Loading...
HomeMy WebLinkAbout047-230-157BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 90 NICALOG RD Owner: Permit NO: B07-1185 APN: 047-230-157 DIXON, KENNETH GORDON & Issued Date: 08/06/2007 By TMP Permit type: MISCELLANEOUS 90 NICALOG RD Subtype: Private Pool CHICO, CA 95973 Expiration Date: 08/05/2008 Description: NEW POOL (MASTER# MP07-0013) (530) 518-9941 Occupancy: Zoning: Contractor Applicant: Square Footage: CARE -FREE POOLS CARE -FREE POOLS Building Garage Remdl/Addn P O BOX 8689 P O BOX 8689 CHICO, CA 95927 CHICO, CA 95927 Other Porch/Patio Total (530)345-4639 (530)345-4639 FEE INFORMATION DBEH Building Review Fee $75.70 DBMSC Swim Pool -Master Plan Co $496.42 DBOMSCF Supplemental Plan Chec $57.99 Total Charged: $630.11 Fees Paid: $630.11 Balance Due: $0.00 Receipt No: B4125 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License CARE -FREE POOLS 380826 / C53 / 08/31/2007 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 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 pursuant to the provisions of the Contractor's License Law (Chapter 9 (commencing with Section 7000) is in and effect. 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 X 08/06/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date ❑ 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 WORKERS' COMPENSATION DECLARATION - OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ 1, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. The Contractor's License Law dows not apply to an owner of the property who builds or improves My Workers' Compansation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Carrier. STATE FUND policy Number.618-0000183 Exp. Date:07/01/2008 Contractor's License Law.). (This section need not be completed if the permit is for for oneundred dodollars ($100) or less. ❑ I AM EXEMPT under Section B. 8 P.C. for this reason: ❑I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, 1 shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' X 08/06/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provis'ons. X 08/06/2007 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 Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, 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 AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused by, arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the pr owner orathoriz d to act on the property owner's behalf. CONSTRUCTION LENDING AGENCY - ' / ( r3c_-,l 08/06/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of Permittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) ❑ OwnerU3,Contractor OR. Agent for Owner ❑Agent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND. SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY* APPLICANT INFORMATION OWNER INFORMATION Last Name 11 irst Name /u Address 0 i' C L U City / CG Slate Zip Phone 5 r Fax E-mail Lic. #3�d APPLICANT INFORMATION CONTRACTOR Name A,t t Address b p City Phone 3 _ q639 State Zip 5� 7 Phone4D-- 263 Fax Ya -074a E-mail Planner Lic. #3�d Class s" 3 APPLICANT INFORMATION ARCHITECT/ENGINEER Name / Address 6)( po o G o. O Address 0 7 00 City Phone 3 _ q639 State Zip Phone Book Fax E-mail Planner State License Number APPLICANT INFORMATION Name - Address 6)( po o G o. O City StateCA- 711?96_9a 7 Phone 3 _ q639 Fax 3 ya Q p P E-mail APPLICANT SIGNATURE X 21A& �J& For office use only: Zoning - Flood Zone Property AddressCity SRA I Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERMIT NO. BPO7 'A r Scope of Work: DescriptiE&#sT,_ae,0 PROJECT LOCATION AN r 3- � Property AddressCity tl iUic Corr Rl� (°RICO Cross Street ❑ Proposed Change of Occupancy WORKER'S COMPENSATION Policy Number Carrier It A If hiring anyone other Xan license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address r Scope of Work: DescriptiE&#sT,_ae,0 �w d7J� i O7—L5 o 1-3 Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by.K. Amount: `I' Bldg hSRA •SpeciF►'� Receipt #: r'yl Sheriff �SMIP lf �{ 5 ,7D Other Date: -�� I c: R7/1 i n OVER FOR SUBMITTAL REQUIREMENTS I1 11,1 / L- • I L- Total i I SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Building Permit Application Without Required Clearances Form . ❑ 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan *approval from the Environmental Health Department. . If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the.person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMSWILDING F0RMS\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 I 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: B07-1185 Date: 05/31/2007 Location: 90 NICALOG RD By: KCG Parcel Number:, 047-230-157 Sub Type: Private Pool Owner Name: DIXON, KENNETH GORDON & RAY Phone: (530) 518-9941 Description: NEW POOL (MASTER# MP07-0013) 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 ❑ ❑ ❑ ❑ 701090- M ■ NEW DRAINAGE DISTRICTS Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 Ctiy of Chic , 45 Vallombrosa, Chico CA 95926 - (530) 895-4711 PARKS & RECREATION DISTRICTS Chico Area Recreation Distri 45 Vallombrosa, Chico CA 95926 - (530) 895-4711 Durham Park & Recreation District, 47 Midway, Durham CA 95938 - (530) 345-1921 Feather River Recreaction & Park District, 00 Myers Street, Oroville CA 95966 - (530) 533-2011 Paradise Parks & Recreation, 6626 Skyway, Paradi CA 95969 - (530) 872-6393 SCHOOL DISTRI Biggs Unified School District, 300 B Street, Biggs CA 95917 - 0) 868-1281 Chico Unified School District, 1163 East 7th Street, Chico CA 9592 530) 891-3006 Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - 30) 895-4675 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- 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 City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Other: Other: Other: Signature of Property Owner: Date: 05/31/2007 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 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 (not yet issued) must be requested within two years 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 of $54.99 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/codesibutteco/ Reference Number: B07-1185 Date: 05/31/2007 Location: 90 NICALOG RD Parcel Number: 047-230-157 Owner Name: DIXON, KENNETH GORDON & RAY Phone: (530) 518-9941 Description: NEW POOL (MASTER# MP07-0013) Signature of Property Owner: iW && Date: 05/31/2007 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 C PR��►T National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment (LESS THAN 1 ACRE 1 Reference Number: B07-1185 Date: 05/31/2007 Location: 90 NICALOG RD By: KCG Parcel Number: 047-230-157 Sub Type: Private Pool Owner Name: DIXON, KENNETH GORDON & RAY Phone: (530) 518-9941 , Description: NEW POOL (MASTER# MP07-0013) 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: ij4 FILE Date: 05/31/2007 XP. 6 o 68 t4, 0-7 -:-1 BUTTE COUNTY BUILDING DIVISION AP ROVE® b I -- --6 6 70 7 P- W—, o Z ��GROUP> TITLE`S RETAINED - POOL PERIMETER` 3 (AGRQUP> ENGINEER NAME FRANK GLAZEWSKI AGROUP> UNITS FEET KIPS DEGREES AGROUP> MATERIAL CONCRETE FC 360.000000 AGROUP> BOEF BOEF ANAL> NUMBER OF SPANS 1 BOEF ANAL> NUMBER OF SECTIONS 20 BOEF ANAL> SPAN LENGTH 1 12.500000 BOEF ANAL> INERTIA 1 0.010140 BOEF ANAL> RIGID 1 KR 14820 BOEF ANAL> SOIL STIFFNESS 1 259.200000 BOEF ANAL> LOADING 1 TOTAL LOAD BOEF LOAD 1> 1 P -1.28 L 10.5 BOEF LOAD 1> 1 M -5.32 L 10.5 BOEF LOAD 1> 1 W -0.075 BOEF LOAD 1> BOEF ANAI'> PRINT `� I � gvicQ��,�v✓e, • AnalysisGroup(TM) ....... INPUT DATA LISTING FOR : BEAM ON.ELASTIC FOUNDATION /TODAY'S TIME AND DATE: Mon Aug 26 06:14:03 1996 PROJECT TITLE : 8' RETAINED -.POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... BEAM GEOMETRY INFORMATION ........ SPAN SPAN MOMENT SOIL NUMBER LENGTH OF SUBGRADE INERTIA MODULUS 1 12.000 0.0101 259.200 ........... RIGID SUPPORT INFORMATION .......... SUPPORT SUPPORT ROTATIONAL NUMBER TYPE SPRING K 1 RIGID 14820.0000 2 FREE NOT APPLICABLE NUMBER OF OUTPUT SECTIONS PER SPAN 20 BEAM LOADING INFORMATION .......... LOAD NO 1 TOTAL LOAD SPAN WA WB LA LB P 1 - 0.0000 0.0000 0.000.. 12.500 -1.280 1 0.0000 0.0000 0.000 12.500 0.000 1 -0.0750 -0.0750 0.000 12.500 0.000 BOEF ANAL> LIST 1 BOEF LIST> 1 DEFLECTIONS 4 M L 0.000 10.500 -5.320 10.500 0.000 6.250 m AnalysisGroup(TM) ....... . INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Mon Aug 26 06:14:03 1996 PROJECT TITLE : 8' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 ......... BEAM GEOMETRY INFORMATION .......... SPAN SPAN MOMENT SOIL NUMBER LENGTH OF SUBGRADE INERTIA MODULUS 1 12.000 0.0101 259.200 ........... RIGID SUPPORT INFORMATION .......... SUPPORT SUPPORT ROTATIONAL NUMBER TYPE SPRING K. 1 RIGID 14820.0000 2 FREE NOT APPLICABLE NUMBER OF OUTPUT SECTIONS PER SPAN : 20 .......... BEAM LOADING INFORMATION .......... LOAD NO : 1 TOTAL LOAD SPAN WA WB LA LB' P M L 1- 0.0000 0.0000 0.000 12-500 -1.280 0.000 10..500 1 0.0000 0.0000 0.000 12.500 0.000 -5.320 10.500 1 -0.0750 -0.0750 0.000 12.500 0.000 0.000 6.250 s AnalysisGroup(TM) . INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Mon Aug 26 06:14:031996 PROJECT TITLE : 8' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RESULTS FOR LOADING NUMBER 1 .......... TOTAL LOAD .......... DEFLECTIONS .......... SPAN NO. 1 DISTANCE DEFLECT - FROM LEFT ION. END 0.000 0.00000 0.625 0.00002 1.250 0.00008 1.875 0.00018 2.500 0.00032 3.125 0.00048 3.750 0.00065 4.375 0.00083 5.000 0.00099 5.625 0.00112 6.250 0.00120 = -6.875 0.00120 - 7.500 0.00109 8.125 0.00085 8.750 0.00044 9.375 -0.00017 10.000 -0.00102 10.625 -0.00214 11.250 -0.00326 11.875 -0.00428 12.500 -0.00527 BOEF LIST> 1 MOMENTS AnalysisGroup(TM) ....... INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION 'TODAY'S TIME AND DATE: Mon Aug 26 06:14:03 1996 PROJECT TITLE : 8' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RESULTS FOR LOADING NUMBER 1 .......... TOTAL LOAD .......... BENDING MOMENTS ......... SPAN NO. 1 DISTANCE MOMENT FROM LEFT END 0.000 0.432 0.625 0.438 1.250 0.414 1.875 0.361 2.500 0.278 3.125 0.166 3.750 0.025 4.375 -0.145 5.000 -0.345 (e�� ' 5.625 -0.574 6.250 -0.83 = -6.875 -1.119 - - 7.500 -1.436 8.125 -1.782 8.750 -2.158 9.375 -2.562 10.000 72.976 10.625 1.861 11.250 0.923 11...875 0.271 12.500 0.000 BOEF LIST> 1 BEARINGS AnalysisGroup(TM) ....... . INPUT DATA LISTING FOR : BEAM ON ELASTIC FOUNDATION TODAY'S TIME AND DATE: Mon Aug 26 06:14:03 1996 PROJECT TITLE : 8' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS : FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RESULTS FOR LOADING NUMBER TOTAL LOAD .......... BEARING REACTIONS......... SPAN NO. 1 DISTANCE BEARING FROM LEFT FORCE END 0.000 0.000 10.000 0.625 0.000 10.625 1.250 0.000 0.844 1.875 0.000 12.500 2.500 0.000 3.125 0.000 3.750 0.000 4.375 0.000 5.000 0.000 5.625 0.000 6.250 0.000 _ 6.875 0.000 7.500 0.000 8.125 0.000 1 .......... 8.750 0.000 add w0.,-�„� P�zss��e -% f-,kk c- Va(leS. 9.375 0.044 10.000 0.265 10.625 0.556 11.250 0.844 11.875 1.109 a4A 12.500 1.367 y BOEF LIST> 1 EXTREMES 13 0�7)t- f7t ....... AnalysisGroup (TM) . •• q ........ INPUT DATA LISTING FOR:BEAM ON ELASTIC FOUNDATION 'TODAY'S TIME AND DATE: Mon Aug 26 06:14:03 1996 PROJECT TITLE : 8' RETAINED - POOL PERIMETER ENGINEER: FRANK GLAZEWSKI PROJECT NUMBER: ACTIVE UNITS FEET KIPS DEGREES FAHRENHEIT MATERIAL CONSTANTS : E = 4.103987e+05 NU = 0.17 .......... RESULTS FOR LOADING NUMBER 1 .......... . .......... TOTAL LOAD ........... EXTREME SHEAR FORCES ......... SPAN POSITIVE DISTANCE FROM NEGATIVE DISTANCE FROM NUMBER SHEAR FORCE LEFT END SHEAR FORCE LEFT END 1 1.624 10.625 -0.032 0.000 ........... EXTREME BENDING MOMENTS .......... SPAN POSITIVE DISTANCE FROM NEGATIVE DISTANCE FROM NUMBER MOMENT LEFT END MOMENT LEFT END 1 1.861 10.625 -2.976 10.000 ........... EXTREME DEFLECTIONS .......... SPAN POSITIVE DISTANCE FROM NEGATIVE DISTANCE FROM NUMBER DEFLECTION LEFT END DEFLECTION LEFT END 1 0.00120 6.250 -0.00527 12.500 ............ EXTREME BEARING REACTIONS .......... - SPAN BEARING DISTANCE FROM NUMBER REACTION LEFT END 1 1.367 12.500 BOEF LIST> FINISH AnalysisGroup TERMINATION.... . ' m � � � �'l, —� YP Poo � W 0.I I QA f, 6- a f- 7 "0o f 0,-�. k7L- 0- 7- CY, wA,4,1 (2Ve l ) 7 8" 5 . • 3"c(r. 4 ,,3 e� Jew. ©_/ BUTTE . COUNTY. BUILDING DIVISION .. .. .. . .. .. _._.__.._.. _ it ._ ..._. � � TO OVE 7 ' �_ 0--T IN JV ' o T.rFo UN Butte County Department of Development Services/Building Division 7 County Center Drive, Oroville CA 95965 • (530) 538-7541 Telephone • (530) 538-2140 Fax www.buttecounty.net/dds www.buttegeneralplan.net Swimming Pool Requirements Based upon California Health and Safety Code Section 115920-115929, known as the Swimming Pool Safety Act When ever a building permit is issued for construction of a new swimming pool, or spa, or any building permit is issued for remodeling of an existing pool or spa, at a private, single-family home, it shall be equipped with at least one of the following seven drowning prevention safety features: 1. The pool shall be isolated from access to a home by an enclosure that contains all of the following characteristics: a. Any access gates through the enclosure open away from the swimming pool, and are self-closing with a self -latching device placed no lower than 60 inches above the ground. b. A minimum height of 60 inches. c. A maximum vertical clearance from the ground to the bottom of the enclosure of 2 inches. d. Gaps or voids, if any, do not allow the passage of a sphere equal to or greater than 4 inches in diameter e. An outside surface free of protrusions, cavities, or other physical characteristics that would serve as handholds or footholds that could enable a child below the age of 5 years to climb over. 2. The pool shall incorporate removable.mesh pool fencing that meets American Society for Testing and Materials (ASTM) Specification F2286 standards in conjunction with a gate that is self-closing and self -latching and can accommodate a key lockable device. 3. The pool shall be equipped with an approved safety pool cover that meets all the requirements of the ASTM Specification F1346. 4. The residence shall be equipped with an exit alarm on those doors providing direct access to the pool. 5. All doors providing direct access from the home to the swimming pool shall be equipped with a self -dosing, self - latching device with a release mechanism placed no lower than 54 inches above the floor. 6. Swimming pool alarms that, when placed in pools, will sound upon detection of accidental or unauthorized entrance into the water. These pool alarms shall meet and be independently certified to the ASTM Standard F2208 "Standard Specification for Pool Alarms" which includes surface motion, pressure, sonar, laser and infrared type alarms. For purposes of this article, "swimming pool alarms" shall not include swimming protection alarm devices for individual use, such as attached to a child that sounds when the child exceeds a certain distance or becomes submerged in water. 7. Other means of protection, if the degree of protedion afforded is equal to or greater than that afforded by any of the devices set forth above, and have been independently verified by an approved testing laboratory as meeting standards for those established by the ASTM or the American Society of Mechanical Engineers (ASME). Prior to issuance of any final approval for the completion of permitted construction or remodeling work, the local building code official shall inspect the drowning safety prevention devices required by this act and if no violations are found, shall give final approval. Whenever a building permit is issued for the construction of a new swimming pool or spa, the pool or spa shall meet all of the following requirements: 1. The suction outlet of the pool area or spa for which the permit is issued shall be equipped to provide circulation throughout the pool or spa as prescribed in paragraph 2. 2. The swimming pool or spa shall have at least 2 circulation drains per pump that Shall be hydraulically balanced and symmetrically plumbed through one or more "T" fittings, and that are separated by a distance of at least 3 feet in and dimension between the drains. 3. Suction outlets that are less than 12 inches across shall be covered with anti -entrapment grates, as specified in the ASME/ANSI Standard A 112.19.8, that cannot be removed except with the use of tools. Slots or openings in the grates or similar protective devices shall be of a shape, area, and arrangement that would prevent physical entrapment and would not pose any suction hazard to bathers. 4. Any back-up safety system that an owner of a new swimming pool or spa may choose to install in addition to the requirements set forth in this article shall meet the standards as published in the document, "Guidelines for Entrapment Hazards: Making Pools and Spas Safer", Publication Number 363, March 2005, United States Consumer Product Safety Commission. Whenever a building permit is issued for the remodel or modification of a single family home with an existing swimming pool, toddler pool or spa, the permit shall require that the suction outlet of the existing swimming pool, toddler pool or spa be upgraded so as to be equipped with an anti -entrapment cover meeting current standards of the American Society for Testing and Materials (ASTM) or the American Society of Mechanical Engineers (ASME). (Revised 3/07) � 0 Project: �����+� Date: Bachman & Associates RA Job No. i 3 Dana Point Road, Chico, CA 95928 (530).342-4136' � 0 Project: �����+� Date: Bachman & Associates RA Job No. Sheet 'No. 3 Dana Point Road, Chico, CA 95928 (530).342-4136' Y4( om, .ter V Ajor 0 -AM UP, 11 6' max 24" Min. Lop J� Reinforce 12'' wall w/ 2 curtains of #3 @ 6'' o.c. each way 12" — 10" 3" clr 11-011 I i #4® 12" 6 II 3" clr O.C. Cont. T-0" min— 1'-0" 6" Gunite w/ #4 @ 6.. o. c. e'.. w. �•r f, DETAIL: Retaining Wall No Scale l ; �nCIyIL Jr1L .• " {a .j TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. USE ONLY •a.. Plot Plan Aitnchod y� Float Plan A hod �- ~• Sant to B.D. ' Owner focation AP# Plan Approved for: Sewage Disposals Water Supply: Public Private Well >< Clearance for—•dwvelli". Other 19 '434-117 �arrr� Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist 8/96 �-zs-63 Date NORTH D_17:09 GARY HAWKINS 1 1300.00' POWER LINES Site vlan SCALA= I" = 300' 5308922700 Environmental Health APR, 0 7 2003 Chico, Calitornia P.01 SEPTIC TANK AND LEACH FIELD PER BUTTE COUNTY HEALTH DEPT. STANDARDS 100' L_F.S.A. WELL NOTES /'I� RESIDENTIAL _03-1474 l 1_047-'230 -j29 / jr`- ] PERMIT N0.' D ON, KEN.. ; NICALOG RD; CHICO Cont: BRUNO, GLENN NEW SINGLE FAMILY �5" W— )�! ! OFFICE COPY K t..� �� jji Address S GAS Meter By ELECTRIC �•, Meter By I Da , � Or o'" j FE � f r SPECIAL CONDITIONS' CHECKED BY SRA 4 FLOOD CERTIFICATE REQ. FIRE°SPRINKLERS REQ. SPECIAL INSPECTION ITEMS a VERIFY a �US&PERMIT CONDITIONS .�; Sy~ B.STANDARD HOUSING LETTER A / Welders Cert+ll�i c 1 `Ir�JOB FINALED (Date) Signature COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE n r (V)� OWNER PERMIT NO. A A routine inspection indicates that the following violations of Butte County Ordinances exist at k the above address and should be corrected. Please call for re -inspection when correction of )' work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. / 1�d=� l -IJ f,{ Kr Y ,tx '.r 25 �, �4 Date � � O � � �C/ Inspector w ; 3 U�� REV 4/05 Phone # FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 Rj �i - c �DC 6)-t� � �sV, 1, D ✓ f Geo VU ',� t*w, u m 2 , rr o2 S . r •a (� 0 Date i `r' Inspector REV 4/05 Phone # I K FOR RE -.INSPECTION CALL: 538-7636 OR 891-2834 f i fi COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES r; 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE t )I)�QV? 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 call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional z explanation, please contact the -Building Inspector as indicated below. v) i rc J ( 6 �I— j �DC 6)-t� � �sV, 1, D ✓ f Geo VU ',� t*w, u m 2 , rr o2 S . r •a (� 0 Date i `r' Inspector REV 4/05 Phone # I K FOR RE -.INSPECTION CALL: 538-7636 OR 891-2834 f i COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 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 call for re-inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. (P 4- cin j u P� c A P L SR r to lira t %Lcl C4 e- 4 f Qti� S c � G� -3 �t �► r� r � v r� Date Inspector Inspector ,��✓~� i i o REV 4/05 Phone #�- 3 ST ? C_ �r J IL FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 r 1 D " "COUNTY OF BUTTE` BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 1 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 call for re -inspection when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. K a 11 7 �v i/ 3�� tA / 7 + Date �S Inspector 121C1-1144117 44'A� REV 4/05 Phone #�� FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 / 7 + Date �S Inspector 121C1-1144117 44'A� REV 4/05 Phone #�� FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 .�.d-�« ✓:`,.moi,.•-•..,y.»�..t'-. ;-'"'>°:'ee�. Y.+.ti..���_;:-v-�.�.+r.Yea;�•�^w'�w..'..�.yty.rwvey,�...lti,,r-�' X COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA . (530) 538-7541 CORRECTION NOTICE n Z OWNER PERMIT NO. A routine inspection indicates that the following violations of Butte County Ordinances exist at thea ve address and should be corrected. Please call for re -inspection when correction of wo is completed. If you have any questions pertaining to this matter, or need additional anati• n, please contact the Buil 'ng Inpect r as indicat below. sCAN ,c /l Dat �� V Inspector V REV 2/05 Phone # �� COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is complet . If you have any questions pertaining to this matter, or need additional explanation, please ontact this office immediately::, f ( �h f I HtV 10192 1' HtV 10192 r r COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE r 7 - OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the aboveress and should be corrected. Please notice this office when correction of work is com eted. I( you have any questions pertaining to this matter, or need additional explanation, pl se contact this/office immediately., Date/ `' v Inspector REV 10/92 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive - Oroville, California 95965 * Telephone (530) 538-7541 PEIRWNo. (Rev. 12/96) APPLICATION AND PERMIT 4 ASSESSOR PARCEL NUMBER ZONING BUILDING PERMIT OWNERTELEPHONE SO. Fr. OCC. BUILDING VALUATION OWNERS MAILINGAODRESS i. CONTRACTOR'S NAME TELEPHONE CONTRACTORS MAILING ADDRESS V1 S CONSTRUCTION LENDER 77 LENDERS MAILING ADDRESS Fireplace Total Valuation ARCHITECT PS ENGINEER LICENSE NO. Filing Fe 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee BUILDING ADDRESS Energy Plan Checking Fee PERMIT FEE LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE Each Trap IT 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 SF 0 Duplex 0 Mobilehome 0 Other SPECIFY Each gas water heater or vent 15.00. TYPE OF WORK Gas piping system I - 5 outlets 15.001 New 0 Addition 0 Remodel 0 Utilities 0 Installation 0 Other 0 Building sewer 15.00 Describe Work: Jnr Mobile Home G @20.00 PERMIT FEE $ —ELECTRICAL PERMIT Filing Fee 20-00 a00VR LESS Main Service zI.A OOR 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. 41 Lic License Class No. OWNER -BUILDER DECLARATION Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING - OR ADDNS. Occup, 3 - & ACC. BLDS. -50SFot NEW GUMT. OUTLEr NON-RESID. ULT' - CIRCUITS @7.50 POWER APPARATUS & SINGLE OUTLET CIR. 20 @ 1.00 Ex. Occup. OUTLET OR FIXTURES BAS @ -.50 . �,X ED A R, Ex. Occup. P(PR .) E 5.00 MO I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: Temporary Service 23.00 0 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. Mobile Home Facilites 20.00 Misc. Wiring 23.00 0 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. 0 1 am exempt under Sec. Business and Professions Code for thisZ" reason PERMIT FEE )­, " _', I'--- ; I WORKERS' COMPENSATION DECLARATION MECHANICAL PERMIT Filing Fee 20.00 1 hereby affirm under penalty of perjury one of the following declarations: 0 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 Heating Cooling Hood 6.50 performance of the work for which this permit is issued. Ventilation 0 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrierand policy number are: PERMIT FEE $ Carrier Mobile Home Installation 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.) I certify that in the performance of the work for which this permit is issued, I shall Energy Inspection Fee $ occ CONST. TYPE TOTAL FEE $ 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 HAZ, D,FEES IMP F \�90D I COF PARCEL PO H� ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. forthwith comply with those provisions. �X X Date Signat'We"'of Applicant 0 Owner Q Contract—or 0 Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. BY Date PERMIT EXPIRES ON ReceiptNo. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PIN -INSPECTOR GOLDENROD -APPLICANT (Date) J=OK, 0 = Not OK Not .`= NotReadyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/0 -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. Utilitv Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/0 to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 11: Cert. of Occupancy 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures. 6. Date 7. Card B-1 Date Card B-1 Date 9. Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Ext.; Steps -Doors -Landings 12. 1. Zoning Requirements -Setbacks -Easements 6. 2. Footings; Size -Spacing -Marriage Line 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 3. Blocking Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes -Enclosures -Panel boards -Ins. to Main Conduit 4. Gas; MH Test -Demand -Valve 10. 5. Electricity; MH Test 11. Light Niche 6. Water; MH Test 12. Enclosure; Fencing -Alarms 7. Water and Sewer Connected Date 8. Gas and Electricity Tagged Date 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures. 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing r 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 UNDEAFL0OR (Plans) OK except #'s tg Main; Soils-Elec. Grnd.-/ P' Ftg. Del Garage; Soils-Steel-Elec. Grnd.-/ /" g., Porches & Decks; Soils -Steel-/ /" A JFtj2,Q . Stemwalls, Main; Steel-Blockouts-Wrapped J S mwalls, Garage; Steel- Blockouts-Wra e Downs and Special Anchors 4 `'� ( Slab, eel -Wrapped tJ�JL � Z rrr 8. s -Fire lace Ft .-Steel �) V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 9F!Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 1 11.Water Pipe; Test -Anchors -Regulator -Service Test 5 1�-ctric Underground 111-2.2-1' W Plenums & Ducts; Clearance -Material -Support -Ins. OI ,� ers-Sills-Anchor Bolts-Joists-Vents-Crippies l 1 . Access & Ventilation 5 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Htr.; Vent -Access -Combustion Air Baffle Water Pipe; Test & Anchor -Nail Protection 1 D.W.V.; Test Fittings & Anchor -Nail Protection 22 -2 1 -0(a 40-'S, hower Pan; Test, First Floor -Tub Access 21 Test Tub & Shower, Second Floor -Tub Acces; Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date/b//0f_-5'_ Card B-1 1 r Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection Elec. Receptacles Spacing -Lights & Switches at Doors Si Boxes & No. of Conductors Stapled o ex Installed Close to Edge of Studs & C.J. W. quip. Ground made up w/Mech Fasteners -Bond Gas & Water liance Circuits in Kitchen & Conductor Size GFI Wubfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral 0 Yes O No 32_ ervice-Riser Conductors & Ground Main Disconnect E ui . Clearances Panels-Motors-Mech. Equip. lothes Closet Light -Shower Light -Spa Light Smoke Detector Date /p/p.l 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 7, Vent Fan, Exhaust above insulation 3fl. 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 104 7.5/ 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 - 4 Draft Stop in Walls (rat proof) 5 ire Stops, Furred Ceilings -Stairs -Chasers -Tubs 4V Headers & Beams -Size & Bearing cr Date FRAMING (Continued) 4VAngers-Post Caps -Anchors -Connectors 4 ding. Joist-Rftc Ties- Purl in -Roll Brac.-Truss-Shting.-Rtng. replace Ties orType AFlue-Fireplace Throat Clearance Pftic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 5 rm. Windows or Exiting Doors -Sill Ht. & Dimensions 111-2.2-1' rage Fire Protection Framing -RC Channel operty Line Firewall & Openings Filet. Doors -One 3' -Check Garage 3rd Story, 2 Exits 5 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. Q19zing Area -Glass Protection -Skylights -Plastic K12,0Sf2,-T Shear walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration-Wglla-W indows Date I b7l O&C Card B-1 Date Card B-1 Date /.o /C//� Card B-1 (,fes Date Card B-1 Date FINAL (Plans) OK except #'s 64. flet. Steps -Door & Sidelight Protection -Landings 66: moke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - Garage; Above Floor -Ducts -Meth. Protection droom Exiting G.Fl. & Bath Fixtures & Tub Access -Spa 69-'Xlep. Trim & Subpanel, Breaker Sizes & Labels airs & Rails 7 replace or Stove, Clearance -Hearth .,Elec. Outlets at Wood Panel, Int. & Ext. - /Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance lec. Outlets & Receptacles at Kit. Counter arage Fire Door; Swing -Landing -Closure C. Duct in Garage -Damper 7V'.' Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. iyf Garage; Above Floor -Meth. Protection Ib.; Elec. & Mech. Equip. Listed for Location Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. 96ard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 83. F owing Instld./Drive 0 Yes 0 No/Walks 0 Yes 0 No/Planters 0 Yes 0 No cco n -Finish 7- - O(o UN& S C. Unit Disconnect, Electrical -Plumbing Beye'nts Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings dr')Nater Well, Disconnect, Electrical, Plumbing xterior Elec. Trim, G.F.I. Receptacle -Underground W. lation Throughout House Pllp*s Protection orrections from Previous Inspections as Test -Meters Tagged, Gas -Electric Wa r & Sewer Connected -C/O to Grade -HD Approval ergy Compliance Certificate -Other Certificates 9/Address Posted 96. Fire Sprinkler Date / A Q and B-1 jZ ( Date Card B-1 Date r- Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: 1. NOTES a RESIDENTIAL `047-230-157__ .__ - — - - 04-1389— DIXON, KENNETH { 90 NICALOG RD, (HICO Cont: OWNER UANSFER 03-1474 M C) —l'c/7,V 1 II SPECIAL CONDITIONS II CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER c ,{ gENEw A L FEE P►� aJOB FINALED (Date) �0 Signature I/l = t BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.netldds LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class: License Number: Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a 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 State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that fie or she did not build or improve for the purpose of sale.). ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ I am/Exemptt� under Article 3 of the usine/s sand Professions Code Date: `11YlIZL Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of pedury 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 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Policy #: Ilk 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. Date: D Applicant: PERMIT NO. BP041359 Issued Date: 05/14/2004 APN: 047-230-157-000 Site Address: Map Index: Description: TRANSFER BP031474 TO OWNER Owner: DIXON KENNETH GORDON & RAYE LYNN 773 SKYLARK DRIVE CHICO, CA 95926 Applicant: DIXON KENNETH GORDON & RAYE LYNN 773 SKYLARK DRIVE CHICO, CA 95926 Contractor: License #: Architect: Engineer: Total Square Ft: 0 S. F. Valuation: $0.00 Census Code: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of ,�Oloo ZZ compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. !8►q.34- � s/l¢la9- CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte Cbunty Code and/or_ I hereby affirm that there is a construction lending agency for the Resolu ' n to do work ind' ated a e f which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) Name: By Date: V . ice' is / Address: I PERMIT EXPIRES ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health ✓3, Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize represen tives of utte County to enter upon the above mentioned property for inspection purpos Print Name: e �� l yU h Signature: Date: V_mo l; / fQ.Qwner 13 Contractor ❑ Agent for Owner ❑ Agent for Contractor ,/ = OK 0 = Not OK = Not Applicable MOBILE HOMES = Not Ready 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"tt./ PLPG 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 12. Permanent Foundation Only; License Decal Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 F _ ✓ = OK 0 = Not OK - = Not Applicable =Not Ready RESIDENTIAL (; Date Sills Proper Materials & Anchors Underfloor (Plans) OK except #'s Walls Studs -Nailing Spacing & Braces -Plates -Sound 1. Zoning -Setbacks -Easements -Flood -Slope 43. 