' = 1872 fb/Fb' = 0.26 Axial fc = 122 Fc' = 861 fc/Fc' = 0.14 Axial Bearing fg = 122 Fg' = 2525 fg/Fg' = 0.05 Combined (axia compression + side load bending) Eq.3.9-3 = 0.29 Live Defl'n 0.67 = L/360 1.33 = L/180 0.50 Total Defl'n 0.67 = L/360 1.00 = L/240 0.67 ADDITIONAL DATA: FACTORS: F CD CM Ct ,Fb'+= 900 1.60 1.00 1.00 Fv' = 95 1.60 1.00 1.00 Fcp'= 625 1.00 1.00 Fc' = 1350 1.25 1.00 1.00 Fc' = 1350 1.60 --combined comp E' = 1.6 million 1.00 1.00 Fg' = 2020 1.25 1.00 CL CF CV Cfu 1.000 1.30 1.000 1.00 (CH = 1.000) 1.10 (Cp = 0.464) + bending-- (Cp = 0.379) Bending(+): LC# 4 = D+W, M = 615 lbs -ft Shear : LC# 4 = D+W, V = 126, V@d = 120 lbs Deflection: LC# 4 = D+W EI= 33.27e06 lb-int/ply Total Deflection = 1.50(Defln dead) + Defln_Live. Axial LC# 2 = D+C, P = 2021 lbs Kf = 1.00 Combined LC# 4 = D+W, CD= 1.60 (1 - fc/FcE) = 0.93 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) Cr LC# 1.00 4 4 2 4 4 2 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. N Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:43:44 PM Company Info I Project Info R. C. E. (Project: TUGEL RES. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2003.102 E-mail: cj@r-c-e.com (Footing Id: F1 B1 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength, (1.33 increase) ................ FootingWidth ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. ReinforcingStandards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Transverse Bottom Reinforcement Required Inside Column Strip....... Transverse Bottom Reinforcement Required Outside Column Strip...... Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.00 ksi HardRock 3.0 in. 40.0 ksi 6.00 in. by 6.00 in. 1.000 ksf 1.330 ksf 1.330 ksf 1.00 ft. 4.00 ft. 12.00 in. 17.75 psi 12.28 psi ASTM -A615 .07 int (1-#4) .00 int .00 int .846 ksf .846 ksf .846 ksf 1A DL - 1A DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL +,1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.79 0.00 0.00 Live Load 1.36 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" X W = 1.00, As = 1-#4 Bars Cover = 13.00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:44:03 PM Company Info I Project Info r• R. C. E. (Project: TUGEL RES. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 , Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2003.102 E-mail: cj@r-c-e.com (Footing Id: F2 B2 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf Footing Width ...................................................... 1.00 ft. Footing Length ..................................................... 1.00 ft. Footing Depth ...................................................... 12.22 in. Punching Shear Stress .............................................. n/a psi Beam Shear Stress .................................................. 11.97 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... .061 ksf Wind Load Soil Bearing ............................................. .061 ksf Seismic Load Soil Bearing .......................................... .061 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.00 0.00 0.00 Live Load 0.00 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 O.00 0.00 d= 12.22" X W = 1.00' :::::13.001, over Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:45:50 PM Company Info I Project Info R. C. E. (Project: TUGEL RES. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2003.102 E-mail: cj@r-c-e.com IFooting Id: F3 B3 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf FootingWidth ...................................................... 1.00 ft. Footing Length ..................................................... 4.25 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 22.39 psi Beam Shear Stress .................................................. 