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ P' Ftg. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 4. Ftg., Porches & Decks; Soils -Steel-/ P' Ftg. Depth Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 5. Stemwalls, Main; Steel- Blockouts-Wrapped Garage Fire Protection Framing 6. Stemwalls, Garage; Sfeel- Blockouts-Wrapped Property Line Firewall & Openings 6a. Hold Downs and Special Anchors Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 7. Slab, Steel -Wrapped Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 8. Piers -Fireplace Ftg.-Steel Plywood on Roof Overhang -Attic Vents -Ratter Outriggers 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Siding -Nailing Veneer 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 11. Water Pipe; Test -Anchors -Regulator -Service Test Glazing Area -Glass Protection -Skylights -Plastic 12. Electric Underground Shear Walls; Nailing -Bolts 13. Plenums & Ducts; Clearance -Material -Support -Ins. Brace Interior/Exterior Wall Panels 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Insulation -Walls -Ceilings 15. Access & Ventilation Infiltration -wails -windows 16. Insulation Date Date Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Ext. Steps -Door & Sidelight Protection -Landings 17. Water Htr.; Vent -Access -Combustion Air Baffle Smoke Detector 18. Water Pipe; Test & Anchor -Nail Protection Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection Bedroom Exiting 20. Shower Pan; Test, First Floor -Tub Access G.F.I. & Bath Fixtures & Tub Access -Spa 21. Test Tub & Shower, Second Floor -Tub Access Elec. Trim & Subpanel, Breaker Sizes & Labels 22. Gas Pipe; Sixe & Anchors Stairs & Rails 70. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Elec. Outlets & Receptacles at Kit. Counter 23. Fixture & Transformer Clearance -Ins. Protection Garage Fire Door; Swing -Landing -Closure 24. Elec. Receptacles Spacing -Lights & Switches at Doors A.C. Duct in Garage -Damper 25. Size Boxes & No. of Conductors Stapled Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 26. Romex Installed Close to Edge of Studs & C.J. Plb., Elec. & Mech. Equip. Listed for Location 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Elec. Receptacles in Garage (F.F.I.)-Romex Protection 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI Insulation -Foam -Looked in Attic 29. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or At Guard Rails & Deck Construction -Post Caps 30. Range Circle / / ga Cu or Al -Oven Circ. / / ga Cu or At Insulated Neutral I] Yes ❑ No Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 31. Service -Riser Conductors & Ground Main Disconnect Clearance Looked under Floor O Yes 32. Equip. Clearances Panels-Motors-Mech. Equip. Following Instld./Drive J Yes J No/Walks J Yes J No/Planters J Yes J No 33. Clothes Closet Light -Shower Light -Spa Light Stucco Brown -Finish 34. Smoke Detector A.C. Unit Disconnect, Electrical -Plumbing 85. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s Ventilation Throughout House 35. A.C. Ducts Insulation & Support Glass Protection 36. Vent Fan, Exhaust above insulation Corrections from Previous Inspections 37. Condensate Drain & Overflow, Size & Grade Gas Test -Meters Tagged, Gas -Electric 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet Water & Sewer Connected -C/O to Grade -HD Approval 39. Attic Access & Platform it Furnace in Attic Energy Compliance Certificate -Other Certificates 94. Address Posted Date Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 40. Sills Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles jingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-Rolf Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Ratter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -wails -windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes 82. Following Instld./Drive J Yes J No/Walks J Yes J No/Planters J Yes J No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted 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: BALANCE OF FEES SHEET DATE: -05 PERMIT #: . M- n-er� ASSESSOR PARCEL #: O OWNER'S NAME: ► FEES (Amount and Purpose): BALANCE OF FEES: $ ADDITIONAL FEES: $ REVISED PLAN CHECK: $ SHERIFF FEE (commercial only): $ SRA: $ COPY FEES ($1 or more) $ DRAINAGE $ BASIN BC RESIDENTIAL IMPACT County Wide Chico Urban — El Medio North Chico Specific — $ WATER TENDER FEES $ BATTALION # FEMA $ SMIP OTHER $ RECEIPT NUMBER(S) 35 30 /2-A /05 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 FAX#: (530)538-2140 WEBSITE: www.buttecounty.net\dds PERMIT NO. BP041389 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 05/14/2004 APN• 047-230-157-000 the Business and Professions Code, and my license is in full force and effect. License Class: License Number: Site Address' Date: Contractor: Map Index: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Description: TRANSFER BP031474 TO OWNER Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior Owner: DIXON KENNETH GORDON & RAYE LYNN 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 State License Law (Chapter 9 commencing with Section 773 SKYLARK DRIVE 7000) of Division 3 of the Business and Professions Code) or that he or CHICO, CA she is exempt therefrom and the basis for the alleged exemption. Any 95926 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).): Al I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does Applicant' DIXON KENNETH GORDON & RAYE LYNN such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one 773 SKYLARK DRIVE year of completion, the owner -builder will have the burden of CHICO, CA proving that he or she did not build or improve for the purpose of sale.). 95926 ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). Contractor: ❑ I am Exempt under Article 3 of the Usinesand PCroo esssiions sCCode f' Date: Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of pedury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for License #: workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of Architect: the work for which this permit is issued. My workers' compensation Engineer: g insurance carrier and policy number are: Carrier: ' Total Square Ft: 0 S. F. Policy #: Qk I certify that in the performance of the work for which this permit is Valuation: $0.00 issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, Census Code'' and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: D Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one (c o `f hundred thousand dollars ($100,000), in addition to the cost of 4'O(o�ZZ S//�/�¢ compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is hereby issued under the applicable provisions of the Butte County Code anrvor I hereby affirm that there is a construction lending agency for the Reso�ndorZid fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) 7edaVewhich BY Date: !� Name: PERMIT EXPIRES ON: S Address: ate ❑ I hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official form or document of Butte County. I hereby authorize represen lives ofutte1/County to enter upon the above mentioned property for inspection purpos n� Print Name: e(/l XUh Signature: 6 Date: U $Qwner 13 Contractor ❑ Agent for Owner 0 Agent for Contractor ,e / 6 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION i7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 (Rev. G�s-10C47F1 APPLICATION AND PERMIT IlESSORP C NUMBER 3 04'� X30-15 PORT. ( ZONING FR -40 BUILDING PERMIT OWNER KEN DIXON / a(D n Sec( tA)K TE b �{ SO. FT. OCC. BUILDING VALUATION 3868 R 208,872.00 .OWNERS 'S MAI 1113 U 20 034.00 CONTRACTOR'S NAME646 GLENN BRUNO 8 -1125 C 8 398.00 161 0 1,127.00 CONTRACTORS MAILING ADDRESS 131 MAIN ST CHICO 95928 CONSTRUCTION LENDER LENDER'S MAILING ADDRESS Fireplace 1 2 3 000.00 Total Valuation $ 2 ARCHfTE� UNO LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 1136.50 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 739-7.3 BUILDING ADDRESSQ Q123.00 Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 11 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: NSF WATT GARAGE 4 BEDROOM Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 15.00 Mobile Home I S I G I W 920.00 PERMIT FEE $ 199. 0 ELECTRICAL PERMIT Fling Fee 20.00 600VOR LE Main Service .0. 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 �rfull force and effect. I License Class /✓ Lic. No. 9.2300-2 OWNER -BUILDER DECLARATION 1 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. ❑ 1, 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 ,conA 46.00 46.00 NEW CONST. DWELLING OCCUP. OR ADONS. ( 6 ADD• gLpS. so.174.3 3.50, NOµg61D. MULTI.OUTLETBRAINICH CIRCUITS @7,50 POWER APPARATUS & SINGLE OUTLET CIR. DR Ex. Occup. OUTLET OR FIXTURES .00 SAL@' .s50 Ex. Occup. DUTIFIS R61D °EA. 5.00 Temporary Service 23.00 23. 00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE $ 263.34 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier MECHANICAL PERMIT Filing Fee 20.00 Heating 3 120.00 60.00 Cooling 3 25.00 75.0 Hood 1 6.50 6,50 Ventilation ZL 4.50 18.00 PERMIT FEE S Policy Number (The above sections need not be completed 6 the permit is for work of a valuation of one hundred dollars ($100) or less.) �. 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 f I should become subject to the workers' Com nsation rovisions of section 3700 of the Labor Code, I shall forthwith c y wfth se provisions. �r X Date 23, Signat of Applican - ❑ Owner a Contractor ❑ Agent5114110 A A permit is required for excavations over 60" deep and de lition or construction of structures over 3 stories in h 'ght. 7 ofp� p1Z Mobile Home Installation Fee $ Energy Inspection Fee $ 46.00 Occ CONST. TYPE TOTAL FEE $ 2606.07 HA2. D. FE IMP O D CDF PARCFy PD D UE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees Pave �. PERMIT EXPIRES the applicable provisions Resolutions to do work been paid. Dj�tte V Def Receipt No. i 3Q7, 174 3¢ WHITE-D.D.S.-B. D. CANAR -ASSESSOR PIN NSPECTOR GOLDENROD -APPLICANT O.B.-1 OWNER -BUILDER VERIE'ICATION Attention Property Owner: An "owner-buildee' 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. tel. I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES M. NO 0 *2. I HAVEA HAVE NOT ❑ signed an application for a building permit for the proposed work. . I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: PHONE: CITY: CONTRACTOR'S LICENSE NO. 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: may. PHONE: CONTRACTOR'S LICENSE NO. S I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTYOWNER: DATE:_ 5- /',o V NOTE: This Owner -Builder Verification is required by Section 19831 and 19532 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit o.B.- I OWNER BUILDER EVORMAT'ION 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 pew 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 pemut is his or her name. Contractors are required by law to be licensed and bonded by the State of Califoruia: d to have a business apply. license from the city or courtly. They are also required by law to put their license number on all permits for which they If you plan to do your own work, with the exception of various Hades that you plan to subcontract; you should, be aware of the following information for your benefit and protection: 0 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. 0 If you are an employer, You must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costa, 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 infonaabon about your obligations under Federal Law, contract the Internal Revenue Service (and, if yon wish, the U.S. Small Business Administration). For more specific information about your obligations under ; State Law, contact the Depaalment of Benefit Payments and the Division of Industrial Accidents. If the sfructUre is intended for sale, property owners who are not licensed contractors are allowed to perform the 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 mainrial personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Iafarniation about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 102014 Street, Sacrament, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this four so that we can confirm that you are aware of these maters. The building permit will not be issued until the verification is returned. aC. Vi iia, C.B.O. Building Inspection NOTE.• T" Owner-Builderinfomu Won is required by Section 14830 ofthe California Health acrd Safety Code ®VER -� 'Sa'MF- " �i�..-..,, s. .�.j�:i'R'a...<� ..iii -'C.•. ,Tr ';rs/'�. .- ry ..7,i y. COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET S - 16 7 OWNER: i) t�{'1 �( e 1, n ASSESSOR PARCEL NUMBER I 'Proposed Building Use: 1 �J �S •t'/^ Counter Technician: Date: Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1.. Plot plans, 3 or 4 sets, signedty the preparer of the plans. i 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. S 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. ❑ 7. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................................... ❑ 10. Letter of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form............................................................................... _ 3. Other )� D Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) r4Fees as shown on the.attached Schedule of Fees Due Sheet ....................................... . 5. Statement of Intent for Non -heated and A/C Buildings .................................. Sanitation and plot plan approval from the Environmental Health D art ent in 7. City of Chico Plumbing permit ................ .........."."".......... . ................ California Department of Forestry plan approval Cl paid. Sent. by./ ...................... "l 19. Pl ing approval for (A) Use: �(B)Parking: (C) Parcel Check: — • —m 2j ❑ 2 ontact Land Development about ❑ Improvements, ❑ Drainage ............................... 1. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). P( I A ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... V2 . Letter of Signature authorization.................................................................... 7. Recorded copy of Agricultural Acknowledgment Statement .................................... 5. 14.0 4—' 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: , When issued Telephone _ ( *- and hold for pickup. I have been informedof h abovVitems and requirements for obtaining a building permit. Applicant:,( �?.d Date: _ S—_ 03 1. Index •ri`t application for Owabo s numbered: 2. Additional items required (W) (W Contractor, designer, owner, w vi cf the above data by ❑ phone, ❑ mail, ❑ counter, by Contractor, designer, owner a ad visE f the above data by El phone, El mail, ❑ counter, by _ Plans reviewed by: te: Plans approved by: Structural reviewed by: Date: Structural approved by: Note transfer by: Date: Yellow: Building, Division Plan Check Letter Date: _Date: Date:_ Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 L11 SCHEDULE OF FEES DUE .911`7 — r /5 r7 OWNER PROPOSED BUILDING USE 1. BUILDING PERMIT FEES Balance Due ....................... $ Additional Fees Due ................. $ a 3 CS'D u (3? 7 Additional Fees Due ................. $ .� • cJ 'T Revised Plan Checking Fee .. ...$ 2. SCHOOL DISTRICT FEES � h it ) (paid at District Office) (Available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Residential ...................... $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 ��Qr k Ke)C (paid at District Office) (Available after Plan Check) 6. THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7IRE INSPECTION AND PLAN CHECK $89.0 paid at Building Division) a 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.# 9~%-2.1"/2 DATE S A 1_03 RECEIPT # DATE REC. 15,I¢, o- -14-64'- P I4-64' - 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 planchecking press. APPLICANT DATE c�5_— Z f '- d, Pursuant t ernment Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been impose 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) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUI DING DIVISIC10/6 t, 7 County Center Drive - Oroville, California 95965 - Telephone (53 ) 538-7541 � ffr�P L _ , s PN p�PPLICATIONANDPERMIT DRPApCE1MCM►Mevr _ t ill BUILDING PERMIT TELEPHONESo. FA r!. VELU,SS FT. OCC. BUILDING VALUATION pACTOR•S TELEPHONE s ,, TRU=NIENDEA Fireplace O ill LENDERS WWNG ADDRESS Total Valuation S ARc,,,rEcr oR �(Jn� ucENSE ND Filing Fee S 20.00 Permit Fee ARCHRECT OR ENOWURS UkUNG ADDRESS Plan Chackina Fee S euLDwcA°DREss Energy Pian Checking Fee 5 • PERMIT FEE S Cfl Lor ND. suaDnrsioxsNA11EJ. �, PARCEL IAAP PLUMBING PERMIT Firing Fee 20.00 g Each Trap - - --'- 7:00 - USEOFSTRUCTURE SF SI/Duplex ❑ Mobilehome ❑ Other sF Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 -" TYPE OF WORK New I1 -Addition 13Remodel 13Wdies 13Installation 13Other 13 Describe Work- Gas piping system' 1 - 5 outlets is. 0 o Building sewer 15.00 Moble Home I S G W @20.00 PERMIT FEE s uo ELECTRICAL PERMIT Firing Fee 1 20.00 Main Service p OR LEN 23.OD ®�� C F L 33 CRNON•RESID. ' t^� J TerumnaMise. ' Saver f T ° AW4WAe� ' - �� t ��� • t 1 Main Service 20" To IOWA ( 45.00 l. NEW T: DiE� SD 3.seFT./743 MW GONSI. MULTFDUn.ET @7.SO POWF7i ,PP/1RATrMS a samE ovnt� eIR oUTI ET OR FWFUREES p �.� Ex. Occu eat % ® Ex. Occup. Tmn Amy E D.° S.OD Temporary Service 23.00 � Moble Home Facilities 20.O0 Wiring #23.OD PERMIT FEE MECHANICAL PERMIT Firing Fee 20.00 J Heating 2660.Cooling .75. Hood III s.sD I 5v Ventilation PERMIT FEt S �aSC Moble Home Installation Fee $ Energy Inspection Fee S Dec CONST. TYPE TO AL FEE -Z. D. FEES D V I%fF q. CEL ND � ss JE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. By Date PERMIT EXPIRES ON Palo) y BUTTS COUNTY PARRS DEVEMPMSNT FSE CERTIFICATION FORM CHICO AREA RECREATION AND PARR)) DISTRICT Assessor Parcel Number(s) d �' CA U • 1 Property Owner. Project Location/Address (�� Cid Subdivision Number(s) Residential Development: (check one) 1 New Development _Alteration/Addition Mobilehome(s) _Non -Residential to Residential Total Number of Dwelling Units ����"�✓ --� Comment: 64 Building Depakt,ent Representative Date Chico Area Recreation and Park District(CARD) certifies that 4ti lyoA 3W- 71�f�(i (Applicant Name) (Phone Number) 3 (Street Addless) (City) (State) (Zip Code) has complied with the requirements of*Butte Co. Resolution No. 90-140�j by payment for / dwelling units @'$1,189 for total payment of $ CARD Representati e Date d PAID BY CHECK NO: REMARKS: BANK NO. n -3 re VI,;Z// PAID BY CASH RECEIPT NO. Distribution: White --Applicant Pink --CARD park.fee (form revised 11/90) f 189.00 Ycllow--Butte Co. Building Dept. Goldenrod --City of Chico Building Dept. 1. BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District , Y\nC. V -D 1 ) Building Department No. A.P. Number aL�1 Property Owner i Jurisdiction: = City IXJ County Property LocatiordAddress V U ! I— J 1.,.! Subdivision Lot No. .............................................................. :....................................... � � Residential Development Q Q Q € Sq. Footage No o Living Mobile Home Addition) 'Supplemental to (Group R) Units Installation Conversion Permit # :............................................................................................... *(No foundation Inspection)_... , Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial Q Q Sq. Footage New Addition (Including Exterior PA Roofed Areas) 'P� a. 't�?. Ux/ Building Department Representative Date District Identification No. (:�� \��S School District certifies that (Street Address) (Phone Number) C ��� 'A g"->C'\`V3 (City) (State) (Zip Code) has complied with the requirements of Resolution No. ��y - by payment of $ f representing tilc,� square feet. 2926 $ FULL MmIGATION $ st:i— School District Representative— Date Paid by Check # �]�� Remarks: Notice: You may protest the Imposition of the fees Idsrdlfted above by submitting a written protest to the District. In compliance with Govwnnmit Code Section 66020(a), within 90 days from the dab fees are paid. Failure to submit a timely wriltan protest will prohibit you from challenglrrg the Imposition of the fess In any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certif catlon Form, tit School District Is roNed by the applicable Local Planning Agency that this project Isbeing reviewed undw the Califomla Environmental QualNy Act (CEQAh this project may be subject to additional school hes to fully mitigate.Its Impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district) feeform.xds (10/03)dmm Feb 12 04 09:32a ARCHITECT/BUILDER February 11, 2004 Butte County Building Dept. Chico, California To Whom It May Concern: I am requesting that my name be taken off as the contractor of record for the Ken Dixon job in Chico. My job as architect has been completed and I will no longer be working on this project in any capacity. Respectfully, Glenn Bruno Architect/Builder 131 Main Street/Chico, CA 959281530 895-1125 AND -WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 24010+-0028f'1�3 Recorded 1 REC FEE Official Records I COPIES 3.00 County Of BUTFE i CANDACE J. GRUBBS i Recorder I ROSEMARY DICKSON I Assistant I Lisa 02:46PM 14 -May -2004 i Page I of 3 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes,. and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date �//I q to V State of Calif nia County of &6771s PROPERTY OWNERS: 21-'W before me, personally appeared444dek11 -yo& v' , L Gunn Pi X 01 pef9mally knGwn4o-me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s)Ware subscribed to the within instrument and acknowledged to me that Ae/s#e/they executed the same in llis/hgc/their authorized capacity(ies), and that by his/Ivltheir signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instru nt. WITNESS my hand an d, official se I. ,,, (� BLAi L. HERMAN / FabCOMM. 1392957 Signature z: Seal: NOTARY PURIC•CALIFORNIA w COUNTY OF BUTT Comm. Expires Feb.7, 007 A.P. # q 7 _ ��(i IS- 7 1777-VUSUS�Sy.1'lr' (1696x2200x2 tiff) [2) March 22, 1999 EXHIBIT "A" DESCRIPTION All that certain real property situate in the County of Butte, State of California, described as follows: Being a portion of Section 13, Township 23 North, Range 1 East, Mount Diablo Meridian, and more particularly described as follows: The Southwest quarter of the Southeast quarter of said Section 13. TOGETHER WITH the East 71.51 feet of the South half of the Southwest quarter of said Section 13. TOGETHER WITH a non-exclusive easement for ingress and egress and for public utilities over Section 13, Township 23 North, Range 1 East, Mount Diablo Meridian, and more particularly described as follows: A strip of land 60.00 feet in width lying 30.00 feet on each side Of the following described centerline: BEGINNING at the Northwest corner of the Southwest quarter of the Southeast quarter of said Section 13; thence North 88°41154" East, 35.64 feet to the TRUE POINT OF BEGINNING of said centerline; thence North 1050145" East, 329.46 feet; thence North 32008100" East, 314.79 feet; thence North 56011100,1 East, 267.29 feet; thence North 44027120" East, 132.34 feet; thence South 69028140" East, 213.67 feet; thence North 27016'08" East, 48.15 feet; thence NORTH 39055134" West, 526.78 FEET; thence South 72053128" East, 543.10 Feet; thence North 58023156" East, 75.54 feet; thence North 0057134" West, 36.35 feet to the Southerly Right of Way line of Cohasset Road and the terminus of the centerline being described. RESERVING THEREFROM a non-exclusive easement for ingress and egress and for public utilities over Section 13, Township 23 North, Range 1 East, Mount Diablo Meridian, and more particularly described as follows: A strip of land 60.00 feet in width lying 30.00 feet on each side of the following described centerline: BEGINNING on the south line of Section 13, being South 88053135" West, 251.83 feet from the South quarter corner of said Section 13; thence North 33041'44" West, 10.81 feet; thence North 62038150" East 472.36 feet; thence North 9014151" East, 135.09 feet; thence North 17030126" West, 192.17 feet; thence North 00056131" East, 305.57 feet; thence North 40006130" West, 168.58 feet; thence North 01050145" East, 289.53 feet to the North line of the Southwest quarter of the Southeast quarter of Section 13, said point being North 88041154" East, 35.64 feet from the Northwest corner of said Southwest quarter of the Southeast quarter of Section 13 and the terminus of the centerline being described. 7332Wtti.D-2 Page 2 1yyy-UU3U589.TIF (1696x2200x2 tiff) (3] March 22, 1999 ALSO RESERVING THEREFROM a non-exclusive easement for .ingress and egress and for public utilities over section 13, Township 23 North, Range 1 East, Mount Diablo Meridian, and more particularly described as follows: The North 100.00 feet of the West 65.64 feet of the Southwest quarter of the Southeast quarter.of said Section 13 and the North 100 feet of the East 71.51 feet of the Southeast quarter of the Southwest quarter of said Section 13. Said easement is for the benefit of and appurtenant to the remaining land as shown as the Southwest quarter of Section 13 and the Northeast quarter of the Northwest quarter and the Northeast quarter os Section 24, Township 23 North, Range 1 East, Mount Diablo Meridian. The purpose of this deed is to effect a Waiver of Parcel Map as approved by the Butte County Development Review Committee on September 10, 1998. 1AND Z No. 4010 cn�� �Q' '%O OF C C A�91-�F Robert G. Agee, Jr. L.S. 4010 Registration Expires 6/30/00 7332Lotti.D-1 ,P -A 11 , . lo� A4 tq� m PLAN REVISION Please complete the following information in order to process your submittal. If this form is not complete, corse and legible. it may cause a delay in processing. Owners N' ame: Received By: Bate: 0 A.P. U 1 �� Permit �• U I Time• ContactPhoneNumber. Purpose of submittal: O Permit Application Data Item D Requested by Building Inspector or CorrectionNotice - lnspectoes Name: E3 Requested By P Ian's Examiner - Examiner's Name: l7 Other ' If you are revising a plan which has already been issued, submit two(2) drawings reflecting the revisions for pla review. If engineering is involved in this revision, the engineer must put his requirements on these drawings an stamp and siga.the drawings. Include two. (2) sets of wet signed engineering. Revised drawings must clearly. sig When Approved, Process as Follows: 13 Mail to Owner at this address: 17 Mail to Contractor at this address: D Call.. and hold for pickup at tine' 13 Chico Office (3 OrovWe Office 0 Deliver with next inspection. Revised Plan Check Fee: Receipt,': 0 Additional Fees Not RequiM Additional feesay be due based upon complexi and t e involved to process this submittal Additional Fees: Receipt #: C6 ` SITE PLAN REVIEW APPLICATION Date: `�'��-� �(J� AP# 07�� • Permit Number (if applicable) �`�—� y -7 APPLICANTINFORMATION Parcel Size: - 2, Owners Name: JY k) Q k Owners Address: Telephone No.: Situs Address: ,() j n: 0 Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer • ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ® Septic ❑ Agricultural Exempt Building ❑ Other: ❑ Commercial Remodel Industrial Remodel Well Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SER VICES INFORMATION (For Staff Use) ❑ Approved Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By Date 5 _ Page 1 of 5 ALL ITEMS'CHECKED APPLY TO THE'PROPERTY Parcel Is In: ❑ Snow Load Area: • ❑ Land Conservation Act Minimum Acreage: ❑ , Verify residence can! be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards)- ❑ Watershed Protection Overlay Zone (See attached standards "and requirements) ❑ Expansive Soils (Test for expansive soils and if verifiedIproper foundation design required) ® SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: • Flood Panel No.: D J 3w . 'Index.Date: El Sacramento River Reclamation District (Approval must be obtained from the CalifomiaReclamation 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) 4 Use Requires: r ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit; ❑ Minor Variance ❑ Variance- -------------------- -------- -------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: F R — L4 0 Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approvalmeecled for encroachments into -SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways , Fire Prevention ' Subdivision Map Front © G �— Side ?-50 Side Street r , Rear Height Waterway N/A N/A N/A. ❑ Setbacks drawn on site Plan. ❑ CDF approvalmeecled for encroachments into -SRA setbacks. Page 2 of 5 • Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Impact ❑ Other ------------------------------------------------------------------ Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By • 0 Deeds: Date of Creation:-7—,Zp_ g _ Legal Access Provided: ❑ No ® Yes Deed of Reference: 9C> Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintai ned Road: EJ No 0 Yes, Road Name: C -121H A steer rz. D, Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ® Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements --------------------------------------------------------------=---------=- Page 3 of 5 Development policies for the Cohasset Area ; Building Constraints . Development shall be encouraged in areas where slope is 15% or less. ,7 1. SETBACKS: All buildings shall not be located closer than thirty (30) -feet from the parcel line. 2. SPACING: ut All buildings located on a single parcel shall not'be closer than sixty (60), feet to another building. (The responsible fire agency may accept a.lowfire hazard ldndscaping`as an. alternative to the requirement of sixty(60) foot spacing between buildings.. In no event will the spacing between buildings be less:than'thtrty(k),Jeet:•) i All dead brush, construction debris created by building or, road construction shall be removed or disposed of prior to the final inspection and approval by the+Building •. Division. 3. ROOFING MATERIALS: ' Used in high fire hazard areas'must meet Uniform Building Code Standard 32.7 Class B. Used in extreme fire hazard areas must meet Uniform Building Standard 32.7 Class A. -" Building roofing materials should be fire resistant. Untreated 'shake or wood shingles shall not be allowed. Tile roofs shall be fire stopped with concrete or equivalent' resistive material to prevent entry of flame or embers. z.. Spaces between rafters, the wall plate line and the underside, 6f 'tle roof. sheeting shall be filled with solid blocking. Y'. ,7 1. SETBACKS: All buildings shall not be located closer than thirty (30) -feet from the parcel line. 2. SPACING: ut All buildings located on a single parcel shall not'be closer than sixty (60), feet to another building. (The responsible fire agency may accept a.lowfire hazard ldndscaping`as an. alternative to the requirement of sixty(60) foot spacing between buildings.. In no event will the spacing between buildings be less:than'thtrty(k),Jeet:•) i All dead brush, construction debris created by building or, road construction shall be removed or disposed of prior to the final inspection and approval by the+Building •. Division. 3. ROOFING MATERIALS: ' Used in high fire hazard areas'must meet Uniform Building Code Standard 32.7 Class B. Used in extreme fire hazard areas must meet Uniform Building Standard 32.7 Class A. -" Building roofing materials should be fire resistant. Untreated 'shake or wood shingles shall not be allowed. Tile roofs shall be fire stopped with concrete or equivalent' resistive material to prevent entry of flame or embers. z.. Spaces between rafters, the wall plate line and the underside, 6f 'tle roof. sheeting shall be filled with solid blocking. 0, -i -)-23D- ) J 157 EXHIBIT "B" CONDITIONS January 5, 1999 1. "Structures, dumping, fill material, vegetation removal and/or excavation shall not be allowed on slopes greater than 30o unless an Erosion Control Plan prepared by a registered civil engineer or other qualified professional is submitted to and approved by the Department of Public Works." 2. "A plan of the existing on-site mature oak trees, located in any area proposed for buildings and vehicular access, shall be provided to and approved by the Planning Division prior to the issuance of building permits and/or prior to grading or vegetation removal. The applicant shall minimize the removal of mature trees, where possible. A mature tree shall be defined as a tree with a trunk measuring 4 inches in diameter, 4 feet from ground level. Mature trees removed shall be replaced at a 3 -to -1 ratio, utilizing existing oak tree stock:" 3. "Fencing for areas other than residential areas shall be limited to a maximum of 5 wire strands. The low strand shall be at least 16" above the ground and the upper strand shall be no higher than 48" above the ground." 4. "At the time of building permit application, if a Deer Heard Impact fee (s) is currently in effect, it shall be paid prior to the issuance of the building permit." 5. "The building setback from the side property lines shall be not less than 30 feet." 6. "Fire suppression sprinkler systems shall be installed in all new residential structures in accordance with the National Fire Protection Association Standard for the 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 Fire Department specifications, serves the parcels." 7. "During construction, should any archaeological artifacts be discovered, the Planning Division shall be notified immediately, and all work shall cease until a qualified archaeologist has examined the artifacts and the site and submitted his or her findings to the Planning Division, and recommended clearance to continue has been received. No development shall occur outside the area covered by the archaeological survey, dated July 10, 1998, and on file with the Butte County Planning Division, unless an archaeological survey is conducted on the unsurveyed area by a qualified archaeologist and submitted his or her findings to the Planning Division." 1332LOtti.D-1 44 Page 2 January 5, 1999 8. "A 50 foot building setback from the centerline of access road and a 55 foot building setback from the Centerline of Cohasset Road is required." 9. "Septic tank systems must be installed in areas that meet Health Department requirements." 10. "Construction, installation or development of structures or facilities on the parcels/lots shall comply with the :latest California Fire Safe Regulations, (Public Resources Code 4290) , and all other applicable State and County codes, ordinances and regulations in effect at the time of application for improvement permits." 11. "Building identification and/or addresses shall be installed in conformance with Public Resources Code 4290 and shall be posted at the beginning of building construction and maintained continuously thereafter." 12. "Development of these parcels may require payment into the Water Tender Fund." N LAND sem. No. 4010 ' .� 3, Robert G. Agee, drr. L.S. 4010 Registration Expires 6/30/00 7332IOtti.D-1 :August 07,},2003 County of Butte- F{RST CHFCK Jurisdiction-AppL N LP2A J6& No.' 03015-034 Glenn Bruno- 131 Main Street . "Chico; GA 0,5a2-8-.­ Re: ' Plan'Revlew: Diii Dixon SFD. County of Butte - Fiist Check., Nicolag Road LP2A Job No.. 2030015-034 August 07, 2003 Page 2 Re: Occupancy Group(s): R�311.1-1 Type of Construction: V -N ' Stories: TWO, Building Area (sq. ft.): 386811113 Automatic Sprinkler: Not specified, A. Provide the following general information on the cover sheet of the plans: a. Building Occupancy Groups:. b. Type of Construction: C. Stories: d. Building Area: e. Automatic Sprinklers,.. B. The following plan review documents are based on the County of'' Butte- Building Regulations. For your convenience, the following comments are referred to the 2001 California Building Code unless otherwise noted. C. Please respond in writing to each comment by marking. theattached_ comment list or creating a response letter. Indicate which detail, specification, or calculation shows the requested- information. Your complete and clear responses will expedita-the.re:check_and hopefully, approval of this project. Thank you for your assistance. O: For clarity, specify on cover sheet that the 2001 CBC, CIVIC, CPC,.-CE.CT.asamended_bX State of California and local jurisdiction are applicable to this project. E: Please- be. sure to- include.. on the resubmittat. the .architect's/.engineer's- 'Wet.* stamp, signature, registration number and expiration date on all sheets of plans [all sheets of plans depicting. structural. designed elements] . and- cover sheets. of specifications -..and calculations. UBC 106.3.2 ' F: - NOTE: The following-.code.comments reflect axeview of.building.plans..only..lf.site--related comments are applicable to this project, they will be generated by others (e.g, City-' Engineering, P.ublic.Works,r.Health..etc )_. G. Provide confirmation the shown private sewage disposal system (i.e., septic/leach field system) has been approved by.the_appropriate_Health Authority. ARCHITECTURAL COMMENTS: Al.— Specify 5/8' Type -"x" gypsum..board-on. ceilings and supporting members .(e.g.,.beams.)-at garage. Sheet A-3, CBC Sections 302.2 and 302.4 Ex. 3 A2, Specify -1-3/8 inch minimum...sohd core or 20 -minute rated door -with self -closure.. -at separation wall between garage and residence. CBC Section 302.4 Ex.3 A3. Specify -doors and panels -of -shower. and- bathtub -enclosures shall be fully- tempered,, laminated safety glass or approved plastic. CBC Section 2406.3. Dixon sFb County of Butte - First Check Nicolag Road LP2A Job No.: 2030015.034 August 07,: 2003 Page 3 A4: Amend the plans to specify glazing in showers.or bathtub..adjacent-wall. openings_within.60 inches above a standing surface and drain inlet shall be fully tempered, laminated safety' glass or approved plastic. -CBC Sections .2406.4., A5. Amend the plans to specify at each location safety (i.e. tempered) glazing at hazardous locations --such as -windows: (1) -adjacent to -and within 24 -inches -of either edge of thefront door; (2) in doors; (3) windows greater than 9 sf and closer than 18" to the door. CBC 2406.4 A6. Amend plans for shower and tubishower walls to specify a smooth, hard, nonabsorbent surface_ (e_g_.. ceramic. tile. or. fiberglass). over-. a. moisture. resistant.underlayment (e._g,_vwr. , gyp) to a height of 70 inches above the drain inlet. CBC Section 807.1.3 A7-:- Provide-- guardrail construction - details -capable--of resisting --- a -20PL- F horizontal- load. perpendicular to the top rail (show member sizes, connections, etc.). CBC Section 509 and Table -16-11- A8. Amend the plans to specify that the fireplace is pre -manufacture and that it is required to be listed and - shall.- be - installed.. in- accordance.. with their .listing- and manufactures installation instructions. CBC Section 3102.2.1 MECHANICAL,_ PLUMBING AND-ELECTRICALCOMMEXTS..... . MPI. Specify size of water closets to be maximum 1.6 gallons per flush. CPC 4.2.3 MP2. -Amend plans . to. specify . shower. and-.tub._showec.. combinations ..shall. -be- .provided_ .witli individual control valves of the pressure balance or the thermostatic mixing valve type. CPC.420.0 MP3. Specify minimum capacity of water heater equivalent to not less than the first hour rating as listed.on CPC table 54, CPC 501. - MP4 Specify pressure absorbing devices o_ r approved mechanical devices, located as close a possible to_ quick. acting. -valves _ that wX absort�_ high pressures. resuliirig.: m the quick -- closing of quick -acting valves. CPC 609.10. MPS.. Amend -the. plans_to_specify that.two-small.applianoe-branch .circuits -are required-far_that kitchen and are limited to supplying wall and counter space outlets for the kitchen, pantry, breakfast -room, dining room, or -similar areas Note: -These -circuits -cannot serve -outside, plugs, range hood, disposals, dishwashers or microwaves - only the required' countertop/waU.outlets. including the. refrigerator... CE.C_Articles.,21.0-11 ( c)(1) & 21.0-52 (bJ. MP6_.- Amend the -.plans to -specify a-dedicated_.2Gmamp- branch.. shall.. be. -provided -to -supply. -the, laundry receptacle outlet. CEC Articles 210-11 ( c)(2) & 210-52(f). MP7. Amend the plans to specify a dedicated 20 -amp circuit is required to serve the required bathroom outlets. This --circuit.. cannot- supply any._other_.receptacles.- lights, fans; --etc. (Exception -where the circuit supplies a single bathroom, outlets for other equipment within the- same- bathroom- shall. be-permitted.to-be. supplied:).CEC-Articles-21-0-1-1 (c)(3)_21045?. . Dixon SF County of Butte - Hirst Check Nicoleg Road LP2A Job No.: 2030015-034 August 07, 2003 Page 4 MP8. Amend the plans to specify that an arc -fault circuit interrupter shall protect all receptacles . in the bedrooms. CEC Article 210-12 (b). MP9. Specify light fixtures in tub or shower enclosures with label "suitable for damp locations." CEC Article 41-0-4(.c) T-24 ENERGY COMPLIANCE COMMENTS: T1. Permanently affix fully completed and signed forms CF -1 R and MF -1 R energy compliance forms to the plans. STRUCTURAL COMMENTS: 31. Submit a letter from the engineer -of -record (Frank M Glazewski) which indicated that the truss layouts and design calculations by the truss manufacturer (Longfellow Lumber Co. Inc.) for roof trusses have been reviewed and confirmed to be compatible with building geometry and design load conditions. This should include load, span conditions and combined vertical and collector loads, which occur at several locations. UBC106.3.4.1. S2. Holddown mark G is referred to detail 17 /sheet S-7 do not leave detail 17. S3. Provide calculations to check studs in tall walls at great room for the following combined bending and axial load conditions, (1) (dead + live) floor + (dead) roof + wind load; and (2) dead + wind load (if supporting roof only). UBC 2308. 2326.11. 1, Table 23-1-R-3 S4. Provide correction for upper shear wall line 6 to match calculated description. Sheet S-6. S5. ' Check p, the Reliability/Redundancy Factor per UBC 1630, S6. Provide calculation to find out the total force distributed over the height of the building in conformance with formula 30-13, 30-14 30-15. CBC 1630.5- S7. Plans .indicate that beams FB -5, FB -7, FS -8, FB -13 & FB -15 support shear walls. Provide calculations t o c heck t hese m embers f or d ead + I ive + seismic/wind I oads. S ince these members are considered to be elements supporting discontinuous lateraa systems (see, UBC 1630.8.2.1), they should be checked with UBC Equations 12-17 and 12-18 (see UBC 16t2.4). Equations 1-2-17 and 12-18 rely upon -equation 30-22 (see -UBC 11130.1.1) which- multiplies hichmultiplies the building shear calculated in UBC 1630.2 by OmegaO found in UBC Table 16- N. Check these members- for- uplift/compression- due- to- overturning; the- holddown, connections, the connections to the posts/top plates at the points of support, and the posts for tension and compression. S8_. Provide. shear.transfer- from walLtafoundations. for shear-wall.at_grid line. 2-1 _.Sheet_.S-6.., S9. Provide lateral supports for the covered patio, for grid line A, for grid line 1. Sheet S4. S10. Collectors -in the_roof.framing_level.should-be..edga.nailed_rafters,. strapped.at.ridges_andlor, lines of blocking and strapping across the rafters. Provide such collectors a ligned w ith shear.walis-and_ detail. how they.will. be_connected_to_the.wall_ top plates.._Examples..are_on grid lines 3 at garage, grid lines 4,4.1,4.3,5, at grid line G. r Dixon SFD County of Ruffe = Ffrst Check Nicolag Road LP2A Job No.: 2030015-038 "August 07, 2003- Page 5 S1-1. Specify and provide= detail for method of tying the chimney structure back to the main roof framing to withstand any pull-away forces deriving from seismic loads. S12. Specify and referenced holddown details for raised floor condition which includes clarification of holddownis-a-re c-on0nuous..from -grade-beam to..end. of shear.. wall -above floor — coupler and threaded rods. Normally this is accomplished with a threaded rod and coupler. If you_h ave any q uestions..r.egarding. the. above_ comments, please. -contact. Roger- Peterson_or Jess Villar at (916) 725-4200 between 8:00 A.M. to 5:00 P.M., M -F. [END] w August 08, 2003 Mr. Michael Vieira CountyFo Butte 7 County Center Drive Oroville, CA -95965-333? Phone: (530) 538-7541 Fax:. (530)- 538-2140 Re: Plan Review: Sweringen SFD Address:-- -- - Cedar-Ridge_Court Dear Mr. Vieria: County of Butte- FIRST CHECK Jurisdiction Appl. No.:, 0355 148t%�� LP2A Job No. 203015.039 Linhart Petersen Powers Associates (LP2A) has completedan--initial--review-of-the--following docurn�nts: 1. Plans: One (1) copy plan sheets CS -through -T1 (9 -sheets} -title -sheet dated-Fehniar-y-2$,, 2003 by- Sierra Design- Group, 2. Structural Calculations: Not Provided 3. Title 24 Enemy Compliance Documentation: One (1) copy dated May 19, 2003 by TJ NRG 4. Truss Calculations: One (1) copy dated April 09, 2003 Trojan Truss. Note: Floodplain Mitigation Measures and/or comments will be reviewed by Butte County. These documents were reviewed only for their conformance to the 2001 California Building, Plumbing, Mechanical, and Electrical Codes. Our comments -follow-on- the- attached_list. Please submit an itemized response letter and two (2)- sets--of-complete-and-revised.documents with. all revisions clouded. Sincerely, LINHART-PETERSEN-POWERS-ASSQCIATES I.C.B.O. Plans Examiner ag i:\pendingplanrevieMbutte\20301.5-039�doc enclosures cc; .David Sweringen 111 Maple Lane Cohasset,, CA 95973 Sweringen SFD County of Butte - First Check Cedar Ridge -Court LP2A-Job-No.: 203001' -031! August 08, 2003 Page 2 Re:- -- Occupancy-Group(s);. R-31.1-1\ Type of Construction: V -N Stories: One Building Area (sq. ft.); 2370 Automatic Sprinkler--. -- Not -specified A. Provide the following general information on the cover sheet of the plans: a. Building -Occupancy -Groups b. Type of Construction: C. Stones--.- d. Building Area: e. Automatic Sprinklers - 8— - The-.-following—plan- review documents-- are --based- on-. the -.-County- of- Butte --Building Regulations. For your convenience, the following comments are referred to the 2001 Califom ia-Building- Code -u nless-otherwise-noted. C. Please respond in writing to each comment by marking the attached comment list or creating- a_response-letter.__ Indicate which -detail,_ specification -or . calculation- shows -the, requested information. Your complete and clear responses will expedite the re -check and' hopefully, -approval -of, -this -project.- Thank -you -for -your -assistance., D. For clarity, specify on cover sheet that the 2001 CBC, CMC, CPC, CEC, as amended by State.of-Califomia-and-locai-jurisdiction.are-applicable-to-this-pr_oject._ Sheet -CS.'\ E. Unless plans have been prepared by the owner of this "exempt" structure, amend all plan sheets -to-- include name and, signature -of--designer-. , Califomia-.Health- b -Safety- Code Section 5536.1 F.- NATE The_foliawing_code-comments.reflect-a-review-of-building_plans-.only_- If site -related` comments are applicable to this project, they will be generated by others (e.g, City Engineering, -Public -Works-, Health, -etc:). G. Provide confirmation the shown private sewage disposal system (i.e., septiclleach field system.)-has-.been-appro-ved-by_the-apprgmate_Health-Authority ARCHITECTURAL CO-MMENTS: To provide -minimum -required -means -of -emergency -escape -bedrooms, -specify -that -the` escape opening has a minimum net clear opening of 5.7 square feet; minimum net clear opening--height-of-24-inc hes;. and -minimum -net -.clear -opening -width -of -20 -inches-- -Further,\ specify such windows have sill heights not more than 44 inches above the floor and opens' directly -to. street; public.alley, yard -or -exit -county.- CBC -Section -3-10:4, Specify doors and panels of shower and bathtub enclosures shall be fully tempered, laminated.-safety--glass-or-approved-plastic. -CBC—Section-240&3, Amend the plans to specify glazing in showers or bathtub adjacent wall openings within 60 inches- .above-a-standing-surface-and--drain-inlet-shall-be-fully-tempered laminated -safe x glass or -approved plastic. CBC Sections-2406.4--- Sweringen SFD Cedar Ridge Court August 09, 2003 County or Butte - First Check LP2A-Job.No_: 2030015-039 Page 3 Amend plans for -shower -and- tub/shower-walls-to-speci#y-a-smooth,- hard -nonabsorbent surface (e -g.. ceramic the or fiberglass) over a moisture resistant underlayment (e.g., w.r. gyp) to a height of 70 inches -above -the -drain -inlet-.- CBC-Sectiom807.1..3. Specify method of providing--weather-4osistive-barrier- at- exterior-walls--(i.e., lap -siding). UBC 1402.1 MECHANICAL. PLUMBING-AND-ELEC-TRICALC.OMMENTS--- Specify-method-of protection-for-FAU-in-garage from.vehicle-impact-(e-.g,-bollard)- CMC 308 and CPC 510.3 Specify -heating -and- cooling equipment -(which -generate a -glow; flarne� orspark-)-located-in, garage shall be installed such that the source of ignition is at least 18" above the floor. CMC 308. Specify -size -of -water closets -to -be -maximum -1 6-gallons-per..flush.. CPC_4023.-- Amend-plans-to specify- shower- -and--tub-shower-- combinations- shaLbe- .provided_with individual control valves of the pressure balance or the thermostatic mixing valve type. CPC -420.0 - Specify minimum capacity of water heater equivalent to not less than the first hour rating as listed -on CPC table"-. CPG 50-1 Specify pressure absorbing devices or approved mechanical devices, located as close as possible -to- quick- acting--valves;-that--will-absorb-high-pressures- resulting Jrom- the -quick, closing -of quick -acting valves. CPC 609.10. Amend -the plans-to--specify-that-two-small appliance-branch-circuits-are.required-for-the kitchen and are limited to supplying wall and counter space outlets for the kitchen, pantry-, breakfast -room; dining -room; - or- similar -areas: Note: -These- circuits- cannot_serves outside plugs, range hood, disposals, dishwashers or microwaves — only the required countertop/wall- outlets -including- the- refrigerator: - CEC- Articles -21 G -1'!-(c)(1-)- &-21-0--1 52(b). Amend --the plans-- to --specify- -that- an-. arc=fault- circuit- -interrupter -shall- protect all, receptacles in the bedrooms. CEC Article 210-12(b). Locate -electric. -Ase ;ice -panel -on -the site plan-or-floor--plan-and-show-amperage-siae (-l( 0O amps minimum). CEC Article 230-70(a). T-24 ENERGY COMPLIANCE COMMENTS: Permanently -affix -fully -completed -and signed -forms -CF -1 R-and-MF-1-R-energy-cornphartm forms to the plans. Please note that the affixed CF -1R on the plan is calculated based on" climate-zons42-whereas-the-separate-energy-document-is-using.-climate-noon-1-2. Cta�fy. Swerfngen SFS, Cedar Ridge -Cour( August 08, 2003 STRUCTURAL -COMMENTS: County of Butte - First Check LMA -Job -No.: 20300-M03.9 Page 4 .. To -comply -with -conventional -requirements -fog ONE STORY-buildings-in-Seismic_Zone_3,, the following items are required: (1)-- AIL-braced.,wall- panels- shall- be-- cleady- indicated -on - the- plans--includkig-interiar brace wall panels. UBC Sec. 2320.11.3. (2-}--- if the building -length -exceeds -34. -ft: -in -the transverse or longitudinal-directionrae Interior braced wall line is required. (braced wall line spacing may not exceed 34 ft. a.c)_ UB.C-Sec.-2320.4.1_; (3)-- Braced -wall -lines -must -have at -least onepanel-at-each-end-of the braced -wall -line, (seismic wall panels shall be spaced not more than 34 feet o.c. in both the transverse and-longintundinal-direction:}-UBC-Sec:-2320 4.'l, (4) Each panel must be located within 8 ft of the end of the braced wall line and may not -exceed 4 -ft in -length- unless-holdowns-are-provided-and-the-panel height -dies not exceed 10 ft. UBC Sec. 2320.11.4 (5)- -- Design- calculations --are- required --for- panels -which --do-- not meet-- conventional requirements, such as the lateral support for the porch area. UBC Sec. 2320.5.4'- (6y-, 320.5.4 (6}_. Alt -interior- braced--wall--panels-shall-be supported -on. -continuous --foundations., Continuous foundations may be spaced at 50 ft. o.c. CBC 2326.5.6 Amend -plans -to -specify -typical -anchor bolts -are -5/8-- inch- miNmurn- nominal -diameter,, embedded at least 7 inches into the concrete and spaced not more than 6 ft apart, with two bolts- per. piece- each. .one-nat-more-than-.1-2 inches-or--less-than-.7--bolt-diameters-(4:, 3/8") from end. UBC 1806.6 Amend- plans-to-specify.all-anchor:-bolts-are-provided-with_2_'.x-2" x -3/46n plate washers., UBC 1806.6.1 Provide -construction- detail-and-method-of-tying--the-chimney-structure-back to -the main, roof framing to withstand any pull-away forces deriving from seismic loads. Specik the-roof-diaphragm-type,--thickness.-and-grade-and-nailing-ori-the-plans, If you have any questions regarding the above comments, please contact (Structural -Plan Checker's -name), - - (Non -structural --Plan Checker's name) at (916) 725-4200 between 8:00 A.M. to 5;00 P.M., M-F- k'; Butte County Departrnent ofDevelopment Services YVONNE CHRISTOPHER, DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile TO: FROM: SUBJECT: DATE: LP2A Michael Vieira -(530) 538-7159 mvieira(a-buttecounty.net Plans Transmittal For Review Per Contract 7/14/2003 Applicant: Dixon, Ken Permit No: 03-1474 Project Type: NSF APN: 1047-2.30715.7 100% 70% Plan Check Fees $ 738.73 $ 517.11 Energy Calc Fees $ 23.00 $ 16.10 $ 761.73 $ 533.21 LP2A Fee $ 533.211 1 Copies Attached: Qty Chk Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other National Pollutant Discharge Elimination System (NPDES) Phase II & SWPPP Non -Certification for Project # for Butte County Storm Water Permit Compliance By signing below, I, the project architect/engineer of record, indicate that I am aware that a construction project that disturbs more than 1 acre of land requires a Construction Storm Water Permit from the State Water Resources Control Board. 1, additionally, understand that it is the project owner's/owner's agent's responsibility to submit a Notice of Intent (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP) and a fee of $700.00 to the State Water Resources Control Board to obtain such a permit. I, further, certify that this project will not disturb more than 1 acre of land. I have also reviewed the Best Management Practices Handbooks, California Storm Water Quality Task Force, Sacramento, CA. I certify that appropriate BNTPs will be implemented to effectively minimize the negative impacts of this project's construction activities on storm water quality. I acknowledge that it is my obligation to make the project owner and contractor aware that the selected BNIPs must be installed, monitored, and maintained to ensure their effectiveness. K at any time, site conditions and/or observations by a County official warrant reevaluation and revisions of the chosen BMPs, the appropriate changes will be made without unnecessary delay. I am aware that failure to properly implement and maintain the BMPs necessary to prevent the discharge of pollutants from this project during construction could result in significant penalties and/or delays. - Signed: Title: Date: l/ C5"— Z 1— O 3 By signing below, I, the project owner/owner's agent, certify that I am aware that a construction project that disturbs more than 1 acre 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 more than 1 acre of land. I, further, certify that this project will not disturb more than 1 acre of land. This document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified individuals properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons directly responsible for gathering the information, I certify, to the best of my knowledge and belief, that the information submitted is true, accurate, and complete. Signed: Title: Date: NPDES & SWPPP Non -Compliance Certification Draft Butte County Stormwater Plan I-zb-.01 STRUCTURAL CALCULATIONS Frank M. Glazewski architect Structural designer 1370 Ridgewood Drive Suite 10 Chico, California 95973 Tel (530) 343-4630 Fax (530) 893-0532 Lj_3 E UCOUNTY, U ILDIN.G DIVISION APPROVED - fie to ; too —,(10 of rvevl 'I v 0 c r^�cv�a�i��J, C aV\+, LA) CA . 030C� SONV,� - $ It Pa x ND qQ�1i(,�e Ej C�nOvic,� Cl C off 3,0- 0 ,0 / S Job; 0 03'6 Vis: Description; Retainng�wallatp h; 5fftlition a General data; Wall construction; Masonry Configuration; Cantilevered Lateral load type; Soil pressure ^ Backfill slope; No slope Allowable design stresses; Soil; Class of materials (CBC); Allowable bearing pressure; Allowable passive; Lateral sliding coefficient; Soil weight; Increase allowed for seismic/wind; Concrete; fc L`25001ksi FY 4o ksi ES ��29000000t r psi m 18.824 n :9Unit weight 1-11mkcf 4 1.500 ksf 0.150 ksflft depth 0.250 kcf Applied? No Masonry; fm yr�l �N0:9,D&J4 ksi FY 40 ksi Es 29000000:. psi Em 1125000 n 25.78 Unit weight0'135 "��. kcf FS User defined; �1�000� V,, ksf 0 €1=20� 20.00 ksi 3 9 Wall data Cantilevered wall may use varying thickness segments Segment; (ft) (ft) Segment wd, Actual t (in) Actual d(in) Max. d(in) 1 2 3 0.000 0.000 0.000 to to�Or00 to p 0.429 0.000 0.000 .625: [ 7:: 5.250 0.000 0.000 5.313 0.000 0.000 0 0 Segment; b*d 2 M(ft-kips) 1 192.00 0.625 2 192.00 0.000 3 0.00 0.000 Input user defined wall thickness;- M,7, inches Loading WDL Axial;' kips/ft WLL Axial; s' 1 215. 4 x kips/ft Equivalent fluid pressure (EFP);'sAO 030 kcf Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) 40000 Y= �3000 0000 feet Input surcharge height; ,�T000. ` feet Summary of lateral loads acting on wall (Cantilevered wall); w,ate,, at top of wall; 0.0000 k/ft w1a1era1 at bottom of wall; 0.1500 k/ft w,ateral at bottom of footing; 0.1800 k/ft Additional concentrated load at top of wall; +§ 0000 r wT k/ft Load type; I Wind F s Masonry stem design Special inspection? No • Segment; (ft) (ft) r h'/r Segment wd, . Actual t Actual d Max. d 1 0.000 to 5.000 2.20 54.52 0.429 7.625 ,,5250 5.375 2 0.000 to '0.000 0.00 0.00 0.000 0.000QOOOy� , 0.000 3 0.000 to 0.000 0.00 0.00 0.000 0.000 �,.. , 0.000'? 0.000 Segment; Fs Equation Fb Msamcq K column 1 0.318 UBC (7-11) 0.250 0.625 2 2 0.000 UBC (7-11) 0.250 0.000 2 3 0.000 UBC (7-11) 0.250 0.000 2 Segment 1 reinforcing; As As min. Vertical reinforcing; #4 barsat16 inches o/c 0.147 0.064 Horizontal reinforcing; #4 bars at ,; r24 inches o/c 0.098 0.064 Combined 0.245 0.183 Axial load at critical section; 1.644 kips/ft fa 0.018 ksi Service moment (M); 0.625 ft -kips fb 0.172 ksi Check unity; 0.018 + 0.172 = 0.745 Ok! 0.318 0.250 When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing. As As min. Vertical reinforcing; None • at ;0 f° inches o/c 0.000 0.000 Horizontal reinforcing; None at 0 inches o/c 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 1.215 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 Segment 3 reinforcing; As As min. Vertical reinforcing; None at0� inches olc 0.000 0.000 Horizontal reinforcing; None at ����` inches o/c 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 1.215 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 Footing design; Toe length; M00 inches Safetyfactor; 2.053 Heel.length; 0.865 feet Soil pressure; 1.372 ksf Total footing length. (L); 0 Ni inches Footing depth; 12 00 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? Yes Design overturning moment (OTM); 1.080 ft-kips/ft Ignore footing weight when calculating soil pressure? Yes Check stability and soil pressure; Check safety factor against overturning; MDL min./OTM 2.053 w 1.5 Arm Eccentricity (e); 0.195 DLRM [A/24 M-OTM/ WJ WDL 0.000 kips 1.318 feet 0.000 ft -kips WLL 1.215 kips 1.318 feet 1.601 ft -kips Segment 1 0.429 kips 1.318 feet 0.565 ft -kips Segment 2 0.000 kips 1.318 feet 0.000 ft -kips Segment 3 0.000 kips 1.318 feet 0.000 ft -kips Soil 0.476 kips 2.068 feet 0.983 ft -kips Keyway 0.100 kips .2.000 feet 0.200 ft -kips Footing 0.375 kips 1.250 feet 0.469 ft -kips WoL 1.379 kips MDL min. 2.217 ft -kips VHDL+WLL 2.594 kips MDL+MLL 3.818 ft -kips Check safety factor against overturning; MDL min./OTM 2.053 1 > 1.5 Ok! Eccentricity (e); 0.195 feet [A/24 M-OTM/ WJ U6; 0.417 feet U ; 3.166 feet [3'U2 -e) Resultant is within middle third of footing Allowed; Maximum soil pressure; :1.372 ksf 1.500 ksf [ Wtl/A + 6'Wtl'e/A"2 ) Minimum soil pressure; 0.403 ksf 1.500 .ksf Footing reinforcement; Heel design; 1.000 Vertical reinforcin s acin ; 16 inches o/c Heel length; 0.865 feet Reinforcing #4 bars at 32 " inches o/c d; -IT KO'4,00 : _. inches Load factor AS 0.074 in/ft M„ 0.349 ft -kips On 3.477 �M., 1.751 ft -kips AS required = Area' .002 Toe design; Toe length; 1.000 feet d; 000: ;; inches Max. soil pressure 1.372 ksf At face of wall 0.939 ksf M,, 1.044 ft -kips On 3.477 ft -kips Longitudinal footing reinforcement; AS required = Area' .002 AS min. 0.720 in' Reinforcing; Load factor #4 bars at 16 inches o/c AS 0.147 in/ft ,ra' 3'7 ".j j #5ba- AS 0.930 in` Lateral sliding; Rtovofwa 0.000 kips/ft Min. AS 0.000 in Rb. fwatl0.540 kips/ft None� at P5 3 18 inches o/c Nla Calculate WOL * friction coefficient; Lateral sliding resistance; For class 5 soils; Lateral sliding resistance 0.000 Allowable lateral passive pressure Consider footing for passive resistance? Lateral passive pressure provided; Net resistance provided by footing only; Concrete slab at base of wall ? Slab thickness; r4 000'l inches Width of slab; t 12Q00,' feet Resistance provided by slab; Total resistance; Factor of safety; Shear key must provide additional; Shear key provides; Calculate equivalent depth of key based on overburden; Bearing pressure (p) I soil weight; 0.345 kips/ft 0.000 kips/ft Limited to; 0.150 ksf/ft depth Yes � 0.075 kips/ft [Footing only] 0.420 kips/ft [Footing only] No � 0.690 max (0.5'Wdl) 0.000 kipslft 0.420 kips/ft 0.778 No good! Shear key required! 0.390 kips lateral resistance 0.535 kips lateral resistance Equivalent depth of shear key; 5.016 feet Allowable passive pressure; 0.752 ksf Allowable passive pressure; 0.852 ksf Shear key depth;s 8:00 ��: inches Shear key thickness; inches inches d"^6 0Of inches M, 0.309 ft -kips Reinforcing in key; #4 bars at 32 inches o/c M" 1.31 ft -kips [Maximum 15'] [at bottom of footing] [at bottom of key] Load factor ,! AS 0.074 in/ft M Job;02�036 Description; Re nin wall at porch3ft�condlt onF s M-39 General data; Wall construction; Masonry Configuration; Cantilevered Lateral load type; Soil pressure L_J Backfill slope; No slope I � I Allowable design stresses,- Soil; tresses; Soil; Class of materials (CBC); 14 Allowable bearing pressure; 1.500 ksf Allowable passive; 0.150 ksflftdepth Lateral sliding coefficient; 0.250 Soil weight;=010` kcf Increase allowed for seismic/wind;41 330}$ Applied? No Concrete; Masonry; ksi fmf1 7064 ¢ ksi Fyao ksi FY 40 ksi ES29�000r000 _ psi ES _ 290Q0000 psi m 18.824 Em 1125000 17 90r n 25.78 Unit weight �� 0150 kcf Unit weight " &.71M Xkcf FS User defined; g�1000� ksf 0120;' ksf 20.00 ksi 1 Wall data Cantilevered wall may use varying thickness segments ment; (ft) . (ft) Segment wd, Actual t (in) Actual d(in) Max. d(i 1 0.000 to300� 0.257 3.813 5.313 2 0.000 to X0:00. 0.000 Fo ' 0.000 0.000 3 0.000 toOQQ'a; 0.000 0 0.000 0.000 Segment; b*d2 M(ft-kips) 1 192.00 0.135 2 192.00 0.000 3 0.00 0.000 Input user defined wall thickness; 0 00 inches Loading WDL Axial; '#;0000''kips/ft WLL Axial;a„ 1y5 kips/ft Equivalent fluid pressure.