16.11 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .10 in' (1-#4) Transverse Bottom Reinforcement Required Inside Column Strip....... .00 in' Transverse Bottom Reinforcement Required Outside Column Strip...... .00 in' Gravity Only Soil Bearing .......................................... .981 ksf Wind Load Soil Bearing ............................................. .981 ksf Seismic Load Soil Bearing .......................................... .981 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1A DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.22 0.00 0.00 Live Load 1.69 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 W = 1.00' As = 1-#4 Bars Cover = 3.00" �.Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:46:00 PM " Company Info I Project Info R. C. E. (Project: TUGEL RES. 3060 Thorritree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2003.102 E-mail: cj@r-c-e.com (Footing Id: F4 B4 FOUNDATION -PARAMETERS` Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi ColumnSize ........................................................ 6.00 in. by 6.00 in Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf Footing Width ...................................................... 1.50 ft. FootingLength ..................................................... 1.50 ft. FootingDepth ...................................................... 9.50 in. Punching Shear Stress .............................................. 6.21 psi Beam Shear Stress .................................................. .00 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in, Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... .898 ksf Wind Load Soil Bearing ............................................. .898 ksf Seismic Load Soil Bearing ........................................... .898 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.74 0.00 0.00 Live Load 1.18 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 9.50" W = 1.50' FY Cover = 3.00" ,::J e 8 Fs Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:46:14 PM Company Info I Project Info R. C. E. (Project: TUGEL RES. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2003.102 E-mail: cj@r-c-e.com (Footing Id: F5 B5 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ....................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi ColumnSize ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf FootingWidth ...................................................... 2.25 ft. Footing Length ..................................................... 2.25 ft. Footing Depth ...................................................... 12.00 in. Punching Shear Stress .............................................. 9.71 psi Beam Shear Stress .................................................. 2.02 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... .861 ksf Wind Load Soil Bearing ............................................. .861 ksf Seismic Load Soil Bearing .............. ......................... .861 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.0EQ UNFACTORED LOADS: Load Case FY; (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.14 0.00 0.00 Live Load 1.92 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 X W = 2.25' ::: 33.001, over Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:46:24 PM 1.4DL + 1.7LL + 1.7SL ` Company Info I Project Info 1.05DL + 1.275LL + 1.OEQ f R. C. E. (Project: TUGEL RES. 3060 Thorntree Dr.; Suite 10 ILocation: Chico, CA, 95973 1 , M2, (ft -kips) Dead Load Phone: (530) 894-8833 (Client: 0.00 Live Load Fax: (530) 894-8882 (Job No.: 2003.102 0.00 Wind Load E-mail: cj@r-c-e.com IFooting Id: F6 0.00 Earthquake B6 0.00 0.00 Other Loads FOUNDATION PARAMETERS' 0.00 0.00 Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover. ................................................... 3.0 in. Steel Ultimate Strength, Fy........................1............... 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength ..................