(EFP);0 030 kcf ., ' Sloping backfill surcharge; 0.000 kcf Design EFP; 0.030 kcf Surcharge; Distance Surcharge P(kips) Description to wall(ft) height(ft) �O QOq` LL ��3>000 0.000 feet :feet Input surcharge height,0 000A. Summary of lateral loads acting on wall (Cantilevered wall); w iacerai at top of wall; 0.0000 k/ft w iatera, at bottom of wall; 0.0900 k/ft w,at,a, at bottom of footing; 0.1200 k/ft Additional concentrated load at top of wall; {0000-b k/ft Load type; wind ❑� �L 1S Masonry stem design Special inspection? No Segment; (ft) (ft) r h7r Segment wdi Actual t Actual d Max. d 1 0.000 to 3.000 2.20 32.71 0.257 7.625. „1�3813t; 5.375 2 0.000 l0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.000 0.0000000 ' X0'000 i 0.000 0.000 3 0.000 to 0.000 Segment; F, Equation Fb M.M. K column 1 0.355 UBC (7-11) 0.250 0.135 2 2 0.000 UBC(7-11) 0.250 0.000 2 3 0.000 UBC (7-11) 0.250 0.000 2 Segment 1 reinforcing; As As min. Vertical reinforcing; na bars at1,6a i BE24x inches o/c 0.147 0.064 Horizontal reinforcing; at inches o/c 0.098 0.064 Combined 0.245 0.183 Axial load at critical section; 1:472 kips/ft fa 0.016 ksi Service moment (M); 0.135 ft -kips fb 0.063 ksi Check unity; 0.016 + 0.063 = 0.297 Ok! 0.355 0.250 When wall is designed as restrained - check moment at base of wall during backfill operations, or provide shoring until floor slab is in place. Segment 2 reinforcing; Aa As min. Vertical reinforcing; None at r� 0 :inches o/c 0.000 0.000 Horizontal reinforcing; None at inches o/c 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 1.215 kips/ft fa 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 Segment 3 reinforcing; As As min. Vertical reinforcing; None at <°z0 inches o/c 0.000 0.000 Horizontal reinforcing; None at "ice«0 i inches o/c 0.000 0.000 Combined 0.000 0.000 Axial load at critical section; 1.215 kips/ft % 0.000 ksi Service moment (M); 0.000 ft -kips fb 0.000 ksi Check unity; 0.000 + 0.000 = 0.000 Ok! 0.000 0.250 H Footing design; Toe length;88 00 inches Safety factor; 3.035 Heel length; 0.698 feet Soil pressure; 1.135 ksf Total footing length (L); MEMO inches Footing depth; 0 inches Overturning and soil pressure; Consider ftg depth for gross OTM and sliding ? res Design overturning moment (OTM); 0.320 ft-kips/ft Ignore footing weight when calculating soil pressure? res I v Check stability and soil pressure; Check safety factor against overturning; MDL min./OTM 3.035 w 1.5 Arm Eccentricity (e); 0.089 DLRM [A/24 M-OTM/ W] WDL 0.000 kips 0.984 feet 0.000 ft -kips WLL 1.215 kips 0.984 feet 1.196 ft -kips Segment 1 0.257 kips 0.984 feet 0.253 ft -kips Segment 2 0.000 kips 0.984 feet 0.000 ft -kips Segment 3 0.000 kips 0.984 feet 0.000 ft -kips Soil 0.230 kips 1.651 feet 0.380 ft -kips Keyway 0.025 kips 1.500 feet 0.038 ft -kips Footing 0.300 kips 1.000 feet 0.300 ft -kips WDL 0.813 kips MDL min. 0.971 ft -kips WDL +WLL 2.028 kips MDL+MLL 2.167 ft -kips Check safety factor against overturning; MDL min./OTM 3.035 > 1.5 Oki Eccentricity (e); 0.089 feet [A/24 M-OTM/ W] U6; 0.333 feet L' ; 2.733 feet [3'U2 -e] Resultant is within middle third of footing Allowed; Maximum soil pressure; 1.135 ksf 1.500 ksf [ Wtl/A +6'Wll'e/A"2 ] Minimum soil pressure; 0.593 ksf 1.500 ksf Footinq reinforcement; Heel design; 0.667 feet Vertical reinforcin spacm ; 16 inches o/c Heel length; 0.698 feet Reinforcing #a bars at 32 inches o/c d; j inches Load factor AS 0.074 in`/ft M, fA 0.137 ft -kips 1T3' i �M, On 1.751 ft -kips Longitudinal footing reinforcement; Toe design; Toe length; 0.667 feet Reinforcing; #4 bars at 16 inches olc d; 0' 8 000'. m' ` inches AS 0.147 in fit Max. soil pressure 1.135 ksf At face of wall 0.858 ksf Load factor M" 0.394 ft -kips �M, 3.477 ft -kips Longitudinal footing reinforcement; AS required = Area' .002 As min. 0.576 in`: < #5 bars AS 0.620 in 8 Lateral sliding; Rt oofwan 0.000 kips/ft Min. AS 0.000 in` Rbaseutwa0 0.240 kipslft None at [{18_inches olc N/a I Calculate WoL' friction coefficient; Lateral sliding resistance; 0.203 kips/ft For class 5 soils; Lateral sliding resistance 0.000 0.000 kips/ft Limited to; 0.406 max (0.5'Wdl) Allowable lateral passive pressure 0.150 ksf/ft depth Consider footing for passive resistance? res Lateral passive pressure provided; 0.075 kips/ft [Footing only) Net resistance provided by footing only; 0.278 kips/ft [Footing only] Concrete slab at base of wall ? No Slab thickness;4OOkZ34 inches Width of slab; nod feet Resistance provided by slab; 0.000 kips/ft Total resistance; 0.278 kips/ft Factor of safety; 1.159 No good! Shear key required! [� Shear key must provide additional; 0.082 kips lateral resistance Shear key provides; 0.094 kips lateral resistance Calculate equivalent depth of key based on overburden; Bearing pressure (p) / soil weight; Equivalent depth of shear key; 3.694 feet [Maximum 161 Allowable passive pressure; 0.554 ksf [at bottom of footing] Allowable passive pressure; 0.579 k [at bottom of key] Shear key depth;a 2 O�y s inc es Shear key thickness; inches d6 y3ty 00� inches Load factor M,, 0.013 ft -kips,' Reinforcing in key; #4 bars at 32 inches o/c AS 0.074 ins /ft Mn 1.31 ft -kips to ' AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 ID�� ` 2104-0028853 Recorded Official Records County Of BUT tE CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 02:40PM 14 -May -2004 REC FEE 13.00 COPIES 3.00 Lisa Page 1 of 3 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: Se f- # ffr, Date S1/ylO y PROPERTY OWNERS: Xe vineor State of Calif nia County of -01�' On /14444- /4/ yD0'1 before me, personally appeared 4e4d4"21 401v ' f ' K4VP- Linn T7i XoN peFs"ally knam%4e-me (or proved o me on the basis of satisfactory evidence) to be the person(s) whose name(s)Ware subscribed to the within instrument and acknowledged to me that Ae/shadthey executed the same in lfis/hWtheir authorized capacity(ies), and that by his/h*xAheir signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instru nt. WITNESS my hand an A official se R I L. H RMAN COMM. # 1392957 Signature �. Seal: p COUNTYuO- BUTTE Comm. Explres feDJ, 2007. A.P. # b N 7 - )-k - 15-7 199y 0030589.TIF (1696x2200x2 tiff) (2] March 22, 1999 EXHIBIT "A" DESCRIPTION All that certain real property situate in the County of Butte, State of California, described as follows: Being a portion of Section 13, Township 23 North, Range 1 East, Mount Diablo Meridian, and more particularly described as follows: The Southwest quarter of the Southeast quarter of said Section 13. TOGETHER WITH the East 71.51 feet of the South half of the Southwest quarter of said Section 13. TOGETHER WITH a non-exclusive easement for ingress and egress and for public utilities over Section 13, Township 23 North, Range 1 East, Mount Diablo Meridian, and more particularly described as follows: A*strip of land 60.00 feet in width lying 30.00 feet on each side of the following described centerline: BEGINNING at the Northwest corner of the Southwest quarter of the Southeast quarter of said Section 13; thence North 88041154" East, 35.64 feet to the TRUE POINT OF BEGINNING of said centerline; thence North 1050145" East, 329.46 feet; thence North 32008100" East, 314.79 feet; thence North 56011100" East, 267.29 feet; thence North 44027120" East, 132.34 feet; thence South 69028140" East, 213.67 feet; thence North 27016'08" East, 48.15 feet; thence NORTH 39055'34" West, 526.78 FEET; thence South 72053128" East, 543.10 Feet; thence North 58023156" East, 75.54 feet; thence North 0057'3411 West, 36.35 feet to the Southerly Right of Way line of Cohasset Road and the terminus of the centerline being described. RESERVING THEREFROM a non-exclusive easement for ingress and egress and for public utilities over Section 13, Township 23 North, Range 1 East, Mount Diablo Meridian, and more particularly described as follows: A strip of land 60.00 feet in width lying 30.00 feet on each side of the following described centerline: BEGINNING on the south line of Section 13, being South 88053135" West, 251.83 feet from the South quarter corner of said Section 13; thence North 33041144" West, '10.81 feet; thence North 62038150" East 472.36 feet; thence North 9014151" East, 135.09 feet; thence North 17030126" West, 192.17 feet; thence North 000561311, East, 305.57 feet; thence North 40006130" West, 168.58 feet; thence North 01050145" East, 289.53 feet to the North line of the Southwest quarter of the Southeast quarter of Section 13, said point being North 88041154" East, 35.64 feet from the Northwest corner of said Southwest quarter of.the Southeast quarter of Section 13 and the terminus of the centerline being described. 7332Lotti.D-2 Page 2 1999'r0030589.TIF (1696x2200x2 tiff) (3] March 22, 19.99 ALSO RESERVING THEREFROM a non-exclusive easement for.ingress and egress and for public utilities over section 13, Township 23 North, Range 1 East, Mount Diablo Meridian, and more particularly described as follows: The North 100.00 feet of the West 65.64 feet of the Southwest quarter of the Southeast quarter.of said Section 13 and the North 100 feet of the East 71.51 feet of the Southeast quarter of the Southwest quarter of said Section 13. Said easement is for the benefit of and appurtenant to the remaining land as shown as the Southwest quarter of Section 13 and the Northeast quarter of the Northwest quarter and the Northeast quarter os Section 24, Township 23 North, Range 1 East, Mount Diablo Meridian. The purpose of this deed is to effect a Waiver of Parcel Map as approved by the Butte County Development Review Committee on September 10, 1998. LAND SUS` o .r No. 4010 iwk�A_ X� 4 14rM'.-0_ I" Robert G. Agee, Jr. L.S. 4010 Registration Expires 6/30/00 7332L0ULD-2 16 N(iqa3 STRUCTURAL. CALCULATIONS Structural calculations for: Dixon residence ,o l Butte County, Califor Job 02-036 A * N •27470 yl- c!� 9� H. 08 -VI, OF CN Frank M. Glazewski architect Structural designer 1370 Ridgewood Drive Suite 10 Chico, California 95973 Tel (530) 343-4630 Fax (530) 893-0532 Wind loading; Basic wind speed x;;75 �X, IIIYII�ICZAII mph Exposure Lower floor iyds;, A0'0110. UQ4,Yes Design method NLrLat�fLrCeM676d2M Structure category Enclosed Seismic; Seismic zone Gravity loading; Assembly; Applicable DL ILL Reducible LL? Sloped roof -less than 4:12 fTqN 0 .02 Ot QY6§.V Sloped roof - greater than 4:12 V-4 YCsjj, Upperfloor Lower floor iyds;, A0'0110. UQ4,Yes Soil data; UBC Classification 4 Allowable bearing 1.500 ksf a SOt� data, _T,� ' a 55 Y" Soil classification:>4z Reference table 18-1-A 1997 UBC Input data for user defined classification ksf Allowable bearing pressure `OOOQ' ksf Max. allowable pressure 0)0003 ksf Increase for depth OOOF ksflft depth Increase for width OA00"` ksf/ft width Friction coeficient0000�� ksf Lateral bearing (passive) = OQ0�04 ksf/ft. of depth below grade Increase for wind/seismic 1tl,000.0 Include footingweight when calculating soil pressure ? �a 9 9 P r��Ye Soil data used for design Allowable bearing pressure Max. allowable pressure Increase for depth Increase for width Friction coefficient Lateral bearing (passive) Increase for wind/seismic Resistance 1.500 ksf 0.000 ksf 0.300 ksf/ft depth 0.300 ksf/ft width 0.250 0.150 ksf/ft. of depth below grade 1.330 0.000 ksf Page 1 Soil weight: ''Q110 kcf Vesgnscapacity of;framin members ag _ _. Load duration factor 125 Unless noted, 2x and 4x members are DF#2.6x members are DF#1 Member size Mcap Vcap I(in'4) 2x4 0.419 0.416 5.360 2x8 1.438 0.861 47.640 2x10'. :, ' . 2':;145,. *.f a ti 1099€ �: _98:930"_ 2x12 2.884 1.336 177.980 4x4 0.978 0.970 12.510 48 3.633 2.009 111.150 412 7.403 3.118 415.280 :.4x14 k,'. • �:, X9:335;' 4 �3°67;1' ax ,'�678 470 6x6 3.900 2.143 76.260 6x8.. ' ., 6:776'.` , 2!825..'x474:660. 738.000 6x10 11.030 3.604 362.750 5.125x15 46.870 10.570 652:590 6x14 22.259 5.163 1066.180 3;, 25x10:5, r; h14:355 f -,--,R- 451;1 301=470'-x 3.125x12 18.750 5.156 450.000 3.125x15 28.580 6.445 878.910 3.125x18 40.329 7.735 1518.750 5:125x10:5 w .. f ,. � Y • . � y �=23 5.43=�. • :� � :-,. 7399. `3 < ....:.. . 494:400 � . 5.125x12 30.750 8.456 738.000 5:125213;5 ,38:413 5.125x15 46.870 10.570 1441.410 5.125x18 66.140 12.685 2490.750 — N cF it ze �-t 04 (N N CN N N �OOA Sl,)"VKaVI) -Tyr. T„LS j -e , V, '" 6 i Z: f z Com , 5 �► r N Je fes q, Z Z, Z ►�(� f,o ISG f�� i6.oPs�/- �%,D�ST f.�- 5 �oo ISA fP�t/S oVP.✓ o✓o(n ✓e�, v00wr . Gtr 4, 2 �- l�� ors r ow, spm = �9 f 3" �v 22-141 50 SHEETS 2.2-142 100 SHEETS 22-144 200 SHEETS G (SJ 2 Sf r 22-141 50 SHEETS 22-142 100 SHEETS (R"A' /VI AD 7.2-144 200 SHE=ETS z R 1 n' 0 Ul . .O Q Tj, � C r r' 6 c� N � 0 z AM Advan_File : Truss model.AVW Analysis: Pdelta Date: 2/21/03 Time: 10:59:10 AM Condition: C3=dl+ll+rll 16971 AM AdvanEFile : Truss model.AVW Analysis: Pdelta Date: 2/21/03 Time: 10:59:20 AM Condition: C3=dl+ll+rll r2.16971 AM AdvansFile : Truss model.AVW Analysis: Pdelta TY --O Date: 2/21/03 Time: 11:00:14 AM Condition: C3=dl+ll+rll Ty=0.093329 TY ---O. 111002 I in 22-141 50 SHEETS 22-142 100 SHEETS A PA®, 22-144 200 SHEETS 1 C O < � w Cp 22-141 50 SHEETS 22-142 100 SHEETS LA- A4FA®' 22-144 200 SHEETS G L' Qy N cpAl -- ,. N 22-141 50 SHEETS -14 22 2 100 SHEETS &OAMPAU 22-144 200 SHEETS t -y N " � N ' N s o ,r W ZIP 0 N w ..0 � 2 S ,, / Lu !LJ u c,�cn V)0 w= � 2zyk� �C\l� C+dNh NC11N �J Frank M Glazewski - Architect Title: Job # 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 4:47PM, 27 APR 03 Chico, California 95973 Description 530-343-4630 Scope: User:KW-0604815,Ver5.6.0,2-Sep-2002 General Timber Beam Page 1 (c)1988-2002 ENERCALC Engineering Software z:ldixon.ecw. Calculations Description RB -1 General Information 0.221 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam: 1.75x11.87 Center Span 5.50 ft .....Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type 1.50 k -ft Truss Joist - MacMillan, MicroLam 1.8E W Bm Wt. Added to Loads Max. Negative Moment Fb Base Allow 2,600.0 psi Load Dur. Factor 1.250 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 35.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 168.00 #/ft LL 224.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 5.50ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.221 : 1 Maximum Moment 1.5 k -ft Maximum Shear * 1. Allowable 11.1 k -ft Allowable Max. Positive Moment 1.50 k -ft at 2.750 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 11.14 Reactions... fb 438.03 psi fv 78.81 psi Left DL Fb 3,250.00 psi Fv 356.25 psi Right DL Deflections Beam Design OK 5 1.6 k 7.4 k @ Left 1.09 k @ Right 1.09 k @ Left 0.000in @ Center 0.012 in @ Right 0.000 in 0.48 k Max 1.09 k 0.48 k Max 1.09 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.008 in -0.019 in Deflection 0.000 in 0.000 in ...Location 2.750 ft 2.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 8,142.9 3,549.00 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.012 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.086 Le 0.000 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reg' d Allowable fb @ Center 1.50 k -ft 5.54 in3 3,250.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,250.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.64 k 1.64 k Area Required 4.597 in2 4.597 in2 Fv: Allowable 356.25 psi 356.25 psi Bearing @ Supports Max. Left Reaction 1.09 k Bearing Length Req'd 0.832 in Max. Right Reaction 1.09 k Bearing Length Req'd 0.832 in E 0.48 k Max 1.09 k 0.48 k Max 1.09 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.008 in -0.019 in Deflection 0.000 in 0.000 in ...Location 2.750 ft 2.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 8,142.9 3,549.00 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.012 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.086 Le 0.000 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reg' d Allowable fb @ Center 1.50 k -ft 5.54 in3 3,250.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,250.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.64 k 1.64 k Area Required 4.597 in2 4.597 in2 Fv: Allowable 356.25 psi 356.25 psi Bearing @ Supports Max. Left Reaction 1.09 k Bearing Length Req'd 0.832 in Max. Right Reaction 1.09 k Bearing Length Req'd 0.832 in E Max Moment Sxx Reg' d Allowable fb @ Center 1.50 k -ft 5.54 in3 3,250.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,250.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.64 k 1.64 k Area Required 4.597 in2 4.597 in2 Fv: Allowable 356.25 psi 356.25 psi Bearing @ Supports Max. Left Reaction 1.09 k Bearing Length Req'd 0.832 in Max. Right Reaction 1.09 k Bearing Length Req'd 0.832 in E E Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 KW -0604815, Ver 5.6.0, 2 -Sep -2002 132002 ENERCALC Engineering Software Description R13-1 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 4:47PM, 27 APR 03 Page , 2 z:ldixon. em Calculations Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 it 0.00 k -ft 1.09 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 it 0.00 k -ft 0.00 k 0.0000 in Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 User. KW -0604815, Ver 5.6.0, 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description RB -1.1 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 4:48PM, 27 APR 03 Page 1 z1dixon.ecw.Calculations (Y General Information summary Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam: 1.75x11.87 Center Span 5.50 ft .....Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, MicroLam 1.8E W Bm Wt. Added to Loads Max Stress Ratio Fb Base Allow 2,600.0 psi Load Dur. Factor 1.250 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 35.000 pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 168.00 #/ft LL 224.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 420.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft summary Beam Design OK Span= 5.50ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.318 : 1 Maximum Moment 2.8 k -ft Maximum Shear * 1.5 2.4 k Allowable 11.1 k -ft Allowable 7.4 k Max. Positive Moment 2.82 k -ft at 2.750 ft Shear: @ Left 1.57 k Max. Negative Moment 0.00 k -ft at 5.500 ft @ Right 1.57 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.023in Max. M allow 11.14Reactions... @ Right 0.000in fb 823.16 psi tv 113.46 psi Left DL 0.75 k Max 1.57 k Fb 3,250.00 psi Fv 356.25 psi Right DL 0.75 k Max 1.57 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.015 in -0.032 in Deflection 0.000 in 0.000 in ...Location 2.750 ft 2.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,268.2 2,083.51 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.023 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in za Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 User. KW -0604815, Ver 5.6.0, 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description RB -1.1 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 4:48PM, 27 APR 03 Stress Calcs Bending Analysis Ck 19.086 Le 0.000 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 0.000 CI 0.000 Page 2 zAdixon.ec v.Calculations Max Moment Sxx Reg' d Allowable lb @ Center 2.82 k -ft 10.42 in3 3,250.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,250.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,250.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.36 k 2.36 k Area Required 6.618 in2 6.618 in2 Fv: Allowable 356.25 psi 356.25 psi Bearing @ Supports Max. Left Reaction 1.57 k Bearing Length Req'd 1.198 in Max. Right Reaction 1.57 k Bearing Length Req'd 1.198 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.57 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in _ 22-141 50 SHEETS 22-142 100 SHEETS (G' MPAL7° 22-144 200 SHEETS ' N v1 �O Cts 1 N s V V4 -� — .mac �c v► t 1: vi 7� F w � , IT t CT pyo O '..G fr � O � 11 1 W ' N v1 �O Cts 1 N s V V4 N "1 o 01, _o ' N v1 �O Cts 1 N O v, `o d S � iT �! _ 22-141 50 SHEETS 22-142 100 SHEETS L* WPA®° 22-144 200 SHEETS Ca 719 Ar O. 0, cil o. N �. Oi O v, `o d S � iT ✓ 22-141 50 SHEETS 22-142 100 SHEETS C40A� A17' 22-144 200 SHEETS eA CP +1 + G- OD N Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 - Title : Dsgnr: Description Scope : Job # Date: 9:37AM, 1 MAR 03 Rev: 560000 Page 1 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam (01983-2002 ENERCALC Engineering Software llvaioldlec55 dataldixon.ecvr.CalculaOons Description RB -4 General Information 0.559 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x10 ueaa Loaa Center Span 14.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.00Opcf E 1,600.0ksi Trapezoidal Loads 0.559 : 1 Total Load Left cantilever... ueaa Loaa 1 otal Loaa #1 DL @ Left 214.00 #/ft LL @ Left 160.00 #/ft Start Loc 0.000 ft DL @ Right 214.00 #/ft LL @ Right 160.00 #/ft End Loc 6.500 ft #2 DL @ Left 24.00 #/ft LL @ Left 32.00 #/ft Start Loc 6.500 ft DL @ Right 24.00 #/ft LL @ Right 32.00 #/ft End Loc 14.000 ft Beam Design OK Span= 14.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.559 : 1 Total Load Left cantilever... ueaa Loaa 1 otal Loaa Maximum Moment -0.167 in 5.5 k -ft Maximum Shear * 1.5 3.1 k Allowable 6.552 ft 11.6 k -ft 0.0 Allowable ...Length/Deft 5.6 k Max. Positive Moment 5.53 k -ft at 5.320 ft Shear: @ Left 2.07 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.250 in @ Right 0.96 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.250in Max. M allow 11.63Reactions... @ Right 0.000in fb 802.11 psi fv 59.37 psi Left DL 1.21 k Max 2.07 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.54 k Max 0.96 k Deflections M Center Span... Dead Load Total Load Left cantilever... ueaa Loaa 1 otal Loaa Deflection ' -0.167 in -0.289 in Deflection 0.000 in 0.000 in ...Location 6.552 ft 6.552 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,006.1 580.43 Right Cantilever... 1.44 k Camber ( using 1.5' D.L. Defl ) ... 13.563 in2 Deflection 0.000 in 0.000 in @ Center 0.250 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.602 in Max. Right Reaction 0.96 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 82.729 in3 Area 52.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 5.53 k -ft 39.32 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.10 k 1.44 k Area Required 29.196 in2 13.563 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.07 k Bearing Length Req'd 0.602 in Max. Right Reaction 0.96 k Bearing Length Req'd 0.279 in P5 -s� Size. �. 2� ZS i 1 Z 3 to µ.ti Tb µ'3 5S� IDS' WLULU Y) En w = 13jz �,ofb) moo t1;pO r N CM It .77 N N N NNN .. ..w _.. .. .. .. �/ .. Size. �. 2� ZS Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope : Job # Date: 10:23AM, 1 MAR 03 rcev: oouuuu Pae 1 U'' ser: Ver 5.6.0,2-Sep•2002 Multi -Span Timber Beam g (c)1983-2002 ENERCALC Enaineerinq Software \\vaio\d\ec55 data\dixon.ecw:Calcvlations Description RB -5 General Information Douglas Fir - Larch, No.1 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information ft Description 0.00 Span 1 Span 2 Span ft 5.50 10.50 Timber Section 1.1 6x12 6x12 Beam Width in 5.500 5.500 Beam Depth in 11.500 11.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 104.00 104.00 Live Load #/ft 104.00 104.00 Results Mmax @ Cntr in -k 9.4 34.4 @ X = ft 2.75 5.25 Max @ Left End in -k 0.0 0.0 Max @ Right End in -k 0.0 0.0 tb : Actual psi 77.9 283.7 Fb : Allowable psi 1,687.5 1,687.5 Bending OK Bending OK Shear @ Left k 0.57 1.09 Shear @ Right k 0.57 1.09 tv : Actual psi 8.9 21.4 Fv : Allowable psi 106.3 106.3 Shear OK Shear OK Reactions & Deflection DL @ Left k 0.29 0.55 LL @ Left k 0.29 0.55 Total @ Left k 0.57 1.09 DL @ Right k 0.29 0.55 LL @ Right k 0.29 0.55 Total @ Right k 0.57 1.09 Max. Deflection in -0.004 -0.051 @X= ft 2.75 5.25 Query Values Location ft 0.00 0.00 Moment in -k 0.0 0.0 Shear k 0.6 1.1 Deflection in 0.0000 0.0000 Frank M Glazewski - Architect Title: Job # 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 10:23AM, 1 MAR 03 Chico, California 95973 Description 530-343-4630 Scope fax 530-893-0532 Rev: 560000 Pae 1 User: KW -0604815, Ver 5.6.0.2 -Sep -2002 General Timber Beam g (c)1983-2002 ENERCALC Engineering Software \\vaio\d\ec55 data\dixon.ecw:Calculations Description RB -6 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Max Stress Ratio Center Span 7.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Allowable Bm Wt. Added to Loads 7.3 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Full Length Uniform Loads Center DL 64.00 #/ft LL 64.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam. Design OK Span= 7.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.165 : 1 -0.013 in -0.024 in Deflection 0.000 in Maximum Moment ...Location 0.8 k -ft Maximum Shear * 1.5 0.7 k Allowable 6,498.6 7.3 k -ft Right Cantilever... Allowable 106.25 psi 4.4 k Max. Positive Moment 0.85 k -ft at 3.500 It Shear: @ Left 0.48 k Max. Negative Moment 0.00 k -ft at 7.000 ft @ Left @ Right 0.48 k Max @ Left Support 0.00 k -ft @ Right Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.019in Max. M allow 7.25Reactions... @ Right 0.000in fb 196.75 psi fv 17.57 psi Left DL 0.26 k Max 0.48 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.26 k Max 0.48 k Deflections Z'3' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.013 in -0.024 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 6,498.6 3,485.30 Right Cantilever... 106.25 psi 106.25 psi Camber ( using 1.5 • D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.019 in Bearing Length Req'd ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 (� Allowable fb 1,687.50 psi l 1,687.50 psi u 1,687.50 psi 0.141 in 0.141 in Max Moment Sxx Read @ Center 0.85 k -ft 6.01 in3 @ Left Support 0.00 k -ft 0.00 in3 @ Right Support 0.00 k -ft 0.00 in3 Shear Analysis @ Left Support @ Right Support Design Shear 0.72 k 0.72 k Area Required 6.820 in2 6.820 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.48 k Bearing Length Req'd Max. Right Reaction 0.48 k Bearing Length Req'd Allowable fb 1,687.50 psi l 1,687.50 psi u 1,687.50 psi 0.141 in 0.141 in 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS G 7Q 0 N c� �= N N r. :o o N _ n W Cl --J Frank M Glazewski - Architect Title: Job # 2 r 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 10:29AM, 1 MAR 03 Chico, California 95973 Description 530-3434630 Scope: fax 530-893-0532 Rev: 560000 Pae 1 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam g (c)1983-2002 ENERCALC Engineering Software Uvaiold1ec55 data\dixon.emCalculalions Description RB -7 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Max Stress Ratio Center Span 10.50 It .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever it .....Lu 0.00 it Beam Depth 11.500 in Right Cantilever It .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 #2 DL @ Left Bm Wt. Added to Loads LL @ Left Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi Trapezoidal Loads Dead Load Total Load Left Cantilever... Max Stress Ratio 0.345 : 1 #1 DL @ Left 138.00 #/ft LL @ Left 135.00 #/ft Start Loc 0.000 It DL @ Right 138.00 #/ft LL @ Right 135.00 #/ft End Loc 4.750 it #2 DL @ Left 78.00 #/ft LL @ Left 48.00 #/ft Start Loc 4.750 ft DL @ Right 78.00 #/ft LL @ Right 48.00 #/ft End Loc 10.500 It Point Loads Live Load 220.0 lbs lbs lbs lbs lbs lbs lbs ...distance 4.750 ft 0.000 It 0.000 it 0.000 ft 0.000 it 0.000 it 0.000ft Beam Design OK Span= 10.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.345 : 1 Deflection -0.039 in -0.068 in Deflection Maximum Moment 0.000 in 4.1 k -ft Maximum Shear * 1.5 2.3 k Allowable 0.0 17.0 k -ft 3,251.7 Allowable Right Cantilever... 6.7 k Max. Positive Moment 4.09 k -ft at 4.746 ft Shear: @ Left 1.55 k Max. Negative Moment 0.00 k -ft at 0.000 It 0.0 @ Right 1.12 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.058in Max. M allow 17.05 Reactions... @ Right 0.000in fb 404.52 psi fv 36.65 psi Left DL 0.85 k Max 1.55k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.67 k Max 1.12 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.039 in -0.068 in Deflection 0.000 in 0.000 in ...Location 5.124 ft 5.082 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,251.7 1,860.44 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.058 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Frank M Glazewski - Architect Title: Job # 3 0 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 10:29AM, 1 MAR 03 Chico, California 95973 Description 530-343-4630 Scope: fax 530-893-0532 Rev: 560000 Page 2 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software \\vaiold\ec55 data\dixon.ecM!Calalations Description RB -7 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable lb @ Center 4.09 k -ft 29.06 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.32 k 1.68 k Area Required 21.817 in2 15.774 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.55 k Bearing Length Req'd 0.450 in Max. Right Reaction 1.12 k Bearing Length Req'd 0.325 in � L—"1114PALT22-144 22-141 50 SHEETS 22-142 100 SHEETS 200 SHEETS { N c� aL IZP �t " N Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope : Job # Date: 10:35AM, 1 MAR 03 `"� '""""" Pae 1 �ser.l�v-o�4815•ver5.6.0.2-Sep-2002 General Timber Beam g (01983-2002 ENERCALC Endneerinq Software \\vaio\d\ec55 data\dixon.emCalalations Description RB -8 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Max Stress Ratio Center Span 14.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads - Bending Analysis Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc'Allow 625.0 psi Wood Density 35.00Opcf E 1,600.0ksi Full Length Uniform Loads Center DL 294.00 #/ft LL 240.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 14.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Dead Load Total Load Max Stress Ratio 0.889 : 1 Deflection 0.000 in 0.000 in ...Location 7.250 ft 7.250 ft Maximum Moment ...Length/Deft 14.4 k -ft Maximum Shear * 1.5 6.0 k Allowable 17.0 k -ft - Bending Analysis Allowable 6.7 k Max. Positive Moment 14.44 k -ft at 7.250 ft Shear: @ Left 3.98 k Max. Negative Moment 0.00 k -ft at 14.500 ft Allowable fb @ Right 3.98 k Max @ Left Support 0.00 k -ft @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 1,687.50 psi Shear Analysis @ Left Support @ Center 0.414in Max. M allow 17.05Reactions... 5.97 k Area Required @ Right 0.000in fb 1,429.18 psi fv 94.46 psi Left DL 2.24 k Max 3.98k Fb 1,687.50 psi Fv 106.25 psi Right DL 2.24 k Max 3.98 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.276 in -0.490 in Deflection 0.000 in 0.000 in ...Location 7.250 ft 7.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 630.7 355.17 Right Cantilever... Camber ( using 1.5' D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.414 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs - Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 14.44 k -ft 102.67 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.97 k 5.97 k Area Required 56.230 in2 56.230 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.98 k Bearing Length Req'd 1.159 in Max. Right Reaction 3.98 k Bearing Length Req'd 1.159 in �I Frank M Glazewski - Architect Title: Job # 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 10:35AM, 1 MAR 03 Chico, California 95973 Description 530-343-4630 Scope fax 530-893-0532 User. KW0604815. ver 5.6.0,2-Sep�2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software \\vaio\d\ec55 dataUxon.emCalculations Description RB -9 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Max Stress Ratio Center Span 8.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 ...Length/Deft Bm Wt. Added to Loads 5,657.06 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 158.00 #/ft LL 32.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 8.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.183 : 1 Deflection -0.014 in -0.017 in Deflection Maximum Moment 0.000 in 1.6 k -ft Maximum Shear * 1.5 1.2 k Allowable ...Length/Deft 17.0 k -ft 5,657.06 Allowable 1.23 k 6.7 k Max. Positive Moment 1.64 k -ft at 4.000 ft Shear: @ Left 0.82 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 0.82 k Max @ Left Support 0.00 k -ft Max. Right Reaction 0.82 k Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.021 in Max. M allow 17.05Reactions... Bending Analysis @ Right 0.000in fb 162.63 psi fv 19.48 psi Left DL 0.69 k Max 0.82 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.69 k Max 0.82 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.014 in -0.017 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 6,701.2 5,657.06 Right Cantilever... 1.23 k Camber ( using 1.5 D.L. DO ) ... 11.598 in2 Deflection 0.000 in 0.000 in @ Center 0.021 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.239 in Max. Right Reaction 0.82 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 33 Max Moment Sxx Read Allowable fb @ Center 1.64 k -ft 11.68 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.23 k 1.23 k Area Required 11.598 in2 11.598 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.82 k Bearing Length Req'd 0.239 in Max. Right Reaction 0.82 k Bearing Length Req'd 0.239 in 33 2 2-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS _ N f Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope: Job # Date: 10:36AM, 1 MAR 03 Rev: 560000 Page 1 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software \lvaio\d\ec55 data\dixon.ecwCalculations Description RB -10 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Max Stress Ratio Center Span 4.75 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever It .....Lu 0.00 It Member Type Sawn Douglas Fir - Larch, No.1 7.3 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000 pd E 1,600.0 ksi Full Length Uniform Loads Center DL 168.00 #/ft LL 168.