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf FootingWidth ...................................................... 1.50 ft. Footing Length ..................................................... 1.50 ft. FootingDepth.. ................................................. 9.50 in. Punching Shear Stress .............................................. 6.32 psi Beam Shear Stress .................................................. .00 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 in= Gravity Only Soil Bearing .......................................... .946 ksf Wind Load Soil Bearing ............................................. .946 ksf Seismic Load Soil Bearing .......................................... .946 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: IA DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) M2, (ft -kips) Dead Load 1.15 0.00 0.00 Live Load 0.87 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 _c d= 9.50" X W = 1. 50' �: - Cover-::: = 3.00" R o Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:46:35 PM Company Info I Project Info f R. C. E. (Project: TUGEL RES. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 r • Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2003.102 E-mail: cj@r-c-e.com (Footing Id: F7 B7 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover....... ............................................ 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi ColumnSize ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf FootingWidth....f................................................. 1.25 ft. FootingLength ...................................................... 1.25 ft. FootingDepth ...................................................... 12.00 in. Punching Shear Stress .............................................. .29 psi Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... .684 ksf Wind Load Soil Bearing..: .......................................... .684 ksf Seismic Load Soil Bearing .......................................... .684 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) M2, (ft -kips) Dead Load 0.38 0.00 0.00 Live Load 0.60 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 12.00" X W = 1.25' ::::T3. over00" Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:46:44 PM .t Company Info I Project Info R. C. E. (Project: TUGEL RES. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2003.102 E-mail: cj@r-c-e.com (Footing Id: F8 B8 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.00 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.000 ksf Wind Load Soil Bearing Strength, (1.33 increase)................... 1.330 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.330 ksf Footing Width.... ................................................... 1.25 ft. Footing Length ..................................................... 1.25 ft. FootingDepth ...................................................... 9.50 in. PunchingShear Stress .............................................. 2.45 psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 int Gravity Only Soil Bearing .......................................... .776 ksf Wind Load Soil Bearing...... ..................................... .776 ksf Seismic Load Soil Bearing .......................................... .776 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.4DL + 1.7LL 1.4DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL '0.9DL + 1.3WL 1.05DL + 1.275LL + 1.OEQ 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.44 0.00 0.00 Live Load 0.70 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 9.50" X W = 1.25' Cover = ::::3.00" Foot2000 v2'.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:47:23 PM r Company Info I Project Info R. C. E. (Project: TUGEL RES. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 I Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2003.102 E-mail: cj@r-c-e.com (Footing Id: F9 Line E FOUNDATION PARAMETERS Material Properties: Note: Strength = Steel Required for Strength.. Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 10.00 3.00 18.00 Column & Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 2.00 6.00 6.00 n/a n/a n/a Column 3 Other 8.00 6.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Conc. 5.00 10.00 8.00 4.00 150 Yes Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 358 / 1,200 1,437 /'1,596 957 / 1,596 Beam Shear Stresses: Section: 1 ........................... Low Stress or Beam Shear suppressed under column/wall Punching Shear Stresses: Wall 1 ........................ 0.00 psi Column 2 ........................... 6.78 psi Column 3 ........................... 6.78 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: in Z, Design in 2, Design inz/ft, Spacing in Z, Spacing Section: 1 Strength:.. 0.00 0-#4 0.07 t1-#4 0.08 #4 @ 30.7in. Not Reqd... Note: Strength = Steel Required for Strength.. e f, Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:47:23 PM Footing Id: F9 Page: 2 Loading Parameters: Concrete Design Ultimate Strength Load Cases Considered: 1A DL 1A DL + 1.7LL 1A DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.,05DL + 1.275LL +'1.OEQ 1.05DL + 1.275LL - 1.OEQ 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases.Considered: 1.ODL 1.0DL'+ 1.OLL 1.ODL + 1.ODL + 1.OLL + 1.OSL = 10.750 1.ODL + 1.OLL + 1.0WL LOLL + 1.ODL + 1.OLL - 1.0WL 0.667DL + 1.0WL LOLL + 1.OWL 0.667DL - 1.OWL kips 1.0DL + 1.ODL + 1.OLL + 1.OEQ 1.ODL + LOLL - 1.OEQ 0.667DL + 1.OWL 0.667DL + 1.OEQ"' = 10.750 kips 0.667DL - 1.OEQ , = 10.750 kips 1.ODL + Un -Factored Loads, ft -kips: 1.OEQ '. = 10.750 kips 1.ODL + 1.OLL - 1.OEQ = 10.750 Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 6.00 0.00 4.50 0.00 0.00 0.00 _0.00 Column:3' 0.'00 .0.00 0.00 0.00 -6.00 0.00 -4.50 0.00 0.00 0.00 Total Vertical -Contact Forces: 1.ODL = 10.750 kips 1.ODL + 1.OLL = 10.750 kips 1.ODL + LOLL + 1.OSL = 10.750 kips 1.0DL + LOLL + 1.OWL = 10.750 kips 1.0DL + LOLL - 1.0WL = 10.750 kips 0.667DL + 1.OWL = 10.750 kips 0.667DL - 1.0WL' = 10.750 kips 1.ODL + LOLL + 1.OEQ '. = 10.750 kips 1.ODL + 1.OLL - 1.OEQ = 10.750 kips 0.667DL + 1.OEQ = 10.750 kips 0.667DL - 1.OEQ. = 10.750 kips Envelope Case = 10.750 kips 1 �. P�Ff0 u X Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:97:23 PM r Footing Id: F9 Page: 3 Wall#1 Col#2 Col#3 FS #1 0 -ft. I __ — --- ---�------------- ----- --- -- —L -- 8.6 kips V, kips 0 M, ft -kips 01 1,437 psf Bearing psf 0 Defl, in. 0 r 12.7 ft -kips! -1.6 ft -kips -8.6 kips 10 -ft. Note: Strength = Steel Required for Strength.. Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:47:59 PM Company Info I Project Info R. C. E. (Project: TUGEL RES. 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA, 95973 1 1 Phone: (530) 894-8833 (Client: Fax: (530) 894-8882 (Job No.: 2003.102 E-mail: cj@r-c-e.com (Footing Id: F10 Line3 FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, ft. Depth, inches Section: 1 36.00 1.50 18.00 Column 6 Wall Data: Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 0.25 6.00 6.00 n/a n/a n/a Column 3 Other 3.00 6.00 6.00 n/a n/a n/a Column 4 Other 9.00 6.00 6.00 n/a n/a n/a Column 5 Other 13.50 6.00 6.00 n/a n/a n/a Column 6 Other 17.00 6.00 6.00 n/a n/a n/a Column 7 Other 35.75 6.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Conc. 18.00 36.00• 8.00 1.50 150 Yes Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 325 / 1,200 837 / 1,596 546 / 1,596 Beam Shear Stresses: Section: 1 ........................... Low Stress or Beam Shear suppressed under column/wall Punching Shear Stresses: Wall 1 ........................ 0.00 psi Column 2 ........................... 0.00 psi Column 3 ........................... 0.00 psi Column 4 ........................... 0.00 psi Column 5 ........................... 0.00 psi Column 6 ........................... 0.00 psi Column 7 ........................... 0.00 psi Reinforcing Standards per ASTM -A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: int, Design in Z, Design in'/ft, Spacing in Z, Spacing Section: 1 Strength:.. 0.54 3-#4 0.47 3-#4 0.00 -....N/A.... Not Reqd... Note: Strength = Steel Required for Strength.. 0 16 T Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:47:59 PM }, Footing Id: F10 Page: 2 Loading Parameters:. Concrete Design Ultimate Strength Load Cases Considered: IA DL 1A DL + 1.7LL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1.05DL + 1.275LL - 1.275WL O.9DL +DL 0 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.OEQ + 1.275LL 1.05DL + 1.27 - 1.OEQ 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL + LOLL 1.ODL + LOLL + 1.OSL 1.ODL 1.ODL + LOLL + 1.OWL 1.ODL + LOLL - 1.OWL 0. + 1.OWL 0.667DL - 1.OWL 1.ODL + 1.OLL + 1.OEQ 1.00DLDL + + LOLL - 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips:. Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 2.30 0.00 2.00 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 -2.30 0.00 -2.00 0.00 0.00 0.00 Column:4 0.00 0.00 0.00 0.00 2.20 0.00 2.00 0.00 0.00 0.00 Column:5 0.00 0.00 0.00 0.00 -2.20 0.00 -2.00 0.00 0.00 0.00 Column:6 0.00 0.00 0.00 0.00 0.75 0.00 1.40 0.00 0.00 0.00 Column:7 0.00 0.00 0.00 0.00 -5.00 0.00 -2.10 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 17.550 kips 1.ODL + l.OLL = 17.550 kips 1.ODL + LOLL + 1.OSL = 17.550 kips 1.ODL + l.OLL + 1.OWL = 13.300 kips '1.ODL + LOLL - 1.OWL = 21.800 kips 0.667DL + 1.OWL = 13.300 kips 0.667DL - 1.OWL = 21.800 kips 1.ODL + LOLL + 1.OEQ = 16.850 kips 1.ODL + LOLL - 1.OEQ = 18.250 kips 0.667DL + 1.OEQ = 16.850 kips 0.667DL - 1.OEQ = 18.250 kips Envelope Case = 21.800 kips 1p Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:47:59 PM r4` Footing Id: F10 Page: 3 Col#21 Col#3 Col#4 Col#5 Col#6 Col#7 o -ft. I---i_i--I-�--}--}-}--}-}-►---�-�-}--}-}--}--l-}-l--}--I-}-I-I-I-+-I-I-H-I-H--i--I-� 36416.0 kips V, kips 0 41.7 ft -kips M, ft -kips 0 Bearing psf 0 Defl, in. 0 7 ft -kips 837 psf 0.233" kips r �i Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software Company Info I R. C. E. (Project: 3060 Thorntree Dr.; Suite 10 (Location: Chico, CA; 95973 1 Phone: (530) 894-8833 (Client: Fax: (530) 894=8882 (Job No.: E-mail: cj@r-c-e.com IFooting Id Line4 Section: 1 11/10/03 3:48:16 PM Project Info TUGEL RES. 2003.102 Fll 9� rf q FOUNDATION PARAMETERS Material Properties: Conc. Strength Conc. Type Bot. Steel Top Steel Steel Yield f'c, psi Cover, in. Cover, in. Fy, ksi Section: 1 2,000 HardRock 3.00 2.00 40 Footing Section Geometry, (Stiffnesses based on 80% of Ig): Length, ft. Width, _t. Depth, inches Section: 1 36.00 1.50 18.00 Column 6 Wall Data: ' Type Center Length Width Col-f'c Col-Fy Dowel Bars ft. in. in. psi ksi No. & Size Column 2 Other 0.25 6.00 6.00 n/a n/a n/a Column 3 Other 8.00 6.00 6.00 n/a n/a n/a Column 4 Other 25.00 6.00 6.00 n/a n/a n/a Column 5 Other 35.75 6.00 6.00 n/a n/a n/a Type Center Length Width Height Density Use ft. ft. in. ft. pcf Stiffness? Wall 1 Conc. 18.00 36.00 8.00 1.50 150 Yes Soil Bearing Results, psf (actual / allowable): Gravity Case Wind Case Seismic Case Section: 1 325 / 1,200 836 / 1,596 767 / 1,596 Beam Shear Stresses: - Section: 1 ........................... Low Stress or Beam Shear suppressed under column/wall Punching Shear Stresses: Wall 1 ........................... 0.00 psi Column 2 ............................ 0.00 psi Column 3 ............................ 0.00 psi Column 4 ........................... 0.00 psi Column 5 ........................... 0.00 psi Reinforcing Standards per'ASTM-A615 Reinforcing Requirements per ACI Ultimate Strength Methods: Footing Top Steel Bottom Steel Transverse Stirrups Sections: in 2, Design in Z, Design inz/ft, Spacing int, Spacing .Section: 1 Strength:.. 