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 4.75ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Lett canmever... Max Stress Ratio 0.281 : 1 Deflection -0.007 in -0.013 in Deflection Maximum Moment 0.000 in 1.0 k -ft Maximum Shear * 1.5 1.2 k Allowable 0.0 7.3 k -ft 8,648.3 Allowable Right Cantilever... 4.4 k Max. Positive Moment 0.98 k -ft at 2.375 ft Shear: @ Left 0.82 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 0.82 k Max @ Left Support 0.00 k -ft 0.239 in Max. Right Reaction Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft Stress Caics @ Center 0.010 in Bending Analysis @ Right 0.000in Max. M allow 7.25Reactions... Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 fb 227.12 psi tv 29.88 psi Left DL 0.42 k Max 0.82 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.42 k Max 0.82 k Deflections Center Span... Dead Load Total Load Lett canmever... ueau wdu I metal i_UaU Deflection -0.007 in -0.013 in Deflection 0.000 in 0.000 in ...Location 2.375 ft 2.375 ft ...Length/Defl 0.0 0.0 ...Length/Deft 8,648.3 4,449.44 Right Cantilever... 1.23 k Camber ( using 1.5 * D.L. DO ) ... 11.602 in2 Deflection 0.000 in 0.000 in @ Center 0.010 in Bearing @ Supports . ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.239 in Max. Right Reaction 0.82 k @ Right 0.000 in Stress Caics Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 3� Max Moment Sxx Reg'd Allowable f i @ Center 0.98 k -ft 6.94 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.23 k 1.23 k Area Required 11.602 in2 11.602 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports . Max. Left Reaction 0.82 k Bearing Length Req'd 0.239 in Max. Right Reaction 0.82 k Bearing Length Req'd 0.239 in 3� 22-141 50 SHEETS 22-142 100 SHEETS _ <= PAA722-144 200 SHEETS } -C s '\ 1 • } - ,V \ 1 10, N 6� 34 Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title: Dsgnr: Description Scope:_ Job # Date: 11:05AM, 1 MAR 03 Kev: squovu Pae 1 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam g fc)1983-2002 ENERCALC Enoineerinq Software 1\vaiold)ec55 dataWixon.emCalalabons Description RB -11 General Information 0.309 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 Dead Load Center Span 10.50 ft .....Lu 0.00 It Beam Width 5.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 6.7 k Bm Wt. Added to Loads 3.63 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 124.00 #/ft LL 124.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary I Beam Design OK Span= 10.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.309 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.034 in 3.6 k -ft Maximum Shear * 1.5 2.1 k Allowable 5.250 ft 17.0 k -ft ...Length/Deft Allowable 0.0 6.7 k Max. Positive Moment 3.63 k -ft at 5.250 It Shear: @ Left 1.38 k Max. Negative Moment 0.00 k -ft at 10.500 It @ Center @ Right 1.38 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.051 in Max. M allow 17.05 Reactions... @ Right 0.000in fb 359.28 psi tv 32.79 psi Left DL 0.73 k Max 1.38k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.73 k Max 1.38 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.065 in Deflection 0.000 in 0.000 in ...Location 5.250 ft 5.250 It ...Length/Deft 0.0 0.0 ...Length/Deft 3,686.9 1,951.04 Right Cantilever... 2.07 k Camber ( using 1.5 * D.L. DO ) ... 19.521 in2 Deflection 0.000 in 0.000 In @ Center 0.051 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.402 in Max. Right Reaction 1.38 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 It Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 3.63 k -ft 25.81 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.07 k 2.07 k Area Required 19.521 in2 19.521 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.38 k Bearing Length Req'd 0.402 in Max. Right Reaction 1.38 k Bearing Length Req'd 0.402 in (h C0E- ujLULU uiWLM T � � 000 In O ON — N G N N N N N N ZIA v Win' �` .. sem: p. 3q'Ko Z Es- s� z�z4-I) ,016 = , oUy- Ssaz. Frank M Glazewski - Architect Title: Job4 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 10:43AK 1.MAR 03 Chico, California 95973 Description 530-343-4630 Scope: fax 530-893-0532 Rev: 560000 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software \\vaio\d\ec55 data\dixon.emCalculations Description H-1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Center Span 8.25 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Bm Wt. Added to Loads Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 224.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 840.0 lbs lbs lbs lbs lbs lbs lbs ...distance 4.130 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 8.25ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.752 : 1 Maximum Moment 5.5 k -ft Maximum Shear * 1.5 2.7 k Allowable 7.3 k -ft Allowable 4.4 k Max. Positive Moment 5.45 k -ft at 4.125 ft Shear: @ Left 1.80 k Max. Negative Moment 0.00 k -ft at 8.250 ft @ Right 1.81 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.201 in Max. M allow 7.25Reactions... @ Right 0.000in fb 1,268.79 psi fv 65.69 psi Left DL 1.38 k Max 1.80k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.39 k Max 1.81 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.134 in -0.189 in Deflection 0.000 in 0.000 in ...Location 4.125 ft 4.125 ft ...Length/Deft 0.0 0.0 ...Length/Deft 740.3 524.89 Right Cantilever... Camber ( using 1.5' D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.201 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in "O Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope: Job # Date: 10:43AM, 1 MAR 03 Rev: 560000 Page 2 User: KW -0604815, Ver 5.6.0,2 -Sep -2002 General Timber Beam (c)1983-2002 ENERCALC Emineerinq Software %\vaioWlec55 dataWixon.emCalculalions Description H-1 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 5.45 k -ft 38.77 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.71 k 2.71 k Area Required 25.473 in2 25.502 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.80 k Bearing Length Req'd 0.525 in Max. Right Reaction 1.81 k Bearing Length Req'd 0.525 in qi Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title: Dsgnr: Description Scope : Job # Date: 10:44AM, 1 MAR 03 Rev: KW -06 p General Timber Beam Page 1 ' 560000 User. KW -0604815, Ver 5.6.0, 2 -Sep -2002 (rilAm-low FNFRCAI C Fnnineerinn Rnft ere \\vaio\d\er-55 data\dixon.ear.Catalations Description H-2 General Information 0.525 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 ueaa Loag Center Span 7.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 It Member Type Sawn Douglas Fir - Larch, No.1 3.42 k -ft Bm Wt. Added to Loads 3.500 ft Shear: Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 276.00 #/ft LL 32.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 550.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.500 ft 0.000 ft 0.000 It 0.000 ft 0.000 It 0.000 ft 0.000ft Beam Design OK Span= 7.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.525 : 1 Total Load Lett cantilever... ueaa Loag Maximum Moment Deflection 3.4 k -ft Maximum Shear * 1.5 2.3 k Allowable ...Location 7.3 k -ft Allowable ...Length/Deft 4.4 k Max. Positive Moment 3.42 k -ft at 3.500 ft Shear: @ Left 1.53 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.53 k Max @ Left Support 0.00 k -ft 0.092 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.092in Max. M allow 7.25Reactions... 0.000 in @ Right 0.000 in lb 795.44 psi fv 55.75 psi Left DL 1.15 k Max 1.53 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.15 k Max 1.53 k Deflections Center Span... Dead Load Total Load Lett cantilever... ueaa Loag i oral Loaa Deflection -0.062 in -0.089 in Deflection 0.000 in 0.000 in ...Location 3.500 ft 3.500 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,365.4 943.21 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.092 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-3434630 fax 530-893-0532 Rev: 560000 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description H-2 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 10:44AM, 1 MAR 03 Page 2 \\vaio\d\ec55 data\dixon.ecw:Calculations y,2 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 3.42 k -ft 24.31 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.30 k 2.30 k Area Required 21.644 in2 21.644 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.53 k Bearing Length Req'd 0.446 in Max. Right Reaction 1.53 k Bearing Length Req'd 0.446 in 22-141 50 SHEETS 22-142 100 SHEETS CL-"AA11FA1A" 22-144 200 SHEETS O 0 'o 1 � r Frank M Glazewski -Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title: Dsgnr: Description Scope : Job # Date: 10:49AM, 1 MAR 03 User: K_-0 04615, Ver 5.6.0,2 -Sep -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software \kvaio\d\ec55 dataWixon.emCalculations Description H-3 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 Max Stress Ratio Center Span 6.25 It .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever It .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 ...Length/Deft Bm Wt. Added to Loads 1,315.86 Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 126.00 #/ft LL 96.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 550.0 lbs lbs lbs lbs lbs lbs lbs ...distance 3.130 ft 0.000 It 0.000 It 0.000 ft 0.000 It 0.000 It 0.000ft Beam Design OK Span= 6.25ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.437 : 1 Deflection -0.031 in -0.057 in Deflection Maximum Moment 0.000 in 2.8 k -ft Maximum Shear * 1.5 1.9 k Allowable ...Length/Deft 7.3 k -ft 1,315.86 Allowable 4.4 k Max. Positive Moment 2.85 k -ft at 3.125 ft Shear: @ Left 1.27 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 1.28 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.046in Max. M allow 7.25 Reactions... @ Right 0.000in fb 663.03 psi fv 46.40 psi Left DL 0.70 k Max 1.27 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.70 k Max 1.28 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.031 in -0.057 in Deflection 0.000 in 0.000 in ...Location 3.125 ft 3.125 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,441.5 1,315.86 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.046 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope : Job # Date: 10:49AM, 1 MAR 03 User kW -0604815• Ver 5.6.0, 2 -Sep -2002 General Timber Beam Page 2 (c)19832002 ENERCALC Engineering Software \\vaio\d\ec55 data\dixon.emCalculations Description H-3 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sm 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 2.85 k -ft 20.26 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.91 k 1.91 k Area Required 17.989 in2 18.014 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.27 k Bearing Length Req'd 0.371 in Max. Right Reaction 1.28 k Bearing Length Req'd 0.371 in 4b Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope: Job # Date: 10:50AM, 1 MAR 03 Mev: bbUUUU ' Page 1 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam (61983-2002 ENERCALC Enaineerina Software \\vaio\d\ec55 data\dixon.emCalculations Description H-4 General information 0.608 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x8 ueaa Loaa Center Span 7.25 It .....Lu 0.00 It Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 4.4 k Bm Wt. Added to Loads 3.22 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 240.00 #/ft LL 240.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 7.25ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.608 : 1 Total Load Lett cantilever... ueaa Loaa I oral Loaa Maximum Moment -0.050 in 3.2 k -ft Maximum Shear * 1.5 2.7 k Allowable 3.625 ft 7.3 k -ft ...Length/Deft Allowable 0.0 4.4 k Max. Positive Moment 3.22 k -ft at 3.625 ft Shear: @ Left 1.78 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Right 1.78 k Max @ Left'Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.075in Max. M allow 7.25 Reactions... @ Right 0.000in lb 749.29 psi fv 64.59 psi Left DL 0.91 k Max 1.78 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.91 k Max 1.78 k Deflections Center Span... Dead Load Total Load Lett cantilever... ueaa Loaa I oral Loaa Deflection -0.050 in -0.098 in Deflection 0.000 in 0.000 in ...Location 3.625 ft 3.625 ft ...Length/Deft 0.0 0.0 ...Length/Dell 1,731.8 883.61 Right Cantilever... 2.66 k Camber ( using 1.5 * D.L. Deft ) ... 25.078 in2 Deflection 0.000 in 0.000 in @ Center 0.075 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.517 in Max. Right Reaction 1.78 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 51.563 in3 Area 41.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable lb @ Center 3.22 k -ft 22.90 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.66 k 2.66 k Area Required 25.078 in2 25.078 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 1.78 k Bearing Length Req'd 0.517 in Max. Right Reaction 1.78 k Bearing Length Req'd 0.517 in _ 22-141 (�lV/P�®� 22-142 22-144 50 SHEETS 100 SHEETS 200 SHEETS + Vj �l + O p - v (Lv ` � s N N Frank M Glazewski - Architect Title: Job # 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 10:56AM, 1 MAR 03 Chico, California 95973 Description 530-343-4630 Scope fax 530-893-0532 Kew bbuuuu Page 1 User: KW -0604615, Ver 5.6.0.2 -Sep -2002 General Timber Beam (W1983-2002 ENERCALC Ennineerinq Software \\vaio\d\ec55 data\dixon.emCalalations Description H-5 General Information 0.284 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x11.875 Center Span 10.25 It .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 11.875 in Right Cantilever It .....Lu 0.00 ft Member Type Sawn Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads ...Length/Deft Fb Base Allow 2,900.0 psi Load Dur. Factor 1.250 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 324.00 #/ft LL 204.00 #/ft Left Cantilever DL #/ft LL Wit Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 10.25ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.284 : 1 Total Load Lett uam clever... ueag Logo 101211 Loaa Maximum Moment -0.085 in 7.1 k -ft Maximum Shear * 1.5 4.1 k Allowable 5.125 ft 24.8 k -ft ...Length/Deft Allowable 0.0 15.1 k Max. Positive Moment 7.07 k -ft at 5.125 ft Shear: @ Left 2.76 k Max. Negative Moment 0.00 k -ft at 10.250 ft @ Center @ Right 2.76 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000 In Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.127 in Max. M allow 24.85Reactions... @ Right 0.000in fb 1,030.91 psi fv 99.53 psi Left DL 1.71 k Max 2.76k Fb 3,625.00 psi Fv 362.50 psi Right DL 1.71 k Max 2.76 k Deflections Center Span... Dead Load Total Load Lett uam clever... ueag Logo 101211 Loaa Deflection -0.085 in -0.137 in Deflection 0.000 in 0.000 in ...Location 5.125 ft 5.125 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,448.0 899.07 Right Cantilever... 4.14 k Camber ( using 1.5 * D.L. DO ) ... 11.411 in2 Deflection 0.000 in 0.000 in @ Center 0.127 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 1.212 in Max. Right Reaction 2.76 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 19.049 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 7.07 k -ft 23.39 in3 3,625.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,625.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.14 k 4.14 k Area Required 11.411 in2 11.411 in2 Fv: Allowable 362.50 psi 362.50 psi Bearing @ Supports Max. Left Reaction 2.76 k Bearing Length Req'd 1.212 in Max. Right Reaction 2.76 k Bearing Length Req'd 1.212 in Frank M Glazewski - Architect Title: Job # 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 10:57AM, 1 MAR 03 Chico, California 95973 Description 530-343-4630 Scope fax 530-893-0532 Rev: 560000 User: KW -060481 5, ver 5.6.0,2 -Sep -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software 1\vaioldlec55 daWdixon.emCalculalions Description H-6 General Information 0.659 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Dead Loaa Center Span 10.25 ft .....Lu 0.00 It Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 4.43 k -ft Bm Wt. Added to Loads 5.125 ft Shear. Fb Base Allow 875.0 psi Load Dur. Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,600.0ksi Full Length Uniform Loads Center DL 296.00 #/ft LL 32.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 10.25ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.659 : 1 Total Load Left Cantilever... Dead Loaa Maximum Moment Deflection 4.4 k -ft Maximum Shear * 1.5 2.6 k Allowable ...Location 6.7 k -ft Allowable ...Length/Deft 4.7 k Max. Positive Moment 4.43 k -ft at 5.125 ft Shear. @ Left 1.73 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.73 k Max @ Left Support 0.00 k -ft 0.171 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in Bearing Length Req'd @ Center 0.171 in Max. M allow 6.73Reactions... 0.000 in @ Right 0.000in fb 720.58 psi fv 65.91 psi Left DL 1.57 k Max 1.73 k Fb 1,093.75 psi Fv 118.75 psi Right DL 1.57 k Max 1.73 k Deflections qI Center Span... Dead Load Total Load Left Cantilever... Dead Loaa 1 otal Loaa Deflection -0.114 in -0.126 in Deflection 0.000 in 0.000 in ...Location 5.125 ft 5.125 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,076.9 974.85 Right Cantilever... 2.60 k Camber ( using 1.5 * D.L. Defl) ... 21.853 in2 Deflection 0.000 in 0.000 in @ Center 0.171 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.791 in Max. Right Reaction 1.73 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.019 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 4.43 k -ft 48.64 in3 1,093.75 psi @ Left Support 0.00 k -ft 0.00 in3 1,093.75 psi @ Right Support 0.00 k -ft 0.00 in3 1,093.75 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.60 k 2.60 k Area Required 21.853 in2 21.853 in2 Fv: Allowable 118.75 psi 118.75 psi Bearing @ Supports Max. Left Reaction 1.73 k Bearing Length Req'd 0.791 in Max. Right Reaction 1.73 k Bearing Length Req'd 0.791 in -Z; 3 I V kn 1511AV, 7"eig FJ -1 TJ -Beam TM 6.05 Serial) Nu7x`106; 9 117/8" TJI@/Pro(TM)-250 n 16" o/c V User: 2 3/1/0312:54:17 PM Pagel Engine Version: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ' 18- 6" ' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 10.0 Dead, 5.0 Partition SUPPORTS: Maximum Design Control Control Input Bearing Vertical Reactions 649 Width Length (Ibs) Vertical Reaction (Ibs) 649 649 Live/Dead/U pl iftrrotal 1 Parallam PSL 5.25" Hanger 495 / 186 / 0 / 681 Beam 4430 Passed (65%) MID Span 1 under Floor loading 2 Stud wall 5.50" 4.25" 492 / 184 / 0 / 676 Ply Depth Nailing Detail Other Depth 1 11.88" N/A H1: Top Mount None Hanger N/A N/A N/A A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board® -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 31/2" . Intermediate supports, 31/2" with web stiffeners and 51/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): H1: Top Mount Hanger,A3: Rim Board HANGERS: Simpson Strong -Tie@ Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT11.88 0/12 0 N/A No 0 N/A -Nailing for Support 1: Face: 2-N10, Top 4-N10, Member: 2-N10 DESIGN CONTROLS: -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: Dixon residence OPERATOR INFORMATION: Frank Glazewski Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, CA 95973 Phone: 530-343-4630 Fax :530-893-0532 frankgla@aol.com Copyright ° 2002 by Trus Joist, a Weyerhaeuser Business TJIO,TJ-Beam® and Parallam® are registered trademarks of Trus Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of Trus Joist. Simpson Strong-TieO Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. sz Maximum Design Control Control Location Shear (Ibs) 649 649 1420 Passed (46%) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 649 649 1420 Passed (46%) Bearing 2 under Floor loading Moment (Ft -Lbs) 2868 2868 4430 Passed (65%) MID Span 1 under Floor loading Live Load Dell (in) 0.335 0.442 Passed (U633) MID Span 1 under Floor loading Total Load Defl (in) 0.461 0.884 Passed (0460) MID Span 1 under Floor loading TJPro 34 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2'8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: Dixon residence OPERATOR INFORMATION: Frank Glazewski Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, CA 95973 Phone: 530-343-4630 Fax :530-893-0532 frankgla@aol.com Copyright ° 2002 by Trus Joist, a Weyerhaeuser Business TJIO,TJ-Beam® and Parallam® are registered trademarks of Trus Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of Trus Joist. Simpson Strong-TieO Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. sz C���� _A Wryrrl,ae,uerin TJ-Beam(TM) 6.05 Serial Number: 7002106109 user: 2 3/1/03 12.54.20 PM FJ -1 117/8" TJI@/Pro(TM)-250 @ 16" o/c Page Engine Version: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED '3 5 TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.54 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Dixon residence OPERATOR INFORMATION: Frank Glazewski Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, CA 95973 Phone: 530-343-4630 Fax :530-893-0532 frankgla@aol.com Copyright 0 2002 by Trus Joist, a Weyerhaeuser Business TJI°,TJ-BeamOl and ParallamO are registered trademarks of Trus Joist. e -I Joist', Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 54 FJ -1 TJ -Beam TM 6.OS Serial ►�U "� 2`106109 11 7/8" TJ I@/Pro//TM -250 n 16" o/c ( ) 1 V User:2 3/1/0312:54:21 PM Page Engine Version: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 171 8.25" Max. Vertical Reaction Total (lbs) 681 676 Max. Vertical Reaction Live (lbs) 495 492 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 649 -642 Max Shear (lbs) 649 -649 Member Reaction (lbs) 649 649 Support Reaction (lbs) 681 676 Moment (Ft -Lbs) 2868 Live Deflection (in) 0.335 Total Deflection (in) 0.461 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 177 -175 Max Shear (lbs) 177 -177 Member Reaction (lbs) 177 177 Support Reaction (lbs) 186 184 Moment (Ft -Lbs) 782 PROJECT INFORMATION: Dixon residence OPERATOR INFORMATION: Frank Glazewski Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, CA 95973 Phone: 530-343-4630 Fax :530-893-0532 frankgla@aol.com Copyright ° 2002 by Trus Joist, a Weyerhaeuser Business TJIe,TJ-Beamm and Parallam° are registered trademarks of Trus Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of Trus Joist. Simpson Strong -Tie° Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 5� FJ -2 TJ -Beam M 6.OSSeria-N�:7002106109 117/8" TJI@/Pro(TM)-250 @ 16" o/c (T ) User. 2 3/1/03 12:55:50 PM Page Engine Version: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 19' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 10.0 Dead, 5.0 Partition SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Upliftrrotal 1 Stud wall 3.50" 2.25" 502 / 188 / 0 / 691 2 Stud wall 5.50" 4.25" 511 /192 / 0 / 703 Detail Other A3: Rim Board 1 Ply 1 1/4"0.8E TJ -Strand Rim Board@ A3: Rim Board 1 Ply 1 1/4" 0.8E TJ -Strand Rim Board@ -CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.54 PROJECT INFORMATION: Dixon residence Copyright o 2002 by Trus Joist, a Weyerhaeuser Business TJIe and TJ-Beamm are registered trademarks of True Joist. e -I Joist"', Pro' and TJ -Pro' are trademarks of Trus Joist. Frank Glazewski Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, CA 95973 Phone: 530-343-4630 Fax :530-893-0532 frankgla@aol.com Maximum Design Control Control Location Shear (lbs) 675 -669 1420 Passed (47%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 675 675 1170 Passed (58%) Bearing 1 under Floor loading Moment (Ft -Lbs) 3109 3109 4430 Passed (70%) MID Span 1 under Floor loading Live Load Defl (in) 0.391 0.460 Passed (U565) MID Span 1 under Floor loading Total Load Defl (in) 0.537 0.921 Passed (U411) MID Span 1 under Floor loading TJPro 34 30 Passed Span -Deflection Criteria: STANDARD(LL:U480,TL:U240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.54 PROJECT INFORMATION: Dixon residence Copyright o 2002 by Trus Joist, a Weyerhaeuser Business TJIe and TJ-Beamm are registered trademarks of True Joist. e -I Joist"', Pro' and TJ -Pro' are trademarks of Trus Joist. Frank Glazewski Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, CA 95973 Phone: 530-343-4630 Fax :530-893-0532 frankgla@aol.com 4n 14%!q �AXR)Trhaa,sa Busnm TJ-Bearr(TM) 6.05 Serial Number. 7002106109 "—r: 2 3/110312:55:53 PM FJ -2 117/8" TJI®/Pro(TM)-250 @ 16" o/c Paget Engine version: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED S6 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability.' -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code NER analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Dixon residence Copyright ° 2002 by Trus Joist, a Weyerhaeuser Business TJIe and TJ -Beams are registered trademarks of Trus Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of Trus Joist. OPERATOR INFORMATION: Frank Glazewski Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, CA 95973 Phone: 530-343-4630 Fax :530-893-0532 frankgla@aol.com s� FJ -2 TJ-Beam(TM)6.05SeriaiNU`e�'7o1 11 7/8" TJI®/Pro TM -250 @ 16" User: 2 311!0312:55:53 PM Page Engine Version: 1.5.12 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 18' 5.00" Max. Vertical Reaction Total (lbs) 691 703 Max. Vertical Reaction Live (lbs) 502 511 Selected Bearing Length (in) 2.25(W) 4.25(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 669 -669 Max Shear (lbs) 675 -675 Member Reaction (lbs) 675 675 Support Reaction (lbs) 691 703 Moment (Ft -Lbs) 3109 Live Deflection (in) 0.391 Total Deflection (in) 0.537 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 183 -183 Max Shear (lbs) 184 -184 Member Reaction (lbs) 184 184 Support Reaction (lbs) 188 192 Moment (Ft -Lbs) 848 PROJECT INFORMATION: Dixon residence Copyright C 2002 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of Trus Joist. OPERATOR INFORMATION: Frank Glazewski Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, CA 95973 Phone: 530-3434630 Fax :530-893-0532 frankgla@aol.com www www WOO coo tn00 + N cm 'IT �7 1 I -- N N N N N N J F� wd� = C(�2 (-f,. olh 3/2 olo) + 4- 34 0 10) P� wt „z, 0,010) -+- -3 3/z. 010,= of (,33/7, (, of o) - , oSl vt t i�(-el la S,, g, 60 Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope : Job # Date: 1:09PM, 1 MAR 03 " .. aowuu User: KW -0604815, Ver 5.6.0,2 -Sep -2002 General Timber Beam age 1 (ci19832002 ENERCALC Enaineerina Software \\vaio\d\ec55 dala\dixon.emCalculations Description FB -1 General information 0.267 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam:1.75x11.87 Center Span 5.25 ft .....Lu 0.00 It Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 It Beam Depth 11.875 in Right Cantilever It .....Lu 0.00 ft Member Type 1.6 k Truss Joist - MacMillan, Microhm 1.8E W Bm Wt. Added to Loads 8.9 k -ft Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 35.000pcf E 1,800.0ksi Full Length Uniform Loads Center DL 233.00 #/ft LL 164.00 #/ft Left Cantilever DL #/ft LL Wit Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 5.25ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.267 : 1 Total Load Lett uamnever... ueaa Loaa I otal Loaa Maximum Moment -0.009 in 1.4 k -ft Maximum Shear " 1.5 1.6 k Allowable 2.625 ft 8.9 k -ft 0.0 Allowable ...Length/Deft 5.9 k Max. Positive Moment 1.39 k -ft at 2.625 ft Shear: @ Left 1.06 k Max. Negative Moment 0.00 k -ft at 5.250 ft 0.014 in @ Right 1.06 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.014 in Max. M allow 8.91Reactions... @ Right 0.000 in fb 404.14 psi tv 76.18 psi Left DL 0.62 k Max 1.06 k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.62 k Max 1.06 k Deflections 0 Center Span... Dead Load Total Load Lett uamnever... ueaa Loaa I otal Loaa Deflection -0.009 in -0.016 in Deflection 0.000 in 0.000 in ...Location 2.625 ft 2.625 ft ...Length/Deft 0.0 0.0 ...Length/Deft 6,806.0 4,029.78 Right Cantilever... 1.58 k Camber ( using 1.5 ` D.L. Deft ) ... 5.555 in2 Deflection 0.000 in 0.000 in @ Center 0.014 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.804 in Max. Right Reaction 1.06 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.339 Le 0.000 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable lb @ Center 1.39 k -ft 6.39 in3 2,600.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.58 k 1.58 k Area Required 5.555 in2 5.555 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 1.06 k Bearing Length Req'd 0.804 in Max. Right Reaction 1.06 k Bearing Length Req'd 0.804 in Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title: Dsgnr: Description Scope : Job # Date: 1:11 PM, 1 MAR 03 e�� User: KW -0604815, Ver 5.6.0, 2 -Sea -2002 General Timber Beam Page 1 (cn)1983r. 2002��� ENERCALC Engineering Software \\vaio\d\ec55 dataXdixon.emCatwlations Description FB -2 General Information 0.326 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam: 1.75x11.87 Center Span 10.50 ft .....Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type ...Location Truss Joist - MacMillan, MicroLam 1.8E W Bm Wt. Added to Loads ...Length/Deft Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 35.000pcf E 1,800.0ksi Trapezoidal Loads #1 DL @ Left 129.00 #/ft LL @ Left 59.00 #/ft Start Loc 7.500 ft DL @ Right 129.00 #/ft LL @ Right 59.00 #/ft End Loc 10.500 ft Point Loads Live Load 440.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Beam Design OK Span= 10.50ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.326 : 1 Total Load Left Cantilever... ueao Loaa Maximum Moment Deflection 2.9 k -ft Maximum Shear * 1.5 1.9 k Allowable ...Location 8.9 k -ft Allowable ...Length/Deft 5.9 k Max. Positive Moment 2.92 k -ft at 7.476 ft Shear: @ Left 0.41 k Max. Negative Moment -0.00 k -ft at 10.500 ft @ Right 1.27 k Max @ Left Support 0.00 k -ft 0.096 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in Bearing Length Req'd @ Center 0.096in Max. M allow 8.91Reactions... 0.000 in @ Right 0.000in fb 852.99 psi fv 91.46 psi Left DL 0.26 k Max 0.41 k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.80 k Max 1.27 k Deflections Center Span... Dead Load Total Load Left Cantilever... ueao Loaa 1 otal Loaa Deflection -0.064 in -0.103 in Deflection 0.000 in 0.000 in ...Location 5.796 ft 5.838 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,976.2 1,223.46 Right Cantilever... 1.90 k Camber ( using 1.5 * D.L. DO ) ... 6.669 in2 Deflection 0.000 in 0.000 in @ Center 0.096 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.312 in Max. Right Reaction 1.27 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.339 Le 0.000 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.92 k -ft 13.49 in3 2,600.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.61 k 1.90 k Area Required 2.158 in2 6.669 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 0.41 k Bearing Length Req'd 0.312 in Max. Right Reaction 1.27 k Bearing Length Req'd 0.965 in 22-141 50 SHEETS -� 22-142 100 SHEETS �- 22-144 200 SHEETS car S S vo �v � • o 0 1) 4 • W t E �O N � 22-141 50 SHEETS -� 22-142 100 SHEETS �- 22-144 200 SHEETS car (z Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope: Job # Date: 1:09PM, 1 MAR 03 Mr: iWV 04815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Enqineerinq Software \\vaio\d\ec55 dalaWixon.emCalculations Description FB -3 General Information 0.277 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Microl-am: 1.75x11.87 Center Span 7.50 ft .....Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type 1.6 k Truss Joist - MacMillan, MicroLam 1.8E W Bm Wt. Added to Loads 8.9 k -ft Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 35.000pcf E 1,800.0ksl Full Length Uniform Loads Center DL 165.00 #/ft LL 122.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 7.50ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.277 : 1 -0.047 in Deflection 0.000 in 0.000 in ...Location Maximum Moment 3.750 ft ...Length/Deft 2.1 k -ft Maximum Shear * 1.5 1.6 k Allowable 8.9 k -ft D.L. DO ) ... Allowable 0.000 in 5.9 k Max. Positive Moment 2.05 k -ft at 3.750 ft Shear: @ Left 1.10k Max. Negative Moment 0.00 k -ft at 7.500 ft 0.000 in @ Right 1.10k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Ck 21.339 @ Center 0.041 in Max. M allow 8,91 Cf 1.000 Reactions... CI 0.000 @ Right 0.000in fb 599.13 psi fv 79.05 psi Left DL 0.64 k Max 1.10k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.64 k Max 1.10 k Deflections Deflection -0.028 in -0.047 in Deflection 0.000 in 0.000 in ...Location 3.750 ft 3.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,268.0 1,902.82 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.041 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.339 Le 0.000 It Sxx 41.130 in3 Area 20.781 int Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 2.05 k -ft 9.48 in3 2,600.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.64 k 1.64 k Area Required 5.764 in2 5.764 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 1.10 k Bearing Length Req'd 0.834 in Max. Right Reaction 1.10 k Bearing Length Req'd 0.834 in Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title: Dsgnr: Description: Scope : Job # Date: 1:11 PM, 1 MAR 03 Rev: 560000 Page 1 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam ,.."our 1-1 cucorni r c,,.a,.m.i.,,, \\vaio\d\ec55 data\dixon.ecw:Calalations Description F13-4 General information lbs 0.000 ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam: 1.75x11.87 Center Span 9.00 ft .....Lu 0.00 ft Beam Width 1.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 It Member Type Max Stress Ratio Truss Joist - MacMillan, MicroLam 1.8E W Bm Wt. Added to Loads ...Length/Deft Fb Base Allow 2,600.0 psi Load Dur. Factor 1.000 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 35.000pcf E 1,800.0ksi Trapezoidal Loads #1 DL @ Left 87.00 #/ft LL @ Left 27.00 #/ft Start Loc 6.670 ft DL @ Right 87.00 #/ft LL @ Right 27.00 #Ift End Loc 9.000 It Point Loads Live Load 460.0 lbs ...distance 6.670 ft lbs 0.000 ft lbs lbs lbs Itis Itis 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary ueaa t-oag 1001 Joao Deflection Beam Design OK Span= 9.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin -Pin 0.000 in 0.000 in Max Stress Ratio 0.271 : 1 5.004 ft ...Length/Deft Maximum Moment 0.0 2.2 k -ft Maximum Shear' 1.5 1.6 k Allowable 1.60 k 8.9 k -ft Allowable Camber ( using 1.5 • 5.9 k Max. Positive Moment 2.16 k -ft at 6.660 ft Shear: @ Left 0.34 k Max. Negative Moment -0.00 k -ft at 9.000 ft @ Right 1.07 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.051 in Stress Calcs @ Right 0.000in Max. M allow 8.91Reactions... Bending Analysis f i 631.65 psi fv 77.17 psi Left DL 0.21 k Max 0.34k Fb 2,600.00 psi Fv 285.00 psi Right DL 0.67 k Max 1.07 k Deflections 63 Center Span... Dead Load Total Load Left Cantilever... ueaa t-oag 1001 Joao Deflection -0.034 in -0.055 in Deflection 0.000 in 0.000 in ...Location 5.004 ft 5.004 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,204.8 1,969.01 Right Cantilever... 1.60 k Camber ( using 1.5 • D.L. DO ) ... 5.627 in2 Deflection 0.000 in 0.000 in @ Center 0.051 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.260 in Max. Right Reaction 1.07 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.339 Le 0.000 ft Sxx 41.130 in3 Area 20.781 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 2.16 k -ft 9.99 in3 2,600.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,600.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.51 k 1.60 k Area Required 1.799 in2 5.627 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 0.34 k Bearing Length Req'd 0.260 in Max. Right Reaction 1.07 k Bearing Length Req'd 0.815 in I 22-141 50 SHEET, 22-142 100 SHEETS C,'%�AWPA17 22-144 200 SHEETS � w N N n !1 © O t N O p S � Jr. \\ 1 S E � i N t Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description: Scope : Job # Date: 1:14PM, 1 MAR 03 User:K'!Q4815,Ver 5.6.0,2 -Sep -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software \\vaioW1ec55 dataWixon.emCalculations Description FB -5 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm:3.5x11.875 Center Span 6.25 ft .....Lu 0.00 It Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 11.875 in Right Cantilever It .....Lu 0.00 ft Member Type 5.7 k -ft Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 5.5 k Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 481.00 #/ft LL 676.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK. Span= 6.25ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.454 : 1 Deflection -0.017 in -0.041 in Deflection Maximum Moment 0.000 in 5.7 k -ft Maximum Shear " 1.5 5.5 k Allowable 0.0 19.9 k -ft 4,345.3 Allowable Right Cantilever... 12.1 k Max. Positive Moment 5.70 k -ft at 3.125 It Shear: @ Left 3.65 k Max. Negative Moment 0.00 k -ft at 6.250 It 0.0 @ Right 3.65 k Max @ Left Support 0.00 k -ft 1.603 in Max. Right Reaction Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.026 In Max. M allow 19.88Reactions... Bending Analysis @ Right 0.000in fb 831.33 psi fv 131.63 psi Left DL 1.53 k Max 3.65k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.53 k Max 3.65 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.017 in -0.041 in Deflection 0.000 in 0.000 in ...Location 3.125 ft 3.125 ft ...Length/Dell 0.0 0.0 ...Length/Deft 4,345.3 1,828.43 Right Cantilever... 5.47 k Camber ( using 1.5' D.L. DO ) ... 18.865 in2 Deflection 0.000 in 0.000 in @ Center 0.026 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 1.603 in Max. Right Reaction 3.65 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 Cl 0.000 6� Max Moment Sxx Reo'd Allowable fb @ Center 5.70 k -ft 23.58 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3. 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.47 k 5.47 k Area Required 18.865 in2 18.865 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 3.65 k Bearing Length Req'd 1.603 in Max. Right Reaction 3.65 k Bearing Length Req'd 1.603 in 6� us cn us F— LU ww WWLLI T Lo LOQ0 .;oN V va 66 v► I P► wZ pz wi ` ?S/ 3 IZ,SI yrs -I d r✓�.Z P1aQ= �(Z-t- .q 0 .50 p2,0, ,yo .. - q -;z. _ . B w� = Z;,g Z -01G + 9 (.01D) 4— (g.Zf/Z (Dlv)= LA),91= z�iZ� o�� t,�.Z��Zc o.�o� r.SlVr WZ= zl,s�L C O(0) uJ2R�= zl�S�z C OC4)= 66 Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope : Job # Date: 1:41 PM, 1 MAR 03 User:M-0'604815, Ver 5.6.0, 2 -Sep -2002 Multi -Span Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software %Waio\dlec55 dataldixon.emCalalations Description F13-6, F13-7, F13-8 General Information Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Reauirements Timber Member Information Description FB -6 FB -7 FB -6 Span ft 7.25 12.50 15.50 Timber Section P Im: 5.25x1Prllm: 5.25x11Prllm: 5.25x14. Beam Width in 5.250 5.250 5.250 Beam Depth in 11.875 11.875 14.000 End Fixity Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 0.00 Member Type Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 413.00 413.00 413.00 Live Load #/ft 597.00 597.00 597.00 Point#1 Dead Load lbs 1,220.00 Live Load lbs 870.00 @ X It 1.160 Point #2 Dead Load lbs 1,220.00 Live Load lbs 870.00 @ X ft 6.330 Results Mmax @ Cntr in -k 79.6 329.3 364.0 @ X = ft 3.62 6.33 7.75 Max @ Left End in -k 0.0 0.0 0.0 Max @ Right End in -k 0.0 0.0 0.0 fb : Actual psi 645.4 2,669.2 2,122.3 Fb : Allowable psi 2,900.0 2,900.0 2,900.0 Bending OK Bending OK Bending OK Shear @ Left k 3.66 9:24 C7.56� 7.83 Shear @ Right k 3.66 7.83 fv : Actual psi 64.6 200.0 136.3 Fv : Allowable psi 290.0 290.0. 290.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 1.50 4.29 3.20 LL @ Left k 2.16 4.95 4.63 Total @ Left k 3.669:124-, 7.83 DL @ Right k 1.50 3.31 3.20 LL @ Right k 2.16 4.25 4.63 Total @ Right k 3.66 7.56 7.83 Max. Deflection in -0.043 -0.506 -0.546 @ X = It 3.62 6.25 7.76 Query Values Location ft 0.00 0.00 0.00 Moment in -k 0.0 0.0 0.0 Shear k 3.7 9.2 7.8 Deflection in 0.0000 0.0000 0.0000 6__� IA� Fg �9 i 2,�, 1 I z li ,r►� P� ,fit � P w � � Z Gf 0r- kRQ FR �zdLQ= y 6�•F i ,ofo) 4 Gof0) t- (Zi/Z (o�6J oq 9 + f -66, C of G) WIC = 5tzC0(6) 4, 9(16(o) wz = Sf7, (,oyo) 0 Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-0630 fax 530-893-0532 Title : Dsgnr: Description Scope : Job # Date: 1:43PM, 1 MAR 03 Rev: 560000 P General Timber Beam Page 1 ' User: KV7nng ;: 15. Ver 5.6.0, inpp -2002 lr119A'L9nn9 FNFRCAI C Fnninaarinn SnHware \lvaio\d\eL55 dataWixan.ecw:Calculations Description FB -9 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 5.25x11.875 Center Span 14.75 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type DL @ Right Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 196.00 #/ft Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Trapezoidal Loads Dead Load Total Load Max Stress Ratio 0.549 : 1 ! vial L_Uau #1 DL @ Left 211.00 #/ft LL @ Left 196.00 #/ft Start Loc 0.000 ft DL @ Right 211.00 #/ft LL @ Right 196.00 #/ft End Loc 2.000 ft #2 DL @ Left 115.00 #/ft LL @ Left 100.00 #/ft Start Loc 2.000 ft DL @ Right 115.00 #/ft LL @ Right 100.00 #/ft End Loc 8.250 ft #3 DL @ Left 211.00 #/ft LL @ Left 196.00 #/ft Start Loc 8.250 ft DL @ Right 211.00 #/ft LL @ Right 196.00 #/ft End Loc 14.750 ft Point Loads Live Load 570.0 lbs 570.0 lbs 450.0 lbs lbs lbs lbs lbs ...distance 2.000 ft 8.250 ft 11.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft >ummary Beam Design OK Span= 14.75ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin Dead Load Total Load Max Stress Ratio 0.549 : 1 ! vial L_Uau Deflection -0.235 in Maximum Moment 16.4 k -ft Maximum Shear * 1.5 6.7 k Allowable 29.8 k -ft Allowable 0.0 18.1 k Max. Positive Moment 16.38 k -ft at 8.260 ft Shear: @ Left 4.23 k Max. Negative Moment -0.00 k -ft at 14.750 ft @ Right 4.45 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.0 @ Center 0.352in @ Right 0.000in Max. M allow 29.82Reactions... fb 1,592.56 psi fv 107.12 psi Left DL 2.34 k Max 4.23k Fb 2,900.00 psi Fv 290.00 psi Right DL 2.47 k Max 4.45 k Deflections Center Span... Dead Load Total Load Len canuiever... ueau Luau ! vial L_Uau Deflection -0.235 in -0.423 in Deflection 0.000 in 0.000 in ...Location 7.552 ft 7.552 ft ...Length/Deft 0.0 0.0 ...Length/Deft 754.0 418.74 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.352 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Frank M Glazewski - Architect Title: Job # 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 1:43PM, 1 MAR 03 Chico, California 95973 Description: 530-343-4630 Scope fax 530-893-0532 Rev: 560000 Page 2 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software \\vaio\d\ec55 dataMixon.emCalculations Description FB -9 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 16.38 k -ft 67.76 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 6.35 k 6.68 k Area Required 21.903 in2 23.029 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 4.23 k Bearing Length Req'd 1.241 in Max. Right Reaction 4.45 k Bearing Length Req'd 1.305 in --o - - 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS 71 I • ---. 0 vj � O 1 1 PN C C. I N v1 e- A3 r N `J Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 User: KW -0604815. Ver 5.6.0,2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description FB -10 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 1:57PM, 1 MAR 03 Page 1 \\vaio\d\ec55 data\dixon.ecw:Calculations General Information 0.084 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x11.875 Center Span 8.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type ...Location Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads ...Length/Deft Fb Base Allow 2,900.0 psi ` Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 118.00 #/ft LL 30.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 8.50ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.084 : 1 Total Load Left Cantilever... ueaa Loaa Maximum Moment Deflection 1.4 k -ft Maximum Shear " 1.5 1.0 k Allowable ...Location 19.9 k -ft Allowable ...Length/Deft 12.1 k Max. Positive Moment 1.43 k -ft at 4.250 ft Shear. @ Left 0.67 k Max. Negative Moment 0.00 k -ft at 8.500 ft @ Right 0.67 k Max @ Left Support 0.00 k -ft 0.023 in Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft 0.000 in Bearing Length Req'd @ Center 0.023in Max. M allow 19.88Reactions... 0.000 in @ Right O.000in fb 208.30 psi fv 24.25 psi Left DL 0.54 k Max 0.67k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.54 k Max 0.67 k Deflections IZ Center Span... Dead Load Total Load Left Cantilever... ueaa Loaa 1 oral Loaa Deflection -0.015 in -0.019 in Deflection 0.000 in 0.000 in ...Location 4.250 ft 4.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 6,622.4 5,365.79 Right Cantilever... 1.01 k Camber ( using 1.5' D.L. DO ) ... 3.476 in2 Deflection 0.000 in 0.000 in @ Center 0.023 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.295 in Max. Right Reaction 0.67 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 1.43 k -ft 5.91 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.01 k 1.01 k Area Required 3.476 in2 3.476 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.67 k Bearing Length Req'd 0.295 in Max. Right Reaction 0.67 k Bearing Length Req'd 0.295 in q3 Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title: Dsgnr: Description Scope : Job # Date: 2:03PM, 1 MAR 03 Rev: 560000 Page 1 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam ,iii QPrL?nn7 FNFara r. rnninParinn Snfrwnre \\vaio\d\ec55 data\dixon.ecw..Calculations Description FB -11 General Information 130.0 lbs 6.750 ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 5.25x11.875 Center Span 5.25 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever 1.50ft .....Lu 0.00 ft Member Type x Depth = 11.875in, Ends are Pin -Pin Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads Max Stress Ratio Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 97.00 #/ft LL 27.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 97.00 #/ft LL 27.00 #/ft Point Loads Live Load 1,050.0 lbs ...distance 5.250 ft 130.0 lbs 6.750 ft lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft lbs lbs 0.000 ft 0.000ft Summary 1 oral 1-oao Deflection 0.001 in 0.001 in Beam Design OK Span= 5.25ft, Right Cant= 1.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin 3.662 ft 3.985 ft Max Stress Ratio 0.073 : 1 0.0 ...Length/Deft 84,359.8 .Maximum Moment Right Cantilever... -1.2 k -ft Maximum Shear1.5 1.3 k Allowable 29.8 k -ft Allowable -0.003 in 16.1 k Max. Positive Moment 0.13 k -ft at 1.346 ft Shear: @ Left 0.19k Max. Negative Moment -0.94 k -ft at 5.250 ft @ Right 0.87 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support -1.16 k -ft @ Center 0.001 in @ Right 0.004 in Max. M allow 29.82Reactions... fb 112.96 psi fv 21.05 psi Left DL 0.12 k Max 0.19k Fb 2,900.00 psi Fv 290.00 psi Right DL 2.84 k Max 4.18 k !- Deflections Center Span... Dead Load Total Load Left cantilever... ueaa 1-oaa 1 oral 1-oao Deflection 0.001 in 0.001 in Deflection 0.000 in 0.000 in ...Location 3.662 ft 3.985 ft ...Length/Deft 0.0 0.0 ...Length/Deft 84,359.8 124,038.42 Right Cantilever... Camber( using 1.5' D.L. DO ) ... Deflection -0.002 in -0.003 in @ Center 0.001 in ...Length/Deft 14,661.5 10,847.6 @ Left 0.000 in @ Right 0.004 in qIq Frank M Glazewski - Architect Title: Job # 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 2:03PM, 1 MAR 03 Chico, California 95973 Description 530-343-4630 Scope fax 530-893-0532 Rev:560000 user: KW -0604815, Ver 5.6.0,2-Sep-2002General Timber Beam Page 2 (c)1983-2002 ENERCALC Engineering Software \\vaio\d\ec55 data\dixon.ecw.CalculaUons Description FB -11 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 0.94 k -ft 3.87 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 1.16 k -ft 4.81 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.28 k 1.31 k Area Required 0.967 in2 4.526 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.19 k Bearing Length Req'd 0.055 in Max. Right Reaction 4.18 k Bearing Length Req'd 1.224 in 22-141 50 SHEETS 22-142 100 SHEETS �W C_ lVl�'/��d22-144 200 SHEETS Ci tj CIS �1 p O IZ 1 • (" _ i 07 -46 Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope : Job # Date: 2:10PM, 1 MAR 03 User: KW -06°4915, Ver 5.6.0, 2 -Sep -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software \\vai0\d\ec55 daWdixon.emCalculalions Description FB -12 General Information """"""`r0 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 5.25x11.875 Center Span 7.16 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever 1.25ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 0.348 : 1 Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 58.00 #/ft LL 230.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Live Load 1,340.0 lbs lbs lbs lbs lbs lbs lbs ...distance 8.410 ft 0.000 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft O.000ft """"""`r0 Beam Design OK Span= 7.16ft, Right Cant= 1.25ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.348 : 1 Maximum Moment -5.2 k -ft Maximum Shear * 1.5 6.3 k Allowable 29.8 k -ft Allowable 18.1 k Max. Positive Moment 0.57 k -ft at 1.950 ft Shear: @ Left 0.59 k Max. Negative Moment -3.56 k -ft at 7.160 It @ Right 4.20 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support -5.24 k -ft @ Center 0.016in Max. M allow 29.82 Reactions... @ Right 0.019in Ib 509.30 psi fv 101.01 psi Left DL -0.24 k Max 0.59k Fb 2,900.00 psi Fv 290.00 psi Right DL 3.62 k Max 6.02 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.011 in 0.003 in Deflection 0.000 in 0.000 in ...Location 4.303 It 5.580 It ...Length/Deft 0.0 0.0 ...Length/Deft 7,831.9 27,786.90 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection -0.013 in -0.019 in @ Center 0.016 in ...Length/Deft 2,370.3 1,546.7 ' @ Left 0.000 in @ Right 0.019 in -�-4 Frank M Glazewski - Architect Title: Job # 1370 Ridgewood Drive Suite 10 Dsgnr: Date: 2:10PM, 1 MAR 03 Chico, California 95973 Description 530-343-4630 Scope: fax 530-893-0532 Rev: 560000 Pae 2 User: KW -0604815, Ver 5.6.0,2 -Sep -2002 General Timber Beam g (c)1983-2002 ENERCALC Engineering Software \\vaio\d\ec55 data\dixon.emCalculations Description FB -12 Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 3.56 k -ft 14.74 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 5.24 k -ft 21.67 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.88 k 6.30 k Area Required 3.040 in2 21.716 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.59 k Bearing Length Req'd 0.172 in Max. Right Reaction 6.02 k Bearing Length Req'd 1.763 in _ 22-141 22-142 50 SHEETS? 100 SHEETS 22-144 200 SHEETS O J , •1 W N n `.� O N �1 r Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 (c)1983-2002 ENERCALC Engineering Software Description FB -13 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 2:12PM, 1 MAR 03 Page 1 \\vaio\d\ec55 data\dixon.ecw.Calalalions 1-1 General Information 0.307 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x11.875 Center Span 10.25 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type 3.6 k Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 19.9 k -ft Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 235.00 #/ft LL 220.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 10.25ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.307 : 1 Total Load Left Cantilever... ueaa Loaa I oral Loaa Maximum Moment -0.062 in 6.1 k -ft Maximum Shear * 1.5 3.6 k Allowable 5.125 ft 19.9 k -ft 0.0 Allowable ...Length/Deft 12.1 k Max. Positive Moment 6.11 k -ft at 5.125 ft Shear: @ Left 2.38 k Max. Negative Moment 0.00 k -ft at 10.250 ft 0.093 in @ Right 2.38 k Max @ Left Support 0.00 k -ft @ Left 0.000 in Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 0.000 in @ Center 0.093in Stress Calcs @ Right 0.000in Max. M allow 19.88Reactions... Ck 21.298 Le 0.000 ft fb 891.05 psi fv 86.03 psi Left DL 1.26 k Max 2.38k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.26 k Max 2.38 k Deflections Center Span... Dead Load Total Load Left Cantilever... ueaa Loaa I oral Loaa Deflection -0.062 in -0.118 in Deflection 0.000 in 0.000 in ...Location 5.125 ft 5.125 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,973.8 1,040.18 Right Cantilever... 3.58 k Camber ( using 1.5 * D.L. Defl ) ... 12.329 in2 Deflection 0.000 in 0.000 in @ Center 0.093 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 1.048 in Max. Right Reaction 2.38 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 6.11 k -ft 25.27 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.58 k 3.58 k Area Required 12.329 in2 12.329 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.38 k Bearing Length Req'd 1.048 in Max. Right Reaction 2.38 k Bearing Length Req'd 1.048 in Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description FB -14 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 2:13PM, 1 MAR 03 Page 1 \\vaio\d\ec55 datadixon.ecw:Calculalions General Information 0.174 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x11.875 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever It .....Lu 0.00 ft Member Type Allowable Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads ...Length/Deft Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL 235.00 #/ft LL 220.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 6.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.174 : 1 Total Load Lett Cantilever... ueaa Loaa 1001 Loaa Maximum Moment -0.007 in 2.1 k -ft Maximum Shear * 1.5 2.1 k Allowable 3.000 It 19.9 k -ft ...Length/Deft Allowable 0.0 12.1 k Max. Positive Moment 2.09 k -ft at 3.000 ft Shear: @ Left 1.40 k Max. Negative Moment 0.00 k -ft at 6.000 ft @ Center @ Right 1.40 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.011 in Stress Calcs @ Right 0.000in Max. M allow 19.88Reactions... Ck 21.298 fb 305.32 psi fv 50.36 psi Left DL 0.74 k Max 1.40 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.74 k Max 1.40 k Deflections Center Span... Dead Load Total Load Lett Cantilever... ueaa Loaa 1001 Loaa Deflection -0.007 in -0.014 in Deflection 0.000 in 0.000 in ...Location 3.000 It 3.000 It ...Length/Deft 0.0 0.0 ...Length/Deft 9,840.7 5,185.92 Right Cantilever... 2.09 k Camber ( using 1.5 * D.L. Defl ) ... 7.217 in2 Deflection 0.000 in 0.000 in @ Center 0.011 in Bearing @ Supports ...Length/Deft 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.613 in Max. Right Reaction 1.40 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 0.000 It Sm 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 2.09 k -ft 8.66 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.09 k 2.09 k Area Required 7.217 in2 7.217 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.40 k Bearing Length Req'd 0.613 in Max. Right Reaction 1.40 k Bearing Length Req'd 0.613 in 3-S� I z 3 IZ,Zsi `l,� ,JIdQ lqtL (,o(z) t- gC,o(o, + f,331i C,o(o) = 'MW �Jra- [�LIfzC,O1(q) f- (,33/Z0`10) CG p '1'►'ySP .qo� ,-f-z,- fuss Pzou= r-ssK Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 (c)1983.2002 ENERCALC Engineering Software Description F13-15, FB -16 Title : Dsgnr: Description Scope : Multi -Span Timber Beam Job # Date: 2:22PM, 1 MAR 03 Page 1 \\vaio\d\ec55 data\dixon.emCalculations General Information Truss Joist - MacMillan, Parallam 2.0E Fb : Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 290.0 psi Load Duration Factor 1.000 Calculations are designed to 1997 NDS and 1997 UBC Requirements LN Timber Member Information ft Description 0.00 FB -15 FB -16 Span ft 12.25 9.00 Timber Section P Im: 5.25xiPrllm: 5.25x11. Beam Width in 5.250 5.250 Beam Depth in 11.875 11.875 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 181.00 181.00 Live Load #/ft 139.00 139.00 Point#1 Dead Load Itis 1,070.00 1,550.00 Live Load lbs 400.00 620.00 @ X ft 5.330 3.500 Point #2 Dead Load lbs 1,550.00 Live Load lbs 620.00 @ X ft 10.500 Results Mmax @ Cntr in -k 143.7 92.4 @ X = ft 5.39 3.54 Max @ Left End in -k 0.0 0.0 Max @ Right End in -k 0.0 0.0 lb : Actual psi 1,164.6 748.9 Fb : Allowable psi 2,900.0 2,900.0 Bending OK Bending OK Shear @ Left k 3.10 2.77 Shear @ Right k 4.46 2.28 tv : Actual psi 99.1 59.2 Fv : Allowable psi 290.0 290.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 1.93 1.76 LL @ Left k 1.17 1.00 Total @ Left k 3.10 2.77 DL @ Right k 2.90 1.42 LL @ Right k 1.56 0.87 Total @ Right k 4.46 2.28 Max. Deflection in -0.216 -0.069 @ X = ft 6.21 4.32 QueryValues Location ft 0.00 0.00 Moment in -k 0.0 0.0 Shear k 3.1 2.8 Deflection in 0.0000 0.0000 �-- - www (ncn� �r�Q- 7-fz (,ofG, LL, / .rNC-4 CA Lout 0) 0(6 NNN`IZCiO�o/.:..ice Z?-K- N ?- �_Q.��J. N N N -` f i zs/ l-vz k. 3;y3 K Sep- Z "034) -i- o �q Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343.4630 fax 530-893-0532 User: KW -0604815, Ver 5.6.0, 2 -Sep -200 (c)1983-2002 ENERCALC Engineering S Description FB -17 Title : Dsgnr: Description Scope: General Timber Beam Job # Date: 2:30PM, 1 MAR 03 Page 1 \\vaio\d\ec55 data\dixon.emCalculations General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 5.25x11.875 Center Span 4.75 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type DL @ Right Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 216.00 #/ft Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Trapezoidal Loads Dead Load Total Load Lett cantnever... Max Stress Ratio 0.435 #1 DL @ Left 410.00 #/ft LL @ Left 216.00 #/ft Start Loc 0.000 ft DL @ Right 410.00 #/ft LL @ Right 216.00 #/ft End Loc 2.750 ft #2 DL @ Left 585.00 #/ft LL @ Left 396.00 #/ft Start Loc 2.750 ft DL @ Right 585.00 #/ft LL @ Right 396.00 #/ft End Loc 4.750 ft Point Loads Live Load 1,520.0 lbs lbs lbs lbs lbs lbs lbs ...distance 2.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary Beam Design OK Span= 4.75ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin Dead Load Total Load Lett cantnever... Max Stress Ratio 0.435 : 1 -0.014 in -0.020 in Deflection 0.000 in Maximum Moment ...Location 8.5 k -ft Maximum Shear " 1.5 7.9 k Allowable ...Length/Deft 29.8 k -ft 2,859.39 Allowable 18.1 k Max. Positive Moment 8.47 k -ft at 2.755 ft Shear: @ Left 3.97 k Max. Negative Moment -0.00 k -ft at 4.750 ft 0.0 @ Right 5.24 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.021 in @ Right 0.000in Max. M allow 29.82Reactions... fb 823.59 psi fv 126.04 psi Left DL 2.74 k Max 3.97 k Fb 2,900.00 psi Fv 290.00 psi Right DL 3.56 k Max 5.24 k Deflections Center Span... Dead Load Total Load Lett cantnever... veaa Loaa Umi wnu Deflection -0.014 in -0.020 in Deflection 0.000 in 0.000 in ...Location 2.470 ft 2.470 ft ...Length/Deft 0.0 0.0 ...Length/Deft 4,117.0 2,859.39 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.021 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in M Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Rev: 560000 User: t:% 815, Ver 5.6.0, 2 -Sep -2002 Description FB -17 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 2:30PM, 1 MAR 03 Page 2 \\vaio\d\ec55 data\dixon.em:Calculations Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 8.47 k -ft 35.04 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.95 k 7.86 k Area Required 20.519 in2 27.096 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 3.97 k Bearing Length Req'd 1.162 in Max. Right Reaction 5.24 k Bearing Length Req'd 1.535 in Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 (c)19n2002 ENERCALC Engineering Software Description FB -18 Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 2:30PM, 1 MAR 03 Page 1 Nvaiotdtec55 dataWixon.ecw:Calculations General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x11.875 Center Span 9.00 ft .....Lu 0.00 It Beam Width 3.500 in Left Cantilever It .....Lu 0.00 It Beam Depth 11.875 in Right Cantilever It .....Lu 0.00 It Member Type 2.6 k -ft Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads 1.5 Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.000pcf E 2,000.0ksi Full Length Uniform Loads Center DL 191.00 #/ft LL 53.00 #/ft Left Cantilever DL Wit LL #/ft Right Cantilever DL #/ft LL Wit Beam Design OK Span= 9.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Dead Load Total Load Lett cantuever... Max Stress Ratio 0.142 : 1 Deflection -0.030 in -0.038 in Deflection Maximum Moment 0.000 in 2.6 k -ft Maximum Shear " 1.5 1.7 k Allowable ...Length/Defl 19.9 k -ft 2,812.50 Allowable 1.72 k 12.1 k Max. Positive Moment 2.57 k -ft at 4.500 ft Shear. @ Left 1.14k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 1.14 k Max @ Left Support 0.00 k -ft Max. Right Reaction 1.14 k Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft Stress Calcs @ Center 0.046in Bending Analysis @ Right 0.000in Max. M allow 19.88Reactions... Le 0.000 It Sxx 82.259 in3 Area 41.563 in2 fb 375.32 psi fv 41.27 psi Left DL 0.90 k Max 1.14k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.90 k Max 1.14 k Deflections Center Span... Dead Load Total Load Lett cantuever... ueaa Loaa 1 otai wao Deflection -0.030 in -0.038 in Deflection 0.000 in 0.000 in ...Location 4.500 ft 4.500 It ...Length/Deft 0.0 0.0 ...Length/Defl 3,553.7 2,812.50 Right Cantilever... 1.72 k Camber ( using 1.5 D.L. Deft ) ... 5.914 in2 Deflection 0.000 in 0.000 in @ Center 0.046 in Bearing @ Supports ...Length/Defl 0.0 0.0 @ Left 0.000 in Bearing Length Req'd 0.503 in Max. Right Reaction 1.14 k @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Le 0.000 It Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Req'd Allowable fb @ Center 2.57 k -ft 10.65 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.72 k 1.72 k Area Required 5.914 in2 5.914 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.14 k Bearing Length Req'd 0.503 in Max. Right Reaction 1.14 k Bearing Length Req'd 0.503 in 22-141 50 SHE=ETS �22-142 100 SHEETS - QTKIWPAL7' 22-144 2.00 SHEETS iI Frank M Glazewski - Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 Title : Dsgnr: Description Scope : Job # Date: 2:36PM, 1 MAR 03 Rev: 560000 Page 1 User: KW -0604815, Ver 5.6.0, 2 -Sep -2002 General Timber Beam (01983-2002 ENERCALC Engineering Software \\vaio\d\ec55 dataldixon.ecw Calalations Description H-7 General Information ueaa Loao Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 5.25x11.875 Center Span 9.25 ft .....Lu 0.00 ft Beam Width 5.250 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type 4.625 ft ...Length/Deft Truss Joist - MacMillan, Parallam 2.0E Bm Wt Added to Loads 1.5 Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi Wood Density 35.00Opcf E 2,000.0ksi. Full Length Uniform Loads Center DL 446.00 #/ft LL 560.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary , Beam Design OK Span= 9.25ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin ueaa Loao iota! Loaa LBIt Ir411t11CVC1... .... wo. Max Stress Ratio 0.392 : 1 -0.115 in Deflection 0.000 in 0.000 in ...Location Maximum Moment 4.625 ft ...Length/Deft 10.9 k -ft Maximum Shear" 1.5 7.1 k Allowable 29.8 k -ft Camber ( using 1.5 • Allowable Deflection 18.1 k Max. Positive Moment 10.92 k -ft at 4.625 ft Shear: @ Left 4.72 k Max. Negative Moment 0.00 k -ft at 9.250 ft @ Right @ Right 4.72 k Max @ Left Support 0.00 k -ft Stress Calcs Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.078in Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 @ Right 0.000in Max. M allow 29.82Reactions... Max Moment Sxx Redd Allowable fb @ Center fb 1,062.16 psi fv 113.63 psi Left DL 2.13 k Max 4.72k Fb 2,900.00 psi Fv 290.00 psi Right DL 2.13 k Max 4.72 k Deflections Center Span... ueaa Loao iota! Loaa LBIt Ir411t11CVC1... .... wo. I Deflection -0.052 in -0.115 in Deflection 0.000 in 0.000 in ...Location 4.625 ft 4.625 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,141.2 966.95 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.078 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs WEEMENNERM.. - Bending Analysis Ck 21.298 Le 0.000 ft Sxx 123.389 in3 Area 62.344 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Redd Allowable fb @ Center 10.92 k -ft 45.19 in3 2,900.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design :hear 7.08 k 7.08 k Area R: • ::' ed 24.428 in2 24.428 02 Fv: XV.vajle 290.00 psi 290.00 psi Bearing C. Supports Max. Left Reaction 4.72 k Bearing Length Req'd 1.384 in Max. Richt, Reaction 4.72 k Bearing Length Req'd 1.384 in i 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS Q .-A J) n^ 0 �r rt C9 -f- W a Li • � i Q Frank M Glazewski -Architect 1370 Ridgewood Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 4815, Ver 5.6.0.2 -Sep -2002 ENERCALC Engineering Software Description DB -1 General Information Section Mame Prllm: 3.5x11.875 Beam WiG;h 3.500 in Beam Depth 11.875 in Member Type Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam Enid Fixity Pin -Pin Wood 1. ensity 35.000pcf Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 2:36PM, 1 MAR 03 Page 1 \\vaio\d\ec55 data\dixon.emCalalations Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 14.50 ft .....Lu 0.00 ft Left Cantilever ft .....Lu 0.00 ft Right Cantilever ft .....Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL 255.00 #/ft LL 180.00 #/ft LeftCantiluver DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft !mm 1-Y Dead Load Total Load Left Cantilever... Dead LoadTotal oa Beam Design OK 111111111111m. v 11 -0.453 in Deflection 0.000 in 0.000 in :tion 7.250 ft Span= 14.50ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin 0.0 ,•.;ih/Defl Max `tress Ratio 0.588 ; 1 Cambe ; : sing 1.5 * Max:- 'M Moment Deflection 11.7 k -ft Maximum Shear " 1.5 a.8 k '. Towable 0.0 19.9 k -ft Allowable 0.000 in 12.1 k Max. I✓ ,: i' ,e Moment 11.70 k -ft at 7.250 ft Shear: @ Left 3.23 k Max. h.,:0a ve Moment 0.00 k -ft at 14.500 ft @ Right 3.23 k Max C "..e': Support 0.00 k -ft Sxx 82.259 in3 Area Camber: @ Left 0.000 in Max C -.i,,iht Support 0.00 k -ft @ Center 0.405in Sxx Req'd Allowable fb @ Cep @ Right 0.000 in Max. KI'Pow 19.88Reactions... @ Let, .:: ; port 0.00 k -ft 0.00 in3 2,900.00 psi fb -1,706.49 psi fv 116.46 psi Left DL 1.92 k Max 3.23 k Fb :1.900.00 psi Fv 290.00 psi Right DL 1.92 k Max 3.23 k Deflections 9( Center •,,j. ,... Dead Load Total Load Left Cantilever... Dead LoadTotal oa Defle.-i:on -0.270 in -0.453 in Deflection 0.000 in 0.000 in :tion 7.250 ft 7.250 ft ...Length/Deft 0.0 0.0 ,•.;ih/Defl 644.6 383.94 Right Cantilever... Cambe ; : sing 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ 0.405 in ...Length/Deft 0.0 0.0 @ Lei 0.000 in @Ri; ' 0.000 in Stress Calc Bending, n.."ysis Ck 21.298 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Cep 11.70 k -ft 48.40 in3 2,900.00 psi @ Let, .:: ; port 0.00 k -ft 0.00 in3 2,900.00 psi @ Rir: -: -upport 0.00 k -ft 0.00 in3 2,900.00 psi Shear Ar. ,, s i s @ Left Support @ Right Support Design : :ar 4.84 k 4.84 k Area Re . :d 16.691 in2 16.691 in2 Fv: Allo% P:,le 290.00 psi 290.00 psi Bearing(( ' upports Max. Le '.::action 3.23 k Bearing Length Req'd 1.418 in Max. R' .<eaction 3.23 k Bearing Length Req'd 1.418 in Frank M Glaz �wski - Architect 1370 Ridgew( od Drive Suite 10 Chico, California 95973 530-343-4630 fax 530-893-0532 5.6.0, Software Descriptior. DB -2 General Infc.. mation Section Name Prllm: 3.5x11.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type Bm Wt. '`.dded to Loads Load D\!:•. Factor 1.000 Beam End Fixity Pin -Pin Wood Density 35.000pcf Title : Dsgnr: Description : Scope : General Timber Beam Job # Date: 2:37PM, 1 MAR 03 Page 1 \\vaio\d\e65 data\dixon.ecw:Calculalions Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span 8.00 ft .....Lu 0.00 ft Left Cantilever ft .....Lu 0.00 ft Right Cantilever ft .....Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Full Length ;..Iniform Loads Center DL 125.00 #/ft LL 27.00 #/ft Left Can: lever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= t.0011, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.081 : 1 0.000 ft tem Center Sr.. -,n... Dead Load Maxim'.im Moment Left Cantilever... 1.3 k -ft Maximum Shear * 1.5 Aliowable -0.015 in 19.9 k -ft 0.000 in Allowable ... Lot .ation Max. Pos'!ive Moment 1.30 k -ft at 4.000 ft Shear. @ Left Max. Ner.ative Moment 0.00 k -ft at 0.000 It @ Left Support @ Right Max @ I :ft Support 0.00 k -ft Deflection 0.000 in Camber: @ Left Max @ I ight Support 0.00 k -ft ...Length/Dell 0.0 0.0 @ Center 0.000 in Bearing C Supports Right Max. M ahow 19.88@ 0.285 in Reactions... 0.65 k Bearing Length Req'd fb 189.18 psi fv 23.40 psi Left DL 0.54 k Max Fb 2,900.00 psi Fv 290.00 psi Right DL 0.54 k Max Beam Design OK 1.0 k 12.1 k 0.65 k 0.65 k 0.000In 0.019in 0.000 in 0.65k 0.65 k 11 Deflections Ck 21.298 Le 0.000 ft tem Center Sr.. -,n... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflecb.n -0.013 in -0.015 in Deflection 0.000 in 0.000 in ... Lot .ation 4.000 ft 4.000 ft ...Length/Deft 0.0 0.0 ...Le:..th/Deft 7,531.8 6,277.25 Right Cantilever... Shear Anal,, -Isis @ Left Support Camber (:sing 1.5 D.L. Deft ) ... Design S! ear Deflection 0.000 in 0.000 In @ Center 0.019 in 3.354 in2 ...Length/Dell 0.0 0.0 @ Left 0.000 in Bearing C Supports @ Right 0.000 in Bearing Length Req'd 0.285 in M::r.. Ric•.: Reaction 0.65 k Stress Calcs Bending A..:ilysis Ck 21.298 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Cente 1.30 k -ft 5.37 in3 2,900.00 psi @ Left S:;pport 0.00 k -ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,900.00 psi Shear Anal,, -Isis @ Left Support @ Right Support Design S! ear 0.97 k 0.97 k A: -.-.a Rec Jred 3.354 in2 3.354 in2 Fv: Allov, .ole 290.00 psi 290.00 psi Bearing C Supports Max. Let: -reaction 0.65 k Bearing Length Req'd 0.285 in M::r.. Ric•.: Reaction 0.65 k Bearing Length Req'd 0.285 in 22-141 50 SHEETS 4-U Nil 22-142 100 SHEETS C. 22-144 200 SHEETS t C�C co l 1 r G��7, r� r L r W • x ;RAM Advan:File : Column at grid 8.AVW Date: 4/27/2003 Time: 3:31:44 PM Analysis (1st order) Y Z X Def,,' L(2)=0.00300" 52 TUBE 6x6x3 B Condition: w11 =Wind load u - (A9 < 1,36c^ 4( Sw. RAM Advan:File : Column at grid 8.AVW Date: 4/27/2003 Time: 3:31:56 PM Condition: C1=0.75dl+0.75wll Analysis (1st order) Ratio=0.264905 TUBE 6x6x3 6 22-141 50 SHEETS <����® 22-142 100 SHEETS �- 22-144 200 SHEETS. 3i 22-141 ����® 22-142 C.-' 22-144 50 SHEETS 100 SHEETS 200 SHEETS v Co t � x . ON \ O _D u 22-141 50 SHEETS 22-142 100 SHEETS C- 22-144 200 SHEETS 4-1 • 1 , . v. -....r _ ... ... ter.. ..... w .. , ... .. s + File >GIRDER 10:34 AM 4/27/03 ------------------------------------------------------------------------ Rev 6-22-95 Typical floor girder Description >>Typical first floor girder ------------------------------General data ------------------------------ w uniform > .390 kips/ft Support spacing > 7.000 feet Soil brg. cap. > 1.500 ksf Try > 3.500 in. x 7.250 in. girder --------------------------Lumber design values -------------------------- Base values Species Grade Fb Ft FV FC -L Fc -H E DFL NO2 875 575 95 625 1300 1600000 Member width > 3.500 inches Member depth > 7.250 inches Repetitive (y/n)? > n Size factor Cf (apply to Fb) > 1.300 Size factor Cf (apply to Ft) > 1.200 Size factor Cf (apply to Fc IL) > 1.050 Repetitive member factor Cr > 1.000 Adjusted values Species Grade Fb Ft Fv Fc -1- Fc -U E DFL NO2 1137.500 690.000 95.000 625.000 1365.000 1600000 ---------------------------------Summary-------------------------------- S reg > 25.200 in -3 S > 30.661 in -3 <ok> A "req > 21.553 in"2 A > 25.375 in -2 <ok> I > 111.148 in^4 Total load deflection > .118 inches <ok> --------------------------------Footings-------------------------------- Reaction > 2.730 kips Footing size > 16.979 inches square 12.000 inches deep 22-141 50 SHEETS ������� 22-142 100 SHEETS C-" 22-144 200 SHEETS L✓ Cl cl vi Lo + � n cp , L✓ CONC.RW 1bt 12:37 PM --------------------7-----------7--------------------------------------- Rev 11-16-02 Concrete retaining wall 4/27/03 Description >>Retaining wall at porch »3'-0" retained ------------------------------GENERAL DATA ------------------------------ Wall type > -2 -1 => 'Supported -2, => Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING --------------------------------- Wdl minimum > .000 kips/ft Wdl + Wll maximum > 1.215 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge > .000 kcf Total EFP > .030 kcf Surcharge Distance"Surcharge P Comment to wall height ---------------------------------------------- .00.0 3-.0x00 ..0.0.0.feet Input surcharge height > .000 feet Uniform lateral load > .000 ksf Seismic/wind w lateral at 'top cf wall > .60-0 k/ -ft w lateral at bottom of wall > .090 k/ft w lateral at bottom of footing > .120 k/ft -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** -Class of materials > 4 Allowable passive (vert.) > 1.500 Allowable passive (horiz.)> .150 Lateral sliding coeff. > .250 ---Concrete--- f1c > 2.500 ksi fy > 46.000 ksi Es > 29000000psi M > 18.824 Input ksf 1.000 ksf/ft depth .100 .250 -------------------------------WALL DATA -------------------------------- Cantilevered wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 3.000 .300 8.000 4.000 5.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 :000 Segment b*d-2 M Factor Mu Mn As 1 .192.000 .135 1.700 .230 .255 .026 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 1oZ ----------------------------WALL REINFORCING ---------------------------- Segment -1 Horiz. As min. > .240 in"2 pb .031 Vert. As min. > .144 in"2 0.75pb .023 Calculated Asreq.> .026 in"2 Asmax. 1.114 in -2 Vertical Horizontal 44 at 16 in. o.c. #4 at 9 in. o.c. #5 at 18 'in. o.c. 45 at 15 in. o.c. #6 at 18 in. o.c. #6 at 18 in. o.c. #7 at 18 in. o.c. #7 at 18 in. o.c. #8- at '18, in. o.c. #8 at -18 in. o.c. Segment 2 Horiz. As min. > .000 in"2 Vert. As min. > .000 in -2 Calculated As > .000 in -2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. O.C. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at Din. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in -2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. � 03 ------------.-----------------FOOTING DATA ------------------------------ Toe ------- - --- Toe length > .'667' feet Safety factor > 1.021 Heel length > .666 feet Soil pressure > 1.277 Minimum footing length > .000 feet Actual footing length (L) > 2-.0*00 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (-Y/-N) > y Overturning moment (OTM) > .320 ft -kips W Arm Moment ------------------------------------------------------------------------ Wdl min. .000 kips 1.000 feet .000 ft -kips Wdl+Wll 1.215 kips 1.000 feet 1.215 ft -kips Segment -1 .300 'kips -1.0W feet .300 ft -kips Segment 2 .000 kips 1.000 feet .000 ft -kips Segment 3 .000 kips 1.000 feet .000 ft -kips Soil .2,2U- kips -1.667" feet .3-67- ft -kips Ftg .300 kips 1.000 feet .300 ft -kips ------------------------------------------------------------------------ EWdl min> .820- kips EMdi min> .967 ft -kips EWdl+Wll> 2.035 kips EMdl+Mll> 2.182 ft -kips Check safety factor against overturning: EMdi: min . /OTM- > 3-.021 > -1.5 <OK> Eccentricity (e) > .085 feet <A/2-(EM-OTM/EW)> L/6 > .333 feet -L-'- > 2.,745 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.277 ksf <EWtl/A + 6*Wtl*e/A"2> Minimum soil pressure. > .7,58- ksf Mbase > .147 ft-kips/ft ----------------------------HEEL/TOE DESIGN ----------------------------- Heel design ------------------------------------ ----------------------------------- Reinforcing Heel length > .666 feet #4 at 48 in. o.c. M > .07-3 ft -kips 45 at- 48 -in. o-. c-. d > 12...0-0.0. inches #6. at 4.8. in. o..c. As min. > .005 in"2 #7 at 48 in. o.c. ------------------------------------------------------------------------ #8 at 48 in. o.c. Toe design ------------------------------------ ----------------------------------- Reinforcing- Toe length > .667 feet •#4 at 48 in. o.c. Max soil pressure> 1.277 ksf #5 at 48 in. o.c. At face of wall > .967 ksf #6 at 48 in. o -.c. M max... > .2.6.1 f t. -kips. #7 at. 48 in- o -c.... d > 12.000 inches #8 at 48 in. o.c. As min. > .016 in -2 -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As required = Area * .002 As min. > .576 in"2 toy 3 #4 bars 2 #5 bars 2 #6 bars 1 #7 bars 1 #9 bars jos -----------------------------LATERAL SLIDING---------------------------- Rt > ..000 kips/ft Rb > .240 kips/ft Calculate Wdl * friction coefficient: Lateral sliding resistance > .205 kips/ft For class 5 soils: > .008 Lateral sliding resistance> .000 .000 kips/ft Allowable lateral passive pressure > > .150 Consider footing for passive resistance? y Lateral passive pressure provided > .075 kips/ft ------------------------------------------------------ Net resistance provided As min. by footing only > .280 kips/ft Concrete slab at base of wall ? > n at Thickness > .000 inches in. o.c. Width of slab > .000 feet #5 at Resistance provided by slab > .000 kips/ft Total resistance > .280 kips/ft Factor of safety Shear key must provide additional Calculate equivalent depth of key Bearing pressure (p)- / soil weight Equivalent depth of shear key Allowable passive pressure Allowable passive pressure Shear key required depth ksf/ft depth <Footing only> <Footing only> > 1.167 No good! Shear key required! > .080 kips lateral resistance based on overburden: Shear key moment > .008 Shear key thickness > 12.000 d > 6.000 As min. > .001 #4 at 48 in. o.c. #5 at 48 in. o.c. 46 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. > 3.727 feet <Maximum 151> > /2.0 ksf <at base of key> > ksf <at bottom of key> > inches ft -kips N JAP inches LOI inches in"2 CONC_RW I06 12:36 PM ------------------------------------------------------------------------ Rev 11-16-02 Concrete retaining wall 4/27/03 Description >>Retaining wall at porch »5'-0" retained ------------------------------ GENERAL DATA ------------------------------ Wall type > 2 1 => Supported 2 => Cantilevered Lateral load type> 2 1 => Wind/earthquake 2 => Soil pressure Backfill slope > 0 Horizontal 0 Vertical Soil weight > .110 kcf -------------------------------- LOADING ------------- -------------------- Wdl minimum > .000 kips/ft Wdl + Wll maximum > 1.215 kips/ft Equivalent fluid pressure > .030 kcf Sloping backfill surcharge > .000 kcf Total EFP > .030 kcf Surcharge Distance Surcharge P Comment to wall height --------------------------------------------- .000 3.000 .000 feet Input surcharge height > .000 feet Uniform lateral load > .000 ksf Seismic/wind w lateral at top of wall > .000 k/ft w lateral at bottom of wall > .150 k/ft- w lateral at bottom of footing > .180 k/ft -----------------------ALLOWABLE DESIGN STRESSES ------------------------ ***Soil*** Class of materials > 4 Allowable passive (vert.) > 1.500 Allowable passive (horiz.)> .150 Lateral sliding coeff. > .250 ---Concrete--- f' c > 2.500- ksi fy > 40.000 ksi Es > 29000000psi m > 18.824 Input ksf 1.000 ksf/ft depth .100 .250 -------------------------------WALL DATA ------------- wall may use varying thickness segments Segment wdl Actual t Actual d Max. d 1 .000 to 5.000 .500 8.000 4.000 5.500 2 .000 to .000 .000 .000 .000 .000 3 .000 to .000 .000 .000 .000 .0.00 Segment b*d"2 M Factor Mu Mn As 1 192.000 .625 1.700 1.063 1.181 .120 2 .000 .000 1.700 .000 .000 .000 3 .000 .000 1.700 .000 .000 .000 (b�- ----------------------------WALL.REINFORCING---------------- Segment 1 Horiz. As min. > .240 in -2 pb .031 Vert. As min. > .144 in -2 0.75pb .023 Calculated Asreq.> .120 in -2 Asmax. 1.114 in -2 Vertical Horizontal #4 at 16 in. o.c. #4 at 9 in. o.c. #5 at 18 in. o.c. #5 at 15 in. o.c. #6 at 18 in. o.c.. #6 at 18 in. o.c. #7 at 18 in. o..c. #7 at 18 in.. o.c. #8 at 18 in. o.c. #8 at 18 in. o.c. Segment 2 Horiz. As min. > .000 in''2 Vert. As min. > .000 in"2 Calculated As > .000 in"2 Vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. Segment 3 Horiz. As min. > .000 in"2 Vert. As min. > .000 W2 Calculated As > .000 in"2 vertical Horizontal #4 at 0 in. o.c. #4 at 0 in. o.c. #5 at 0 in. o.c. #5 at 0 in. o.c. #6 at 0 in. o.c. #6 at 0 in. o.c. #7 at 0 in. o.c. #7 at 0 in. o.c. #8 at 0 in. o.c. #8 at 0 in. o.c. l�Ib ------------------------------FOOTING DATA ------------------------------- Toe length > 1.160 feet Safety factor > 1.867 Heel length > .673 feet Soil pressure > 1.296 Minimum footing.length > .000 feet Actual footing length (L) > 2.500 feet Footing depth > 12.000 inches ----------------------OVERTURNING AND SOIL PRESSURE --------------------- Consider ftg depth for gross OTM and sliding ? (Y/N) > y Overturning moment (OTM) > 1.080 ft -kips W Arm. Moment ------------------------------------------------------------------------ Wdl min. .000 kips 1.493 feet .000 ft -kips Wdl+Wll 1.21.5 kips 1.493 feet 1.814 ft -kips Segment 1 .500 kips 1.493 feet .747 ft -kips Segment 2 .000 kips 1.493 feet .000 ft -kips Segment 3 .000 kips 1.493 feet .000 ft -kips Soil .370 kips 2.163 feet .801 ft -kips Ftg .375 kips 1.250 feet .469 ft -kips EWdl min> 1.245 kips 48 EMdl min> 2.017 ft -kips EWdl+Wll> 2.460 kips in^2 EMdl+Mll> 3.831 ft -kips Check safety factor against overturning:. EMdl min./OTM > 1.867 > 1.5 <OK> Eccentricity (e) > .132 feet <A/2-(EM-OTM/EW)> L/6 > ,417 feet L' > 3.354 feet <3*L/2-e> Resultant within middle third of footing Maximum soil pressure > 1.296 ksf <EWtl/A + 6*Wtl*e/A-2> Minimum soil pressure > .673 ksf Mbase > .756 ft-kips/ft ----------------------------HEEL/TOE DESIGN ----------------------------- Heel design Heel length > .673 feet M > .125 ft -kips d > 12.000 inches - As -min. > -0.08 in -2 Reinforcing #4 at 48 in. o.c. #5 at 48 in, o.c. #6 at 48 in. o.c. #7 at 48 in. o.c. #8 at 48 in. o.c. ------------------------------------------------- Toe design I Reinforcing Toe length > 1.160. feet #4 at 48 in. o.c. Max soil pressure> 1.296 ksf #5 at 48 in. o.c. At face of wall > .848 ksf #6: at 48- in. o.c.. M max. > .771 ft -kips #7 at 4.8 in, o -_e_ d > 12.000 inches #8 at 48 in. o.c. As min. > .049 in^2 -------------------LONGITUDINAL FOOTING REINFORCEMENT ------------------- As required = Area * .002 As min. > .720 in -2 a #4 bars #5 bars #6 bars #7 bars #8 -bars 11 ------------- ------LATERAL SLIDING ---------------------------- Rt > :000. 'kips/It Rb > .540 kips/ft Calculate Wdl * friction coefficient: Lateral sliding resistance > .311 kips/ft For class 5 soils: > .779 ksf Lateral sliding resistance> .000 .000 kips/ft Allowable lateral passive pressure 12.000 > :150* Consider footing for passive resistance? y Lateral passive pressure provided > .075 kips/ft ------------------------------------------------------ Net resistance provided As min. by footing only > .386 kips/ft Concrete slab at base of wall ? > n 48 Thickness > .000 inches o.c. Width of slab > .000 feet #5 at 48 Resistance provided by slab > .000 kips/ft ------------------------------------------------------ 'dotal resistance > .386 kips/ft Factor of safety Shear key must provide additional Calculate equivalent depth of key Bearing pressure (p) / soil weight Equivalent depth of shear key Allowable passive pressure Allowable passive pressure Shear key required depth ksf/It depth <Footing only> <Footing only> > .715 No good! Shear key required! > .424 kips lateral resistance based on overburden: > 4.528 feet > .679 ksf > .779 ksf > 8.000 inches <Maximum 151> <at base of key> <at bottom of key> Shear key moment > .166 ft -kips Shear key thickness > 12.000 inches d > 6.000 inches As min. > .021 in -2 -94 at 48 in. o.c. #5 at 48 in. o.c. #6 at. 48 in. o.c. 47 at 48 in. o.c. #8 at ----------------------------------------------------=------------------- 48 in. o.c. 22-141 22-142 50 SHEETS 100 SHEETS ���®, �— 22-144 200 SHEETS Cl- VN47c \p, oe c►�Q, 74 ° �-u+ 0-1w l a•, 43% 0 - -I r Ir �. Nu r r, o �� Nw ® p 61 � � s c o ((3 h )l no V5 Sesrnic fract= rs for structure199 B Static lateral force procedure per UBC 1630: Seismic zone 3 Z = 0.300 Importance factor System description: (Table 16-N) 1 a. Wood structural panel walls... R 5.500 Numerical coefficient f2o 2.800 Seismic force overstrength factor h� t r Q 0 feet Input C, from table 16-R: Input Nv from table 16-T: C Nv Input Ca from table 16-Q: Ca Calculate numerical coefficient CT: Building frame system: wood framed and all other buildings CT 0.020 For all structures, the value T may be approximated from the following formula: T = CT (h,)314 0.19 sec. (30-8) The total design base shear shall be determined per UBC 1630.2: V = y Cv * I ) / ( R * T )] x W = 0.52 W (30-4) The total design base shear need not exceed the following: V=(2.5*Ca*I)IR x W = 0.164 W (30-5) The total design base shear shall not be less than the following: V=0.11 * Ca * I x W = 0.040 W (30-6) For seismic zone 4, the total base shear shall also be not less than the following: V=(0.8xZxNvxl)IR (W)= 0.044 W F' F 0.164 W Design factor for structure Exposure; B Importance factor; Basic wind speed; 79.00 mph q, pxf Roof pitch; in 12 un8|o 45.00 degrees PRIWARY FRAMES AND WALLS Windward walls; Leeward walls; Total wall; ROOF Wind perpendicular to ridge: Leeward mflat roof; Windward roof: Slope 9:12 to 12:12 SYSTEMS | 0.01250U3% 0D48 Inward 4 ` Direction 0.0117 0.01255 00132 0.0146 Outward Partially enclosed structures; O8144 0.0155 0.0167 0.0176 0.0195 Outward Parapet walls; 0.0117 0.0128 0.0136 0.0143 0.002 0.000 0.0084 0.0088 0.0097 Inward 0.0046 0.0049 0.0062 0.0055 0.0061 Outward 0.0117 0.0126 0.0136 0.0143 0.0158 0.0063 0.0068 0.0073 0.0077 0.0085 Outward 0.0036 0.0039 0.0042 0.0044 0.0049 Inward Roof total; 0.0099 0.0107 0.0115 00121 0.0134 Wind parallel to ridge and flat roofs 0.0063 0.0068 0.0073 0.0077 0.0085 Outward ELEMENTS AND COMPONENTS (Not inareas nfdiscontinuity) WALL ELEMENTS All structures; 0.01080U17 0.01250U3% 0D48 Inward Enclosed and unenclosed structures; 0.0108 0.0117 0.01255 00132 0.0146 Outward Partially enclosed structures; O8144 0.0155 0.0167 0.0176 0.0195 Outward Parapet walls; 0.0117 0.0128 0.0136 0.0143 0.0158 Om0n ROOF Enclosed and unenclosed structures; Slope <71%;O.O117 0.0126 0.0136 0.0148 0.0150 Outward Slope 712ho1212; O8117 0.0128 0.0136 0.0143 0.0168 Ou�n Sbpn^i31%; Uoo wo|| xo|ueo Partially enclosed structures; ����1� 0153 0.0165 0177 00187 0.0207 Outward Slope 2:12 to 7:12; 00144 00155 00167 00176 0.0195 Outward Slope 212hm712; 0.0072 0.0078 0.0084 0.0088 0.0097 Inward Slope > 7:12to12:12; 0.0153 0.0165 0.0177 0187 0.0207 Outfin Slope ^1212; Use wall values ELEMENTS AND COMPONENTS ' 8nomaxofdisoonhnuitino Wall corners; 0035 0.046 00157 00185 00183 Outward 0.0108 0.0117 0.0125 0.0132 0.0146 Inward Roof eaves, rakes mridges without nvamonyn Slope <2:12 0.0207 0.0223 0.0240 0.0253 0.0280 Upward Slope 212ho712O8234 0.0253 0.0271 0.0287 0.0317 OutwardS|opo>71%ho1213 O�O144 0.0155 0.0167 0.0176 0.0185 Outward For slopes less than 212 MY. 22-141 50 SHEETS 22-142 100 SHEETS (�IWPA17* 22-144 200 SHEETS 73 —0 1 j- 70 4- -C 'C5 Alp. its Lolk MY. 22-141 50 SHEETS ���� 22-142 100 SHEETS C.AWP A,7,> 22-144 200 SHEETS � N V � "'D ti O N W ' �• N �o 22-141 50 SHEETS 'Alp 22-142 100 SHEETS C9"A'A4PAD' 22-144 200 SHEETS X - C4 I + 4- 71 10 X - C4 2.2-141 50 SHEETS - - 22-142 100 SHEETS -���®, -.` 22-144 200 SHEETS '^- 0 ^ • W o^ �; �o O �j N r 4-jp v1 J ' 1 .. 1 d £ 22-141 50 SHEETS 1' 22-142 100 SHEETS &.A�MPA®` 22-144 200 SHEETS V -N 4 'A \` I + + -0 VI N W s 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS t oi �n O ' C -Y N N f �t + d �� v! cam• Gl � o ' o — � N zo qt^. L7 ya 22-141 50 SHEETS r 22-142 100 SHEETS AN�f 22-144 200 SHEETS A 71 a ' r n mix VJ 'off . L - `� rd -�•_ k • • _oma _ 22-141 22-142 50 SHEETS 100 SHEETS - ����®0 L" 22-144 200 SHEETS N . to ;. i '-7�Q.� z_. 1 iF ! 22-141 50 SHEETS � 1-W 22-142 100 SHEETS (--' 22-144 200 SHEETS -S) w W A"4 + N, r1 O �I ll i l� N • uU-1w LU uw u ryr 00 0 L:oc, '- N rNCt N N N N N, tlla v Sel3 m(cl ?a we &Ti I I �I 1A11 3L" olf v) 22 . x (016 +,.o 10 , 16 `i = . b j(,, E � R3 = .L?9 / Fc, = 1.31 ✓ wUjLU � LU U Coco G9 LO Co 0 r C1; n; c' j rark (q) .Setsv K east WQST i [3,s` y� Pi ,,rr LowN `�,Z, l,3 �1 too( Itl t,J vs wZ . IS� olio 4-,0IS>. A64 = ,o w3= fS(,o{(ol ,16q = ,031wl` c,.jq 28.� ol6/+,oro) w� = 5z(,0lZ+,00V +,oro) CA P1 = C3�9 (zo) + ,�I�. Oli) ,(6'y = .(,6z K {Zt= .25�✓ 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS cA ', N c9n N i , N w N 7s o N p i d�ar� ®Se,s►��c east caesri 29� p � I 3 q LUWLU W W W =s crUlLo coo a W1= Z-6(.D�C�4-%0(2),k/' -a C, o (6) Gf o olb , _ 22-141 50 SHEETS 22-142 100 SHEETS Q� PAL7' T_2-144 200 SHEETS C N S co C-v, \1 � I n O ai 6� 7` = s o o • a - C N S co C-v, \1 � I 22-141 50 SHEETS �����, 22-142 100 SHEETS ( 22-144 200 SHEETS O ± -Y 0 � N � N �y u r G N TT V1 -e o -- ;s - a - W c �VPo/YI���" 22-141 50 SHEETS 22-142 100 SHEETS 22-144 200 SHEETS � s ZA 0 0; 22-141 50 SHEETS f) PA17 22-142 100 SHEETS �— 22-144 200 SHEETS s •W LO -C ol ® 07", 7 O � x H -.o ON Mark Description 1 318" cdx plywood with 8d nails at 6",12" o.c. 2 318" cdx plywood with 8d nails at 4",12" o.c. I 3 318" cdx plywood with 8d nails at 3",12" o.c. I 4 1/2" cdx plywood with 10d nails at 6",12" o.c. 5 1/2" cdx plywood with 10d nails at 4", 12" o.c. I 6 112" cdx plywood with 10d nails at 3",12" o.c. I 7 518" T-1-11 plywood nailed with 8d nails at 6",12" o.c. 8 5/8" T-1-11 plywood nailed with 8d nails at 4",12" o.c. 9 518" T-1-11 plywood nailed with 8d nails at 3",12" o.c. 10 1/2" gypsum board nailed with 5d nails at 7" o.c. max. 11 518" gypsum board nailed with 6d nails at 7" o.c. max. 12 7/8" 3 coat portland cement plaster. No. 11 GA., 1-1/2" long, 7116" head or No, 16 GA. Staple, 718" legs at 6" O/C max. Commons BQx nails .HA DF EDF 0.213 0.260 0.164 0.200 0.312 0.380 0.240 0.293 0.402 0.490 0.309 0.377 0.254 0.310 0.196 0.239 0.212 0.460 0.163 0.354 0.360 0.600 0.277 0.462 0.131 0.160 0.101 0.123 0.197 0.240 0.152 0.185 0.254 0.310 0.196 0.239 Footnotes: 1 Foundation sill plates and all framing receiving edge nailing from abutting panels shall not be less than a single 3 -inch nominal member. In shear walls where the total wall design shear does not exceed 600plf, a single 2 -inch nominal sill plate may be used, provided anchor bolts are designed for a load capacity of 50 percent or less of the allowable capacity and bolts have a minimum of 2 -inch by 2 -inch by 3/16 -inch plate washers. Plywood joint and sill plate nailing shall be staggered in all cases. V3� Wall line analysis Shearwall Summary Description; 0i 16 n're i J6 - d ,ence Level;Upppr Line; P lateral 2.190 kips Total wall length; 12.500 feet Wall framing species; FIF Shearwall; Description; Mark v cap Side 1; 3/8" cdx plywood with Eld nails at 4", 12" O.C. X1 V 0.312 kips/ft Side 2; None 13 0.000 kips/ft Shearwall v; 0.175 kips/ft OkI v allow; 0.312 kips/ft If user -defined SW used; .0 ft V allow 00, kips/ Description; Sill nailing; Applicable? 0.134 = 0.765 feet 16d sinker good for 0.134 kips/each 0.175 16d - nails. 6t -9.1 inches o.c. at SW Anchor bolts; [--] Applicable? Design v 0.175 kips/ft Ej 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 4.167 feet 0.175 1/2" dia. good for 0.730 kips/each , t-* V2" diii-'aii inches o.c.,max. Blocking/top plate; [21 Applicable? Connector A3s 0.450 kips/each Length of attachment; 1feet Design v; 0.078 kips/ft Connectors .48 inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.175 kips/ft A35at.0 incheso.c..max: Page 1 M Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Upper Line C V1 v, V2 v2 V3 v3 V4 v4 Segment Desc. Wall I Opening 2.19 0.08 Force 12.50 w 12.50 Y 6.50 o 6.50 y : 1.212 9.00 'o 9.00 y, 0.704 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 12.50 15.50 Maximum collector force; 1.212 kips -/ 16d nail good for; 0.115 kips/each Splice; 't 16d nails, where used Page 1 �1� Stability details Wall stability Level Upper Line C v 0.175 kips/ft Assembly dead loads; Design controlled by; Roof; .0.014 ksf Wind`; Floor, 0.01.1 ksf Dead load reduction factor; Wall; 0:0,10 ksf 0.667 Shearwall Dead load trib. Lengths .. s v 00 x CD JE.V �O 2 Y E O Y O Holdown O 2 > D: LL Ci O N O 12.50 9:00 9.00 2.00 0.118 19.7 6.1 `-12.00 1.30 ? 1.30 CS1612-2x6 Page 1 139 Wall line analysis Shearwall Summary 77-1 Description; Dixon deince, 1 7.71 Level; �-'Upper Line; P lateral 3.580 kips :^". Total wall length; 22.000 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; INone 13 0.000 kips/ft Shearwall v; 0.163 kips/ft OkI v allow; 0.213 kips/ft If user -defined SW used; Description; V allow kips/ft Sill nailing; Applicable? 0.134 = 0.823 feet 16d sinker good for 0.134 kips/each " 0.163Halls heso c at SW,' Anchor bolts; El Applicable? Design v 0.163 kips/ft ❑ 3 x Sill plate? F1 Double anchor bolts? 0.730 = 4.486 feet 0.163 1/2" dia. good for 0.730 kips/each �dia;., at., 0.. .,in6es O.d. max' Blocking/top plate; Q Applicable? Connector A35 0.450 kips/each Length of attachment; 1=f22M5 �-,V,-Ifeet Design v; 0.159 kips/ft An6li&s.; dl,M-666fs, -/14,, - oz,max. Connectors at rim joist to mudsill/cripple wall top plate; El Applicable? v 0.163 kips/ft A fl., " ":, I 4 - ...Jnche&o.c: max. Page 1 Line geometry Shearwall summary Line geometry and collector forces Level Upper Dixon residence Line D V1 v, V2 v2 V3 v3 V4 v4 Desc. I Wall I Opening 3:56, 1 010 1 Force .Segment...' 10.00 "; o. 10.00 5.50, , . 0 5.50 , y -0.955 22.00~ " w4f 22.00 ; y �' -1.480 •'ii r.i ,^{ moi. c. ,�_. • j... _. [i �s,-,.vel �- �, Total lengths Maximum collector force; 16d nail good for; 15.50 1.480 kips 0.115 kips/each Splice; 16d nails, where used A"OL,I Page 1 190 CD NJ o -Lengtri of shearwall cn C> � CD a� 4aQCO o Height � o Wall (ft) n 0 CD 0 M CL N CD Roof (ft.) S. o Cr Crr- CO (D O Floor (ft. N t W dl 0 co CD (kips/ft) O.T.M. N N (ft -kips) D.L.R.M. v' (ft -kips) N Length v, between 0 -� Tie force 0 cn (kips) Tie from above (kips) J o P total (kips) r N O W N O_ N C' O y CD Q �-nx�z a� o o a CD a O M CL Cn CDD CD c CD 1 000 �- ��� 0 s- � CD o 4aQCO � w CL CD C_ O N CD S'. a o Cr CO C) O v t 0 s- � CD o 4aQCO � w CL C_ O N CD S'. a o Cr C) C) O Cn a a CD N N a lgti Wall line analysis Shearwall Summary Description; Dixon residence Level; Upper Line; P lateral 3.740 kips Total wall length; 8.830 feet Wall framing species; DFL Shearwall; Description; Mark v cap Side 1;3 0.490 kips/ft Side 2; 13 0.000 kips/ft 3/8" cdx plywood with 8d nails at 3", 12" o.c. � None � Shearwall v; 0.424 kips/ft Oki v allow; 0.490 kips/ft If user -defined SW used; Description; v allow 0.000 kips/ft Sill nailing; Applicable? 0.154 = 0.364 feet 16d sinker good for 0.154 kips/each 0.424 ;16d nalls:at 4 : inches o c at,sW: Anchor bolts; ❑ Applicable? Design V = kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.820 = 1.936 feet 0.424 1/2" dia. good for 0.820 kips/each '.112" dib, at D - inches o c max - ; Applicable? Connector I A35 0.450 kips/each Length of attachment; 8.83 feet Design v; 0.424 kips/ft 12� Connectors_ inches o c::.max.. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.424 kips/ft A35 at-->• 0 Inches OXOIOOXI. Page 1 [N3 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Upper Line F V1 v, V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening - 3.74 0.13 Force 10.50 o 10.50 y 9.00 0 9.00 y -1.386 8.83 w 8.83 y -2.574 0.000 0.000 0.000 0.000 0.000 - 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 8.83 19.50 Maximum collector force; 2.574 kips 16d nail good for; 0.132 kips/each Splice;//211 16d nails, where used 4,fj. Page 1 N CD 3 Cr NT ;u < 00 00 C. 1 CD O. O o. cn CD CD C .a -a CD N Lengtn OT cn coo' r o.o bo shearwallID _s (D Pr C C C o Height oWall o.. (n.) rZ r N o Roof r_ r`CD Floor x SAY •Y ��r•a :1 y >"� �,R !f^ji ���� W dl CO (kips/ft) O.T.M. w 4 (ft -kips) D.L.R.M. 4, (ft -kips) _Length w 4w, ic. • w between y3 w Tie force CO (kips) 4 �Y t Tie from above (kips) P total (kips) CD N CO W = N O Q X O O N CD 3 Cr NT ;u < 00 00 C. 1 CD O. O o. cn CD CD C .a -a CD N o 0 g 0 �: N V 0. iZ 00" C) a 0 a o C CD n tZ O O .a 0 0 N A Cn Cr d _Q d C E Cn coo' r o.o o _s (D Pr C C C o 0 g 0 �: N V 0. iZ 00" C) a 0 a o C CD n tZ O O .a 0 0 N A Cn Cr d _Q d C E Cn Wall line analysis Shearwall Summary Description; Dixon residence. Level; Upper Line; P lateral 2.660 kips Total wall length; 13.000 feet Wall framing species; HF IV Shearwall; Side 1; Side 2; DescriDtion: 3/8" cdx plywood with 8d nails at 6", 12" o.c. 0.655 feet None 0.134 kips/each Mark v cap 1 0.213 kips/ft 13 0.000 kips/ft Shearwall v; 0.205 kips/ft Okl v allow; 0.213 kips/ft If user -defined SW used; Description; :.i .y r v allow 0.000 kips/ft Sill nailing; Applicable? 0.134 = 0.655 feet 16d sinker good for 0.134 kips/each 0.205 16d nails at> ; 7 Inchb&o c:.,at SW.. Anchor bolts; ❑ Applicable? Design v 0.205 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 3.568 feet 0.205 1/2" dia. good for 0.730 kips/each inches o.c. max. L✓J Applicable? Connector I A35 0.450 kips/each Length of attachment; J.", 18.00 feet Design v; 0.148 kips/ft ,36 e' Conliectors 3`l inches o c.'maz. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.205 kips/ft A35 at;. 0: inches o.c. max, Page 1 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Upper Line G V1 v, V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening 2.66 0.09 Force 11.00 0 11.00 y 4.75 0 4.75 y -1.018 1.3.00 w 13.00 y; -1.457 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 13.00 15.75 Maximum collector force; 1.457 kips 16d nail good for, 0.115 kips/each Splice; 16d nails, where used �,16d ok w/ JA&I Page 1 i4�:Y Stability details 0 0 Wall stability Level Upper Line G v 0.205 kips/ft Assembly dead loads; Design controlled by; Roof; 0.014' ksf lWind Floor; 0.011", ksf Dead load reduction factor; Wall; 0.010:_ ksf 0.667 Shearwall IDead load trib. Lengths -i 0 _ v Cu c o S ,- IF V Y v O 4)> x CuCu CL 43:00 '',9-.00:, 5.0a. °', 2.00 :. 0.118 23.9 6.7 12.50 1.56 1.56 HTT16/2-2x6 Page 1 fqb Wall line analysis Shearwall Summary Description; Dixon residence Level; Upper Line; �.4,.1': P lateral 0.960 kips Total wall length; 9.160 feet Wall framing species; HF Shearwall; Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. Side 2; None Mark v cap 1 0.213 kips/ft 13 0.000 kips/ft Shearwall v; 0.105 kips/ft Okl v allow; 0.213 kips/ft If user -defined SW used; Description; v allow 0.000 kips/ft Sill nailing; ❑Q Applicable? 