0.43 3-#4 0.41 3-#4 0.00 -....N/A.... Not Reqd... Note: Strength = Steel Required for Strength.. % f(I Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software I' Footing Id: Fll Page: 2 Loading Parameters: 11/10/03 3:98:16 PM Concrete Design Ultimate Strength Load Cases Considered: 1A DL 1A DL + 1.7LL 1A DL + 1.7LL + 1.7SL 1.05DL + 1.275LL + 1.275WL 1..05DL + 1.275LL - 1.275WL 0.9DL + 1.3WL 0.9DL - 1.3WL 1.05DL + 1.275LL + 1.OEQ 1.05DL + 1.275LL - 1.OEQ 0.9DL + 1.OEQ 0.9DL - 1.OEQ Soil Load Cases Considered: 1.ODL 1.ODL + LOLL 1.ODL + 1.OLL + 1.OSL 1.ODL + LOLL + 1.OWL 1.ODL + LOLL - 1.OWL 0.667DL + 1.OWL 0.667DL - 1.OWL 1.ODL + LOLL + 1.OEQ 1.ODL + LOLL - 1.OEQ 0.667DL + 1.OEQ 0.667DL - 1.OEQ Un -Factored Loads, ft -kips: Dead Load Live Load Wind Load Seismic Load Other Load FY MZ FY MZ FY MZ FY MZ FY MZ Wall :1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:2 0.00 0.00 0.00 0.00 4.70 0.00 4.10 0.00 0.00 0.00 Column:3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Column:9 0.00 0.00 0.00 0.00 3.90 0.00 3.10 0.00 0.00 0.00 Column:5 0.00 0.00 0.00 0.00 -3.90 0.00 -3.10 0.00 0.00 0.00 Total Vertical Contact Forces: 1.ODL = 17.550 kips 1.ODL + LOLL = 17.550 kips 1.ODL + LOLL + 1.OSL = 17.550 kips 1.ODL + LOLL + 1.OWL = 22.250 kips 1.ODL + LOLL - 1.OWL = 12.850 kips 0.667DL + 1.OWL = 22.250 kips 0.667DL - 1.OWL = 12.850 kips 1.ODL + LOLL + 1.OEQ = 21.650 kips 1.ODL + LOLL - 1.OEQ = 13.450 kips 0.667DL + 1.OEQ = 21.650 kips 0.667DL - 1.OEQ = 13.450 kips Envelope Case = 22.250 kips u I Foot2000 v2.1.63, Copyright © 1999-2001 Spyder Software 11/10/03 3:48:16 PM Footing Id: F11 Page: 3 Col421 Col#3 Col#4 I- f f - -.F- -1-*�- RE :1: - t 7 % ri6 Col#5 O -ft . 5.9 kips 36 -ft. V, kips 0 M, ft -kips) 0 ft -kips 836 psf Bearing psf 0 Defl, in. r 0 0.232" 36.8 ft -kips -5.9 kips �e n140CE 306® Thormree Drive #10 0 Chico, CA 95973 (530) 894-8833 voice o (5-30) 894-6813.2 fix. email;. c$@r-c-e.eom Butte County Building Department 7 County Center Drive Oroville, CA 45965 (530) 538-7541 0 i RE: Tugel Residence. Lindenbaum Lane Paradise, CA APN: 055-310-011 BPN: 03 - 'To Whom It May Concern, Our office has reviewed, the truss design and calculation from Longfellow Number Co. Inc. for the above. project. The layout and design are in agreement with our structural package- Ali notes requiring special hangers or connections to be designed by building designer have been addressed. All required connections have been called. out at. the beginning of the truss calculation Package or on plan. Thank you fur the opportunity to be of service. Please contact us at the address and number above.if you have ;any questions. Sincerely yours. = Charles J. Roberts, Pf Sent By;, R.C.E.; 530 894 8882; Feb -9-04 11:45AM; i r` i STRUCTURAL CALCULATIONS Revision Sumrnat : Rev. 0 1 1/ 10/03 !"(tial Issue Rev. 1 01/21/04 Pages 112, B i , 84, B 12 Have Been Nlodlfled Pages B22 -B28 Have Been Added Rev. 2 02/06/04 Page 1 Has Been Modifled Page B29 Has- Been Added C@VSL- — STRUC1 UItAL ® � $u��rsvare� 3060 Thorrdree Dr. suite #10- Chico, CA 95973 Phone: (530).8.94-8833 — Fox: (530) 894-8882 fax cjCcs�r-c-e.com.• http:/!�w•r•c-e.com Page 3/5 RCS l®b #2®03.9 02 for H ard a Sandee Tu el. Tugel Residence APN #055-310-011 Lindenbaum Ln. Paradise, CA Calculation index: P s Protect Layout 1-2 Ll — L4 Lateral Analysis e Beam Analysis B f - B29 Footing Analysis F 1- F 16 1 Revision Sumrnat : Rev. 0 1 1/ 10/03 !"(tial Issue Rev. 1 01/21/04 Pages 112, B i , 84, B 12 Have Been Nlodlfled Pages B22 -B28 Have Been Added Rev. 2 02/06/04 Page 1 Has Been Modifled Page B29 Has- Been Added C@VSL- — STRUC1 UItAL ® � $u��rsvare� 3060 Thorrdree Dr. suite #10- Chico, CA 95973 Phone: (530).8.94-8833 — Fox: (530) 894-8882 fax cjCcs�r-c-e.com.• http:/!�w•r•c-e.com Page 3/5 Sent By;, R.C.E.; x 530 894 8882; Feb -9-04 11:45AM; Page 4/5 TUGEL RESIDENCE JOB #2003.102 Pace I SHEAIR YNALL, SEAM s FOOTING LAYOUT 1 v al n, 4 d tl � m 1 u 6 ry b •� 0 0 61 io —L_ • n � ry n � Z CL. 60 C�) 6M6 --CM) -- Sent By; R.C.E.; 530 B94 BBB2; Feb -9-04 11:45AM; Page 5/5 +3 r. /1 Vg 152 COMPANY PROJECT R.C.E. TUGEL ��d/� r k �� 3060 Thorntree Drive #10 Chico CA 95973 sr,r,,"ewr,„wwu„un...,rn cj®►•ce.com A. C.E. 2003.102 Feb. 6, 2004 13:20:35 t Ream28 II Design Check Calculation Sheet LOADS: (Ibij• psf. or plf )' Load 'Typo Di:;Lribution Maynitude Lorar.inn (fr..) pdtl"rru Fv' - 21'2 1259 7") T..3 ar.r. Erin SUrL End Load? 1 UF.ad point -1!48 b.00 No i Con.,tr. Pninr 12965 8.00 res MAXIMUM REACTIONS (lbsl and BEARING LENGTHS Ilnl : 0' dead SSU IDeaiqn- -Value ?398 Liv(:. 7(16 Fv' - 21'2 1259 7") T..3 IC5 gh�8 - Searing: 1.0 0.35 = L/360 1.4 r.en< t h k6xB.EAM, D.Fir-Lr NO.1,-6xt2" _ Lateral suppoll. Top= full, Bottom= at supports: Load combinations: ASCE 7.95 1111._.._... -- SECTION vs. DESIGN CODE NDS- ( stress=psl, and In) C rl I': 1'i Uri Anal sis Value IDeaiqn- -Value Anal vqia/OPvi gn Shear (:v (40 - 110 Fv' - 21'2 Lv f'v' = 0 .52 Bu:uding(+I fb - 1'15.3 cb' -• 1500 i"b/FU' - 0.'r/ L'ivr,. De11'n U.U7 = ,:L/993 0.35 = L/360 0.21 ] Tutal Defl'n 0.1<� - T./664 0.5' - 1./240 0.36 ADDITIONAL DATA: t'ACTURS: F r,,) r:M rt CT. CF Cv Cru Cr. Li-'* FU•+- 1:.'.03 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.Co tv' - )7n 1.2y 1. OU 1.100 (CH - 1.000) 2 2.5 1.00 1.00 - E'. = 1.G million 1.00 I,00 Dendinq(-I: 7.r4 P+t:, M = tlrraa !bs-Pr Shear 1,('9 - Oif;, V - 465R, V@d - 9658 lbs DoflcClloit; LCk'2 = D+C EI=1115.31vU6"1lj-irrc Total Uefle,:r.ipn - I.Sn(nefln dearl) r 0efln Live. (P-ckad L -live S=5now w -wind I1 -impact C-wnntructior.) (All T.C':.;r.• Iir;I,tt1 LI+ r,l'u) Ar.;41V-kin rn,rrntl (Lund Pattern: R -t;/2, X.=L+f; or L+C, =nu pattern load in this ::pan) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate to; your application. 2. Sawn lumber Lending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 111 National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 1 ACREI Project Title: By signing below, I, the project owner/owner's agent, certify that I am aware that a construction project that disturbs 1 acre or more of land requires a Construction Storm Water Permit from the State Water Resources Control Board and that it is my responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP), and a check for $700.00 made payable to the State Water Resources Control Board to obtain such a permit if my project disturbs 1 acre or more of land. 1, further, certify that this project will not disturb 1 acre or more of land. I am aware that submitting false and/or inaccurate information may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: ��.=r�r,• „/�'�%a� (/,'� /�s�r [¢a��b. G x z Title: ool Date: 0 - li7 'APPROVED PLANS AND PFRMIT SHAI I RF nN SITF FnP Al I INRPFr..TinNP SITE E P LAN ..... ..........................---•-••---=——_......;......-----.....---'--••-'------.....---.•..------........_......................_....._.................. .._ .............................. — —• — • --, .. ---- —:-—— •- -• .. — PLANNING DIVISION -BUILDING LAN APPROVAL .. • � /�,,,�••�����A �i� � �� Date:- __ _ I Parking: o - ndscaping: Other: \1z, Signature' p 1 � more BUILDING PERM ASSESSOR'SIIT# D g 3b7 6 g aPARCEL#055-- BUTTE COUNTY - 3Sa`c 1 S D�JiL DING IS101 r APPROVED - 3s y --� 7 ,.mss-��� -�•z - — ��5��-� i_1ps1o6 c .v - ._ � i""f'I--"�"'i—� i I-7—IT—i—r ,i 'TT"'T'Z—"— ,---�•� 1—T— I i i I I / _. -- THE 2007 CBC, CMC, CPC,- �+�W /v✓�7 t�sr�-`' 1 • I CEC. AND 2005 CALIFORNIA�-•��"^-^J,,'�" - ENERGY STANDARDS AS ..Fs — AMENDED RY THE JURISOIr'-T • 'y(/l — O ON U I COMPLY WITH CAL/PORN/A .APPLY TO THIS PRO._Er'ELECTRICAL CODE- ART/CLE - '690 REQUIREMENTS FOR NOTE i SOLAR PHOTOVOLTAIC N OTE:=---- ...._,. -I TE CONDITIONS SI SYSTEMS -%...._;_...- - >.... PROPERTY OWNER IS RES i :._.. - - - - - PONSIBLE FOR _......_._ • _._.......___ . ___; DETERMINING LOCATIONS OF PROPERTY LINES •-------•-•-----••-=----� ...:_____._._._..___. .. ENGINEERING MAY BE REQUIRED IF ANY OF THE FOLLOWING SITE .... __•-• - =..... _..... _...... AND EASEMENTS AND MAINTAINING REQUIRED CONDITIONS ARE OBSERVED AND NOT SHOWN ON THE APPROVED - - PLANS: � SETBACKS FROM PROPERTY LINES AND UT EXCESSIVE SLOPES > �ASSOSSOes Parol Number: ©©� e t� ! F EXPANSIVE SOILS r EASEMENTS. A SURVEY MAY BE REQUIRED IF � 9 9 � J� �I DETERMINED NECESSARY BY THE BUILDING g • EXCESSIVE CUTS OR FILLS FILE COP Dc � t"3i�_�. L-- � I ALTERATIONS TO NATURAL DRAINAGE v OFFICIAL. 0 OTHER UNUSUAL SOIL OR GEOGRAPHICAL e, I CONDITIONS S�Le Location USES: „ eo z w �� a is 4' .-1 SITE PLAN ------------------ ...... 7 ...... - ----- 7 ----------- .. ....... ..... ------ ............. ...... ............. ..... ........ ------- -- - - .............. ... ............. ...... .............. ---- ------------------------------- ----- ..... ...... ........... ...... . . ... . . . ............ ...... ..... ...... ............... ...... .......... ------ N Ik. iD PLANNING DIVISION -BUILD UILD PLA PPROVA Date: 15 Parking: E / ' t�Landscaping: N Other: P 13 Signature: ...... N = x` � r � I 1. ' rr � ' ( J . 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Assessors Parcel -Number- El [0 P E — Eol.0 P] scale: I" m Owner Name Add 1 Phon s -N e. zp _Ox '26:2 Z 21:�2_ - _7 3 Site LcIP-aflon FOR OFFICE USE ONLY PROVIDE FORALL A JA T PARCELS Q n I ro a: Ger SEP (AC oar2l, Pla A", 7. i.,k') n ueslu: Z0NWG:.,., Size, Acres -T- d3NMO Adoo ETA e W- 60 silo Ec) L-,) f=L �oF-, I G�ILII�C�I �> �LCGTFZIGA� LA U c v oopISI_ SII 2'!011 ICoI- oo l- c�► 14 10 2l' loll , �1 q -ol� HULA- W f OE4 t -1S W 00 le- S M, ter. L-C=o W 0 M tn CA P -tol53 Qj 2.30{ o - N o-rE 131- 2i) 21_foil 31_ GII 3�, it Z 1 1° 2� I- li II I II I 11 HEItaH-r -� 15 I tl a 1 3 4 3 3+ 4- 3 4- -3 (v` SEcot-Id FLoa,�� 20 I o� 8,1 ENVIRONMENTAL HEALTH ' s Z�4 sTur,> 1� C L_L— a t H t- z z 4 DEC 0 5 2333 z x sn.! i.0-�-� G A- A� 3 fl m o CHICO, CALIFORNIA . r F= L_o CD Fz-, F> L- �lj Y4n_I_oq pr �. 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E` cv %1522 9 �Y SCALE 1"=40' 7 N `���E / r E_6410pL PpNE / / / ! - 15/7. 2 N E / NE i /�j2 -0 1486.85 GRD 152 -7 / 7 1.0 .1 ���� ;/ • fid, E � PL � � j ,�0 N�k / 1 /75.9 ,� �o J / LEGEND .rte•" „ + 12 INE i P NE R % �_, POWER POLE Z ' ! `, . $• OAS• ,h �/ / j ;, -0 GUY WIRE NE PINE TREE _ a' OAK TREE Y I ^ D4 WATER VALVE ` 0 Q�6�. r IN l/ O WATER B16 . y � / 1482.66 GRD FIRE HYDRANT 508. D/ " OAK WA`ER .B18 r " A NE / ENVIRONMENTAL HEALTH PINK ;_ :a / DEC 0 5 2003 AhEA ! �.� w C5 ;'>✓���-?F tGr ,` iI J '� CHICO, CALIFORNIA 1509.7$ �r / > „ 0 OAK Cl � FL 18 CMP 1 s, R . 4 - r BENCHMARK ' l 150 3 r' / THE BENCHMARK USED FOR THIS PROJECT IS BUTTE COUNTY "CMP L 150 `(/�L .,. :1 BENCH MARK 1V0 256. AT KUNKLE RESERVOIR r ��. tD 6 .07 r /. ELEV. - 1470.66 . i / , 1478.55 GRD 1 0-9 AGR - "• _, 0 K U R I� 1 c -T jep- T.�NK.. �a'!1�7I tr► � lG�- *&rrc Gv. /fes1.7ff OST O ' 9 IN i 1478.23• GRD - f1 � 1 OA i cnZ, -502 7.,9 0 J 0 1 ZJ i1 i 'INE Q i2 �0 . A R 2 I 1 75.80 GRD 10 PIE - 500.75 GRD0 pt i 2" P 11 . � 66 26' 7 D 4�17TO � �1 9 .� �0 GR 1504.93 TOP DI I 1500.61 GR ' 50' LEACH FIELD SETBACK FROM DRAINAGE 1503.40 FL DI O �{ — / , � � X61 G D to`U o 00 t • r �' f/ ^ '�� / A 501.1 TOP i 1502.60 TOP DI i 4 LEL ,�• / -- — -- — — -- 1501.09 FL DI DI / l' ' / _r S89'2926"W 15' DRAINAGE EASEMENT - 18" PINE -- - - 687.91' TOPOGRAPHIC SURVEY / 1492.11 FL �. 18" PIPE r OR y HOWARD TU GEL AP# 055-310-011 / BEING A PORTION OF PARCEL 3, BOOK 129 MAPS, PAGES 82-83 f � ' SECTION 31 TOWNSHIP 22 NORTH RANGE 4 EAST, MDM r BUTTE COUNTY CALIFORNIA - L - S L & L SURVEYING 02-05-068 JANUARY, 2003(REV. 102003) 1037 BILL.E ROAD PO BOX 671 PARADISE, CA 95967 (530)877-4300 O O 3�. c 3 p ct F-� .r w Z f� Q • O M H• z A� 0 �► A ,