0.134 = 1.279 feet 16d sinker good for 0.134 kips/each 0.105 1,6d nailsat 15 inches oc. at SW Anchor bolts; ❑ Applicable? Design v 0.105 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 6.965 feet 0.105 1/2" dia. good for 0.730 kips/each X112" dla. at A inches o.d. max. 0 Applicable? Connector I A35 Iw 0.450 kips/each Length of attachment; -;21:. :' feet -,A; Design v; 0.046 kips/ft Connectors': 48 inches o.c. max. Connectors at rim joist to mudsilllcripple wall top plate; ❑ Applicable? v 0.105 kips/ft A35 at.'. `.0 inches o.c. max. Page 1 NI Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Upper Line 4.1 V1 v, V2 v2 V3 v3 V4 v4 Segment r;Desc:, Wall I Opening [,10.96-1 0.05 Force "916" , w-- 9.16 yt_ 7 00 o 7.00 y'z 0.544 5.00 .. 0 5.00 y - - 0.227 0.000 0.000 0.000 0.000 t 0.000 0.000 0.000 0.000 . 0.000 0.000 0.000 0.000 0.000 j_ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 k• F E 0.000 Total lengths 9.16 12.00 Maximum collector force; 0.544 kips 16d nail good for, 0.115 kips/each Splice; 5 16d nails, where used Page 1 .D CO CO CU CD CrCD T x �< 0 77 0 o ,_„ 0) CL 0 M O_ CD CD C -o -p CD Length OT cn shearwall 0 0 o r 0 o co Height �• CD CO Wall . o CL Roof (ft.) Cr C> r Floor O ft CD cO =r N o W dl Na (kips/ft) O.T.M. 4 (ft -kips) D.L.R.M. c (ft -kips) Length CO between rn o Tie force N CD (kips) Tie from above (kips) oP total (kips) z 0 cn' cn = o C3 - CL a CD CrCD T x �< 0 77 0 o ,_„ 0) CL 0 M O_ CD CD C -o -p CD op&y0 CD p N y' CR 0 0- 3 C.0 A � O. o. o c rn CL o' o Cr n 0 O O W A 0 0 o r 0 o co �• Co N N y op&y0 CD p N y' CR 0 0- 3 C.0 A � O. o. o c rn CL o' o Cr n 0 O O W A 61 Wall line analysis Shearwall Summary Description; D- on residence=, r;` Level; �pper Line; ,•' 42 P lateral 3.380 kips Total wall length; 24.250 feet Wall framing species; HF Shearwall; Side 1; 3/8" cd)( plywood with 8d nails at 6", 12" o.c. Side 2; 1 None Mark v cap 1 0.213 kips/ft 13 0.000 kips/ft Shearwall v; 0.139 kips/ft Okl v allow; 0.213 kips/ft If user -defined SW used; Description; v allow ;.0.000 kips/ft Sill nailing; Applicable? 0.134 = 0.961 feet 16d sinker good for 0.134 kips/each 0.139 1lid nails at 11 :inches ox. at SW Anchor bolts; ❑ Applicable? Design v 0.139 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 5.237 feet 0.139 112" dia. good for 0.730 kips/each 112° dia. at 0, inches o.c. max.: Blocking/top plate; Q Applicable? Connector A35 0.450 kips/each Length of attachment; 2425 - Ifeet Design v; 0.139 kips/ft / Connectors 39 inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.139 kips/ft A35 ate Oy inches o.c. max,. Page 1 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Upper Line 4.2 V1 v, V2 v2 V3 v3 V4 v4 Segment; : Desc., Wall Opening3:38y 0.06 .: ;,, Force 9.00 o 9.00 5.00 0 5.00?y '` -0.522 24.25 w 24.25 : y f - -0.812 20.00 o 20.00y =« J 1.161 fr.{ Iry lr.v Total lengths 24.25 34.00 Maximum collector force; 1.161 kips 16d nail good for; 0.115 kips/each Splice; Page 1 10 16d nails, where used 0 - Wall stability Level Upper Line 4.2 Assembly dead loads; Roof, 0 014 ksf Floor, ksf Wall; ksf X53 Stability details 0.139 kips/ft Design controlled by; Dead load reduction factor; 0.900 Shearwall Dead load trib. Lengths O cc Ci CL CD !t CO 0 0 0 2L 3: �- , LI CL :2 M r- Ca Holdown a) Lto CD 'Z 3: 0 0 — !�! Cj !!� (D a) a LD a) ON P CL Ca 24125 9., 0.216 30.4 57.2 J 0.89 No ties .0 -0.89 required - % F 'r T51 Page 1 i5q Wall line analysis Shearwall Summary Description; Dix o*n*:residence: Level; Upper Line; 43 P lateral 0.730 kips Total wall length; 9.750 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; None 13 0.000 kips/ft Shearwall v; 0.075 kips/ft Oki v allow; 0.213 kips/ft If user -defined SW used; Description; F777 V allow UOO',--", kips/ft Sill nailing; [21 Applicable? 0.134 = 1.790 feet 16d sinker good for 0.134 kips/each 0.075 s at rci4s o..c. at 8W Anchor bolts; El Applicable? Design v 0.075 kips/ft El 3 x Sill plate? F1 Double anchor bolts? 0.730 = 9.750 feet 0.075 1/2" dia. good for 0.730 kips/each s112" dra:,at 1: -"'An6 eso.t Blocking/top plate; El Applicable? - Connector A35 0.450 kips/each Length of attachment; ,28,007],feet Design v; 0.026 kips/ft Connectors ' 48 inches o.c.. max. Connectors at rim joist to mudsill/cripple wall top plate; El Applicable? v 0.075 kips/ft A35 ath .0 inc es o.c. max, Page 1 ISS Line geometry Shearwall summary Line geometry and collector forces Level Upper Dixon residence Line 4.3 V1 v, V2 v2 V3 v3 V4 v4 Segment Desc. Wall I Opening 1 0.73 ,1 0.03 1 1 1 1 1. 1 1 Force 10.00 o 10.00 Y. 7.50 o 7.50 y . -0.268 9:75 w 9.75 y. -0.469 . _ 0.000 . 0.000 .. 0.000 0.000 0.000 0.000 0.000 u.uuu 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 < 0.000 V. 0.000 0.000 0.000 0.000 Total lengths 9.75 17.50 Maximum collector force; 0.469 kips 16d nail good for; 0.115 kips/each Splice; 4 16d nails, where used Page 1 . `y cn m shearwall Iff IMD . LengIn yr cn m shearwall Iff IMD t o Height 0 cn o Wall (ft.) D o. 0 CL CD Roof (ft•) Q r CIT 7 Floor cft•) y CD c W dl 6 co O (kinsift) rn O.T.M. (ft -kips) 4, D. L. R. M. co (ft -kips) 0 CL 0 D CA CD CDB Q �T�� ss' o0 0 >� CD CL 0 C CL 0 0 0 N 7z, N o vL5CR. v p 0 a_a 0 a o c CD CL o' n 0 cn 0 c o' CL CD n� m CD cn a CD r CD A W cn 0 c o' CL CD n� Wall line analysis Shearwall Summary Description; Dixon residence` Level; .'Upper F Line; ' ` 6 �.;:' P lateral 1.570 kips Total wall length; 8.000 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; None 13 0.000 kips/ft Shearwall v; 0.196 kips/ft Ok! v allow; 0.213 kips/ft If user -defined SW used; Description; v allow 0:000` kips/ft Sill nailing; Q Applicable? 0.134 = 0.683 feet 16d sinker good for 0.134 kips/each 0.196 x16d^nailsat j8_: orches o.c: atSW, Anchor bolts; ❑ Applicable? Design v 0.196 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 3.720 feet 0.196 1/2" dia. good for 0.730 kips/each z12"dia. at 0 inches o.c..max. - Applicable? Length of attachment; 4.21:00`;:} feet Design v; 0.075 kips/ft Connectors , 48- Incheso c.maz: Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.196 kips/ft A35 at>. ':0 inches o c. max. Page 1 M Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Upper Line 6 V1 v, V2 v2 V3 v3 V4 v4 I.Segmentf,Desc. ,. Wall Opening „:1.57 0.07 ` :._ . Force 8.00.%" w, 8.00 a' y 9.00 x y Y =; _, . 0.972 X4'00 ` 0 4.00'::y 0.299 0.000 0.000 0.000 0.000 0.000 r 0.000 0.000 � ` 0.000 0.000 0.000 0.000 .. 0.000 F 0.000 0.000 aY. a 0.000 a t 0.000 t5 0.000 r:. 0.000 `1 i� iJ! 1 0.000 ! a. t ' • J 0.000 0.000 4' 0.000 L• 0.000 Total lengths 8.00 13.00 Maximum collector force; 0.972 kips 16d nail good for; 0.115 kips/each Splice; 8 16d nails, where used Page 1 Wall stability Level Upper Line 6 (SI Stability details v 0.196 kips/ft Assembly dead loads; Design controlled by; Roof; 0.014 ksf Seismic Floor; :;0,011 ,, ksf Dead load reduction factor; Wall; d, -O. 010 ksf 0.900 Shearwall Dead load trib. Lengths O cc v �= ` v oLoL v 3: g C U n o Holdown N 3: F— if D a C 8.00 9:06- 9.00.0.090 14.1 2.6 7;50 1.57 1.57 CS1612-2x6 Page 1 (00 Perforated shearwall Based on empirical design method developed by Sugiyama and further documented and tested in APA Report 157 Qt> `»>>< ` > >>< ;<« ` <»»<Jobname »>< 0(1)w 0(2)w 0(3)w 0(4)w 0(5)w 0(6)w 0(7)w 0(8)w O(9)w O(10)w 6.00 feet feet feet feet feet feet feet feet feet feet O(1)h 0(2)h 0(3)h 0(4)h 0(5)h 0(6)h 0(7)h 0(8)h 0(9)h O(10)h 5.00 feet feet feet feet feet feet feet feet feet feet Area Area Area Area Area Area Area Area Area Area 30.00 8.00 30.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 feet feefZ feet Z feefZ fee f2 feefZ feefZ feefZ feefZ feef` 4.00 2.00 6.00 5.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 I Area 68.00 reel Calculate Opening Area Ratio (o:): (X - EAopMngs = 0.291 A wa0 .......................... Calculate Wall Length Ratio (p): Calculated total length of full -height wall segments: '>3r#Elfeet Q = Efull­heightwall segments = 10.00 = 0.385 L wad, 26.00 Calculate Sheathing Area Ratio (r): r = 1 = 0.570 1+(cc/p) Calculate Shear Ratio (Fl: F= r = 0.306 3-2r Net effective shearwall length: Length (1) = 7.96 feet Side 1 Side 2 Capacity Shearwall V = 0.183 kips/ft Shearwall used; 1 None 0.213 Sill nailing; V; 0.056 kips/ft 16d sinker good for; 0.134 kips/each Spacing; 29 inches o/c p Check overturning; MOT 13.14 ft -kips MR 66.08 ft -kips Net tie force; -2.076 kips Use; Gbi Wall line analysis Shearwall Summary Description; Dixon residence:: Level; Upper Line; P lateral 0.570 kips Total wall length; 11.160 feet Wall framing species; I HI= Shearwall; Description; Mark v cap Side 1;1 0.213 kips/ft Side 2;Ivi13 0.000 kips/ft 3/8" cdx plywood with 8d nails at 6", 12" o.c. � None Shearwall v; 0.051 kips/ft OkI v allow; 0.213 kips/ft If user -defined SW used; Description; v allow 0.000 kips/ft Sill nailing; O Applicable? 0.134 = 2.624 feet 0.051 16d sinker good for 0.134 kips/each -16d;nails at . 16 _ inches.o.c. at SW Anchor bolts; ❑ Applicable? Design v 0.051 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 14.293 feet 0.051 112" dia. good for 0.730 kips/each 112" dia. at 0 =inches o.c. max. . Blocking/top plate; 0 Applicable? Connector H1 0.485 kips/each Length of attachment; 27.00 ' feet Design v; 0.021 kips/ft Connectors, 48 inches o:c. max. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.051 kips/ft A36 at: 0 inches o.c. max. Page 1 163 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Upper Line 8 VI v, V2 V2 V3 V3 V4 v4 jr:'6s -D c Wall j1 I Opening 1"0.5791 0.02 2 Force .Segment` ,j 11.16 16.00 6 16.00 0.336 V Ik j , A Total lengths 11.16 16.00 Maximum collector force; 0.336 kips 16d nail good for, 0.115 kips/each Splice; 4 16d nails, where used Page 1 Wall stability Level Upper Assembly dead loads; Roof; Floor; Wall; Line 8 Stability details 0.051 kips/ft Design controlled by; ksf ISe s661 ksf Dead load reduction factor; ksf 0.900 Shearwall Dead load trib. Lengths Q Cts ++ cc wn Q a o o Y CL :SFG ~d 'o o Holdown a� -ja a CO 11 16 `9 009 OOs k15 0.300 5.1 16.8 2,10 66 -0 94 4 �`�:; -0.94 No ties required � "1i '+. s A•7`."} f u:` r s s ..M���i � r f S.0 -r }t .ice i -r s.''•'->�a^i '#n -a,' a . �,N4r_ 4,. >' r .,y Y Alt 3 �'�'}Y - ! �},p} ���`4.����R` L.. .y � �, ��� �•. Page 1 22-141 50 SHEETS �����® 22-142 100 SHEETS �- 22-144 200 SHEETS (66 Wall line analysis Shearwall Summary Description; Dixon residence] Level; Lower Line; 0 P lateral 1.500 kips Total wall length; 7.500 feet Wall framing species; I HF Shearwall; Description; Mark v cap Side 1; 3/s" cdx plywood with 8d nails at 6",12" o.c. 1 0.213 kips/ft Side 2; 1 None jw 1 13 0.000 kips/ft Shearwall v; 0.200 kips/ft Oki v allow; 0.213 kips/ft If user -defined SW used; Description; v allow 0.000 kips/ft Sill nailing; Applicable? 0.134 = 0.670 feet 16d sinker good for 0.134 kips/each 0.200 =16d nails.at 8 :.inches o.c. at SW Anchor bolts; [A Applicable? Design v 0.200 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 3.650 feet it 0.200 112" dia. good for 0.730 kips/each ;112" dia. ; ; inches o.c. max...' Applicable? Length of attachment; '� 50 , � Ifeet Design v; 0.200 kips/ft 0.485 kips/each :Connectors -,29 inches o.c. max. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? V 0.200 kips/ft 'A35 at 0 . inches o.c:max. Page 1 Line geometry Shearwall summary Line geometry and collector forces Page 1 Dixon residence Level Lower Line B V1 v, V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening 1.50 0.09 Force 3.75 w 3.75 y 9.00 0 9.00 y 0.409 3.75 w 3.75 y -0.409 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 7.50 9.00 Maximum collector force; 0.409 kips 16d nail good for; 0.115 kips/each Splice; 4 16d nails, where used Page 1 :v CD N CR CD B CS �T- 0 o o, 0 0 CL 0 cu C. Cn c o'o o � � ;IT, X, X, Cl) N CA 000 O> CD C CD M O n d 0 C O C CD .n+ C. O Cr 7 � n O CCD CD r- 0 CD I r CD W 0 N CD CD N C/) Cv0) CS C. C T.y P .) Wall line analysis Shearwall Summary Description; Dixon residence , Level; Lower Line; P lateral 4.180 kips i Total wall length; 12.160 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 3 0.402 kips/ft Side 2; 13 0.000 kips/ft 3/8" cdx plywood with 8d nails at 3", 12" o.c. None Shearwall v; 0.344 kips/ft Okl v allow; 0.402 kips/ft If user -defined SW used; Description; v allow -0:000 kips/ft Sill nailing; El Applicable? 0.134 = 0.390 feet 16d sinker good for0.134 kips/each 0.344 16a nails at 4 inches o.c. at. SW . Anchor bolts; El Applicable? Design v 0.344 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 2.124 feet if 0.344 112" dia. good for 0.730 kips/each 1l2" dia._at inches o.c: max. Blocking/top plate; Q Applicable? Connector I A35 0.450 kips/each Length of attachment; 28 0V— feet Design v; 0.149 kips/ft 30� Connectors.!< ' inches o.c. max;. Connectors at rim joist to mudsill/cripple wall top plate; Applicable? V 0.344 kips/ft A35 at ' 16 inches o.c. max. Page 1 10 J Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line C V1 v, V2 v2 V3 v3 V4 v4 Segment], Desc:• Wall I Opening Ir -.4A8,.1 0.11 1:',1 1-1 , _.:I I I I Force 9.25: .0 9.25 Y �w, 12.16 y :''t a -1.034 ,.1216 .6'50Y0 6.50=Y ; 4., f r 1.788 9.50 0: 9.50 y . ;< , } 1.061 0.000 0.000 • S :3. iS ' .. 0.000 0.000 0.000 `. .' 0.000 0.000 0.000 0.000 0.000 _ 0.000 0.000 • f.'' raj. 0.000 0.000 0.000 0.000 0.000 0.000 0.000 �~ •.t.;: r 0.000 ,, 0.000 0.000Total lengths 12.16 25.25 Maximum collector force; 1.788 kips 16d nail good for; 0.115 kips/each Splice; 16 16d nails, where used Page 1 Wall stability Level Lower Line Assembly dead loads; Roof; 0.014' ksf Floor; :0.011. ksf Wall; 1",:,.G.'010,! ksf (�I Stability details C v 0.344 kips/ft Design controlled by; Wind. Dead load reduction factor, 0.667 Shearwall Dead load trib. Lengths CU C 2x Y Oo o o H Holdown •C� CU CU O O O OFO p 4y = 0 D 0.090 37.6 4.4 :11' 66 2 97 = X1.30 4.27 MTT28612-2x6 + 1 • J'. r rj� iV � 51 � 3 S) Page 1 Wall line analysis Shearwall Summary Description; .Dixon residence;:,. Level; t. Lower Line; C 1'.'+"D`, Plateral 8.210 kips Total wall length; 18.000 feet Wall framing species; I DFL Shearwall; Description; Mark v cap Side'l; 3/8" cdx plywood with 8d nails at 3", 12" o.c. 3 0.490 kips/ft Side 2; None 13 0.000 kips/ft Shearwall v; 0.456 kips/ft Ok! v allow; 0.490 kips/ft If user -defined SW used; Description; v allow 0.000 kips/ft Sill nailing; ❑� Applicable? 0.154 = 0.338 feet 16d sinker good for 0.154 kips/each 0.456 464 nails at 4_ . inches o.c. at. SW, Anchor bolts; 0 Applicable? Design v kips/ft ❑ 3 x Sill plate? ❑O Double anchor bolts? 0.820 = 1.798 feet 0.456 1/2" dia. good for 0.820 kips/each 1l2" dia: at 1`1 "inches:oc: max: L] Applicable? Length of attachment; ",' 37:00-'x, feet Design v; 0.222 kips/ft Connector 0.450 'Connectors 24 inches a.c. max:.. Connectors at rim joist to mudsill/cripple wall top plate; O Applicable? V 0.456 kips/ft A35 at; 12 Page 1 inches o.c max.. 03 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line C.1 + D V1 v, V2 v2 V3 v3 V4 v4 ;Segment `;,Desc Wall I Opening I 8.21. 0.23 , .. Force 750`'"rr; wr 7.50 y y 50 5w�� �' o , 7.50 y :. 1.710 , 5.50 1.0.50 'o 10.50 1.254 :5.00- , w 5.00y:: -1.140 0.000 { 4s 0.000 0.000 0.000 f 0.000 0.000 0.000 y 0.000 f 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' �� r,_ 0.000 ••'r 0.000 0.000 0.000 0.000 Total lengths 18.00 18.00 Maximum collector force; 1.710 kips 16d nail good for; 0.132 kips/each Splice; 13 16d nails, where used Page 1 D Cn N CD 23 �T0 X� - 0O O a 0 Cu CL in m N 0 Lengtho � c �' shearwall 0 O O .O Iftl r 000 Co . Co CO C:>. o o Height �• 00 0 CD CO C.0 Wall CD 0 (ft.) n 0 o 0 G a� c. (n.) RoofCr r CD 7 Floor (ft.) <n 00o Wdl coo coo coo 0 0 0 (kips/ft) O.T.M. o N c Cn Cn CO OD (ft -kips) D.L.R.M. 0 0 C (ft -kips) Lengtn cn o o between O o 0 .A -916 P Tie force tr co (kips) Tie from above (kips) P total CA CO 4h. (kips) C CO0 W CO 3:CO N N N o d X X X D Cn N CD 23 �T0 X� - 0O O a 0 Cu CL in m N 0 c v v rn CD CD rn 4 n fl.(0 CL o CL c o. o' 0 � n 0 0 CA M Znv R Cn 0 _Q a CD E Cn 0 0 o r 000 �• CD Cn En E N 0 v G c v v rn CD CD rn 4 n fl.(0 CL o CL c o. o' 0 � n 0 0 CA M Znv R Cn 0 _Q a CD E Cn 17S Wall line analysis Shearwall Summary Description*, IDixon'residence: Level; Lower -�.,�*.-.:-,---' Line; E.1 r P lateral 2.350 kips Total wall length; 11.160 feet Wall framing species; HIP Shearwall; Description; Mark v cap Side 1; 3/8- cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; None 13 0.000 kips/ft Shearwall v; 0.211 kips/ft Okl v allow; 0.213 kips/ft If user -defined SW used; kips/ft V allow 0.000 Description; F7771- ".. . �,I*,,;-*.,.'.--, -,j Sill nailing; El Applicable? 0.134 = 0.636 feet 16d sinker good for 0.134 kips/each 0.211 16d,na'ils at V inches o.c. at SW Anchor bolts; Ej Applicable? Design v 0.211 kips/ft [:13 x Sill plate? F] Double anchor bolts? 0.730 = 3.467 feet 36f, 0.211 1/2" dia. good for 0.730 kips/each 112" Blas at inches o,.c. max. Blocking/top plate; El Applicable? Connector A35 0.450 kips/each Length of attachment; .1116%,,`Ifeet Design v; 0.211 kips/ft ,tbnnectors-:- inches o.c. max. Connectors at drn joist to mudsill/cripple wall top plate; Applicable? v 0.211 kips/ft A35 at, inches o.c. 'max. Page 1 1-44 Line geometry Shearwall summary Line geometry and collector forces Total lengths 11.16 17.00 Maximum collector force; 1.001 kips 16d nail good for, 0.115 kips/each Splice; 9 16d nails, where used Page 1 Dixon residence Level Lower Line E.1 V1 v, V2 v2 V3 v3 V4 v4 Segment Desc.- Wall Opening 2.35 0.08 Force 5.00 0 5.00 y 11.16 w 11.16 y " -0.417 12.00 o 12.00 y 1.001 Total lengths 11.16 17.00 Maximum collector force; 1.001 kips 16d nail good for, 0.115 kips/each Splice; 9 16d nails, where used Page 1 Wall stability Level Lower Line E.1 Assembly dead loads; Dead load Roof, ksf Floor; ,0 011> ksf Wall; i [.' 01, Iksf P�� Stability details 0.211 kipsift Design controlled by; Dead load reduction factor, 0.667 Sh earwall Dead load trib. Lengths 0 CO S 2! v Ci 0) .2) CU 0 0 U M , —,, p: 0 , Ca Holdown a) CD = a) 3: 0 0 -j a) a -3 a) CD a) > 0 a_ cc 0.120 28.2 5.0 -110,663 2.33 2.33 HTT16/2-2x6 14 Page 1 � 46 Wall line analysis Shearwall Summary Description; Dixon residence. _ Level; Lower Line; P lateral 6.630 kips Total wall length; 9.500 feet Wall framing species; DFL I V Side 1; Side 2; DescriDtion: 3/8" cdx plywood with 8d nails at 4", 12" o.c. 0.221 feet 3/8" cdx plywood with 8d nails at 4", 12" o.c. 0.154 kips/each ark v cap 2 0.380 'kips/ft 2 0.380 kips/ft Shearwall v; 0.698 kips/ft Okl v allow; 0.760 kips/ft If user -defined SW used; Description; z v allow , 0.000. kips/ft Sill nailing; O Applicable? 0.154 = 0.221 feet 16d sinker good for 0.154 kips/each 0.698 .16d nails at... = 2' : inches.o c at SW Anchor bolts; Applicable? Design v kips/ft ❑ 3 x Sill plate? Double anchor bolts? 0.820 = 1.175 feet 0.698 112" dia. good for 0.820 kips/each 1l2" dla at !7,- 2 : - : inches 'o.c. max Applicable? Connector A35 0.450 kips/each Length of attachment; '9.50 feet Design v; 0.698 kips/ft Connectors 8 inches o.c. max: Connectors at rim joist to mudsill/cripple wall top plate; Q Applicable? v 0.698 kips/ft A35* 8t 8 inches:o.c. max. Page 1 i�+q Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line F V1 v, V2 v2 V3 v3 V4 v4 Segment Desc. Wall I Opening :6 63 , 0.15 Force 9.75. o 9.75 Yr - = ' 9.50 w. 9.50 . Y {.,' s s` 3 =.,t;,J, -1.495 7.00:, 0 7.00 .: Y �... , , `, 3.679 17.00 o 17.00 '.yr ' ' ;� �: t. 2.606 .` 0.000 0.000 a 0.000 0.000 0.000 0.000 0.000 0.000 0.000 .� 0.000 z t t sr - 0.000 N4 0.000 tf; r 0.000 v �h .. 2 .r" 0.000 ` 0.000 0.000 c 0.000 0.000 0.000 0.000 ` - 0.000 0.000 Total lengths 9.50 33.75 Maximum collector force; 3.679 kips 16d nail good for; 0.132 kips/each Splice; 28 16d nails, where used Page 1 Stability details Wall stability Level Lower Line F v 0.698 kips/ft Assembly dead loads; Design controlled by; Roof; 0.014 ksf Wind � . ` Floor; 0.011 ksf Dead load reduction factor, Wall; 0.010 ksf 0.667 Shearwall Dead load trib. Lengths O 'MMo o a � J N �' Y O w Y o Holdown C N O O �z 2 N N O O O M CL 9.50 .9.00 9.00. 0.090 59.7 2.7 9.00°: 6.43 6.43 PHD8/2-2x6 t Page 1 to0 Wall line analysis Shearwall Summary L Description; Pix'Join'r-e-'s-idefic-e- Level; Lower Line; P lateral 2.630 kips Total wall length; 9.750 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 3/8' cdx plywood with 8d nails at 4", 12" o.c. 2 0.312 kips/ft Side 2; None 13 0.000 kips/ft Shearwall v; 0.270 kips/ft Oki v allow; 0.312 kips/ft If user -defined SW used; Description, V allow 0. 0 0 0 FF 1 kips/ft Sill nailing; 2 Applicable? 0.134 = 0.497 feet 0.270 16d sinker good for 0.134 kips/each 0&h'aijis at. i5. JncN.So.c.atSW, Anchor bolts; El Applicable? Design v 0.270 kips/ft El 3 x Sill plate? El Double anchor bolts? 0.730 = 2.706 feet U 0.270 1/2" diagood for 0.730 kips/each -.-c 4 s 0 z� Blocking/top plate; Q Applicable? Connector A35 0.450 kipsleach Length of attachment; I ;18:50': rIfeet Design v; 0.142 kips/ft onnec ors. inches o.c." max. - Connectors at rim joist to mudsill/cripple wall top plate; [21 Applicable? v 0.270 kips/ft A35-.af inches o.c. max. Page 1 4 �-b Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line F.2 V1 v, -f, -2—.67a7 V2 v2 V3 v3 V4 v4 "Segi-n6nt D6sc Wall I Opening` 0 09 : , , ^ Force 6.50 -6 6.50- 9.00 o . 9.00 y, : "r':` -0.605 "3 00 ` 0 3.00 : yF� -1.443 9.75 w: 9.75 jy -1.722 f` 0.000 4,., w i'";: .;• 0.000 0.000 0.000 0.000 0.000 . • , 0.000 y=t 0.000 0.000 0.000 ¢ '4 0.000 0.000 0.000 0.000 z 0.000 0.000 0.000 0.000 f : f 0.000 - 0.000 r 0.000 .0.000 Total lengths 9.75 18.50 Maximum collector force; 1.722 kips 16d nail good for; 0.115 kips/each Splice; 15 16d nails, where used Page 1 Wall stability Level Lower Line F.2 Assembly dead loads; Z5 cc Roof; ksf Floor, ksf Wall; o ksf 3 Stability details 0.270 kips/ft Design controlled by; Windx '.w Dead load reduction factor, 0.667 Shearwall Dead load trib. Lengths Z5 cc o a) E 0) cc 0 0 '0 �R a) — Holdown 0 C5 S _Gj) > Cx. CU 0.090 23.7 2.9 2.35 2.35 HTT16/2-2x ts Page 1 1914 Wall line analysis Shearwall Summary Description; Dizon residence Level; Lower Line; P lateral 7.110 kips Total wall length; 18.250 feet Wall framing species; HIF I• Shearwall; Description; Mark v cap Side 1;3 0.402 kips/ft Side 2; 13 0.000 kips/ft 3/8" cdx plywood with 8d nails at 3", 12" o.c. • None • Shearwall v; 0.390 kips/ft Okl v allow; 0.402 kips/ft If user -defined SW used; Description; ;r v allow 0.000 kipslft Sill nailing; ❑r Applicable? 0.134 = 0.344 feet 16d sinker good for 0.134 kips/each 0.390 16d.nails,at .4 inches o.c..at SW. Anchor bolts; ❑✓ Applicable? Design v kips/ft ❑ 3 x Sill plate? 0 Double anchor bolts? 0.730 = 1.874 feet 0.390 1/2" dia. good for 0.730 kips/each 112".dia. at 11. iriches o:c:.,max . Blocking/top plate; Applicable? Connector A35 • 0.450 kips/each Length of attachment; 3150 Ifeet Design v; 0.226 kips/ft Connectors 24 inches o.6.. max. . Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.390 kips/ft A85 at. 0,:. inches o.c. max. Page 1 Is5 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line G V1 Page 1 Stability details Wall stability Level Lower Line G v 0.390 kips/ft Assembly dead loads; Design controlled by; Roof; 0.01'4;; ksf Wind. Floor,;.0.01:1;, ksf Dead load reduction factor; Wall; } 0.010 ksf 0.667 Shearwall I Dead load trib. Lengths � .� — w o o ... o o � � _ � n � n� N a> m 0 H y- Y O o CU a Holdown 18:25 9.00 9.00 0.090 64.0 10.0 '17.75 3.233.23 HTT1612-2x6 Page 1 �lb� Wall fine analysis Shearwall Summary Description;lob(Orl,residen ce I Level; Lower Line; P lateral 2.970 kips j"LZ"- . -, Total wall length; 7.420 feet Wall framing species; HF Shearwall; Side 1; Side 2; Description: 1 3/8' cdx plywood with 8d nails at 3", 12" o.c. None Shearwall v; 0.400 kips/ft OkI If user -defined SW used; Description; V allow Mark v cap 3 0.402 kips/ft 13 0.000 kips/ft v allow; 0.402 kips/ft __0.000, kips/ft 0.134 = 0.335 feet 16d sinker good for \,L 0.134 kips/each 0.400 inches o.c. at SW Anchor Dons; Lf Applicable? Design v kips/ft El 3 x Sill plate? [21 Double anchor bolts? 0.730 = 1.824 feet 0.400 1/2" dia. good for 0.730 kips/each dia';.,at, 11 -inches o.c. max. Applicable? Connector Length of attachment; 42.00,-.,., feet Design v; 0.071 kips/ft 0.450 kips/each :ConnectorsI 48 inches o.c: max. Connectors at rim joist to mudsill/cripple wall top plate; L1 Applicable? v 0.400 kips/ft A35 at.: 0 inches,o.c.'max. Page 1 W Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line H V1 v, V2 v2 V3 v3 V4 v4 "$egment sDesc Wall I Opening .? 97 0 07 4; a ,.' {. ; Force "12.50 12.50 X z 3 ;,367 tij s�Kx W 3.67yd -0.886 , r 0' iYx 310-00:z"" 10.00 ' '; ; ' �t 4 f4 �,, 3 75 >`, Y; ;� t , 0.323 w Y, w 3.75 ysai r 4 -0.385 12 00: 0 12.00�?y i 'y;_�*J L Y L ,. , 0.850 T1�•s-�ti 0.000 0.000 kC 0.000 MF 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ;t, 0.000 } t.r '.. � • �', 0.000 0.000 Total lengths 7.42 34.50 Maximum collector force; 0.886 kips 16d nail good for, 0.115 kips/each Splice; 8 16d nails, where used Page 1 W Wall stability Level Lower Line H Assembly dead loads; Roof; ; 0.014: ksf Floor;Inksf ksf Wall; Shearwall I Dead load trib. Lengths Stability details v 0.400 kips/ft Design controlled by; Wind Dead load reduction factor; 0.667 o a) v v o v o v O �, I A? v ECO v �, > ~ N v :4 o d Holdown 3.67 8.00 11.00 0.110 11.8 0.5 317 3.60 3.60 MTT28B12-2x6 8.601: 11.00 00 r = 0.110 12.01 0.52 ; 3.25;> 3.59 3.59 MTT28B12-2x6 , ` k Page 1 [go Wall line analysis Shearwall Summary >.., Description; Dixon residencel., 3 Level; Lower ,;r Line; .1+3+4 P lateral 0.990 kips Total wall length; 17.410 feet Wall framing species; I HF I V Shearwall; Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; rNone 13 0.000 kips/ft Shearwall v; 0.057 kips/ft Oki v allow; 0.213 kips/ft If user -defined SW used; p 7 $� - «,3 <- Descrition;, ,... . A.,„ N v allow ` kips/ft Sill nailing; ❑O Applicable? 0.134 = 2.357 feet 16d sinker good for 0.134 kips/each 0.057164 Halls at 1 ` 16 inches o c. atSW Anchor bolts; 0 Applicable? Design v 0.057 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 12.838 feet 0.057 112" dia. good for 0.730 kips/each 1l2" dla at 72 s lnche's o c max Applicable? Length of attachment; >>>21:50 . feet Design v; 0.046 kips/ft Connector 0.485 Connectors y rF 1f } 48 R ` `a mches o c _ max. _ Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.057 kips/ft A35'af : ' 0 = Triches o c: mak. Page 1 0( Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line 1+3+4 V1 v, V2 v2 V3 v3 V4 v4 Segment Desc: I Wall I Opening 0.99 0.02 Force 24.50 0 24.50 y - 17.41 w 17.41 y - -0.458 11.00 0 11.00 y ; . 0.206 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 17.41 35.50 Maximum collector force; 0.458 kips 16d nail good for; 0.115 kips/each Splice; 4 16d nails, where used Page 1 0-t Stability details Wall stability Level Lower Line 1+3+4 v 0.057 kips/ft Assembly dead loads; Design controlled by; Roof; 0.014. ksf Seis'"mic ; Floor; 0.011 ksf Dead load reduction factor; Wall; 0:010' ksf 0.900 Shearwall Dead load trib. Lengths O CO -- v o C N U Y E n O 'o n Holdown cn 2 o n 1zO o n F= F= 0 d. 17.41 9.00'' 9.00 ` 0.090 8.9 12.3 -16.91; -0.13 -0.13 No ties required Page 1 193 Wall line analysis Shearwall Summary Description; Dixon residence Level; -Lower Line; 2.1::; " P lateral 0.800 kips Total wall length; 4.500 feet Wall framing species; HF Shearwall; Side 1; Side 2; Description: 3/8" cdx plywood with 8d nails at 6", 12" o.c. None Mark v cap 1 0.213 kips/ft 13 0.000 kips/ft Shearwall v; 0.178 kips/ft Oki v allow; 0.213 kips/ft If user -defined SW used; Description; » v allow 0.000 kips/ft SIII nailing; Applicable? 0.134 = 0.754 feet 16d sinker good for 0.134 kips/each 0.178 16d nails of . 9. inches O,c. at SW Anchor bolts; 0 Applicable? Design v 0.178 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 4.106 feet il 0.178 1/2" dia. good for 0.730 kips/each 112" dia. at inches o:c: max. Connector Length of attachment; , =15.50:7 feet Design v; 0.052 kips/ft 0.485 kips/each Connectors -' 48 ':'-`inches o:c. max:. Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.178 kips/ft A35 at 0. ' inches o.c: max. Page 1 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line 2.1 Total lengths Maximum collector force; 16d nail good for; V1 11.00 vi V2 ►pening:_0.W0,1 0.05 Y- :11.00ry 11.00-t- 11.00 0.568 kips 0.115 kips/each Splice; Page 1 V3 V3 V4 Force 0.568 5 16d nails, where used N CD Cr N 0 0 CCD i , N CL ;-r ;.r ;KI Ni. in �. o p cn 0 is M M,- CD C5 a N; Sn O �rCO CL <D o C _ d O Cr 0 r CD CD O CD 1 r CD as to M CL C O N I— Length OT cn shearwall cD Height 0 ' ,4� Wall 10 CD t w •r :j N CL .+ ? ;TtLg o Roof CD Floor (e.) �• W dl oD (kips/ft) O.T.M. CO (ft -kips) D.L.R.M. c� (ft -kips) n rLengfff between fine (ft I IN Tie force C) (kips) ,t • � � � ��r "` '' Tie from above (kips) ND P total (kips) 0 2 A rn = N O N p. O N CD Cr N 0 0 CCD i , N CL ;-r ;.r ;KI Ni. in �. o p cn 0 is M M,- CD C5 a N; Sn O �rCO CL <D o C _ d O Cr 0 r CD CD O CD 1 r CD as to M CL C O N I— I% Wall line analysis Shearwall Summary Description; Dixon residence_ <1. Sys �� Level; Line; P lateral 2.360 kips Total wall length; 15.170 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; None 13 0.000 kips/ft Shearwall v; 0.156 kips/ft OkI v allow; 0.213 kips/ft If user -defined SW used; 0 000 kips/ft ;F1 v allow [`;,�Y Description; Sill nailing; El Applicable? 0.134 = 0.861 feet 16d sinker good for 0.134 kips/each 0.156 J hches o.c..at SW,: Anchor bolts; R] Applicable? Design v 0.156 kips/ft El 3 x Sill plate?. El Double anchor bolts? 0.730 = 4.692 feet 0.156 1/2" dia. good for0.730 kips/each 1/2" di a.- - at ;-�6 inches o.c. max. Blocking/top plate; El Applicable? Connector H1 0.485 kips/each Length of attachment; 1,,'.A.�45.00.q,'� feet Design v; 0.052 kips/ft ;Connectors_h pinches o c.- max: Connectors at rim joist to mudsill/cripple wall top plate; El Applicable? 17, h 'c' v 0.156 kips/ft V5 at�, !Q'�,O J inches o. .,max. Page 1 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line 2+3 V1 v, V2 v2 V3 v3 V4 v4 Segment. '�,,Desc '` Wall Opening .:2,36 0.05 Force '6.50.; tiw. , , 6.50 y,, .. 10 50 -,' =r. 10.50 yz ;' t � r 0.672 650' 'K o 6.50 ;y F °, `' 0,123 8.67 Y i rt` -0.217 •4.00-'--' �o' ... 4.00y _ 1= 0.679 9.00 ;y.- :F , ;:J 0.470 0,000 0.000 0.000 0,000 -> 0.000 0,000 0.000 0.000 0.000 0.000 i` 0.000 0.000 z r r - 0.000 0.000 s <<r ; _ ., 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 15.17 30.00 Maximum collector force; 0.679 kips 16d nail good for; 0.115 kips/each Splice; 6 16d nails, where used Page 1 Wall stability Level Lower Line 2+3 Assembly dead loads; Dead load trib. Lengths Roof; :0:01.4; ksf Floor; 0:01:1':; ksf Wall; ;0.010: ksf (1% Stability details v 0.156 kips/ft Design controlled by; Seismic Dead load reduction factor; 0.900 Shearwall Dead load trib. Lengths O cc c U Y s Cv Ca s _ j O ti Y a J a" N _ _ Holdown N O L O > _O O r N O O O O L L a m 0.100 10.1 1.9 `;6.00`:' 140 1.40 LTT20B12-2x6 9 009 OOr= `,�, `;� 0.090 12.14 3.04 X817 `. 15l 1.15Y 1.15 LTT20612-2x6 ..� tk li��+t. 'ktM.•f t2#s : air. �:ci f Biu.f : t .t �i'r�'S:t ��ral �i,t'.�� '+i "`` q �. �'^L�.tL( 1% �TC•�y n F Page 1 Wall line analysis Shearwall Summary Description; IDixon-residence Level; Lower Line; F -T f P lateral 3.920 kips Total wall length; 10.250 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 3°, 12" o.c. IV 3 0.402 kips/ft Side 2; 1 hone IV 13 0.000 kips/ft Shearwall v; 0.382 kips/ft Oki v allow; 0.402 kips/ft If user -defined SW used; Description; v allow 0.000 D kips/ft Sill nailing; Applicable? 0.134 = 0.350 feet 16d sinker good for 0.134 kips/each 0.382 16d nails of 41- inches o.c. at SW Anchor bolts; El Applicable? Design v kips/ft ❑ 3 x Sill plate? 0 Double anchor bolts? 0.730 = 1.909 feet 0.382 112° dia. good for 0.730 kips/each 1/2" dia. at 11 inches o.c. max. Blocking/top plate; F±1 Applicable? Connector I A35 0.450 kips/each Length of attachment; -16.00 feet Design v; 0.245 kips/ft (b Connectors 2, inches o.c: max. . Connectors at rim joist to mudsill/cripple wall top plate; Applicable? v 0.382 kips/ft A35 of 14 - inches o.c. max. Page 1 I Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line 4.1 V1 v, V2 v2 V3 v3 V4 v4 Segment : Desc. Wall Opening 1, 2.29 1 0.06 1413 1 0.01 1 1.50 10.08 1 1 Force 7.00 0 7.00 y. 12:75.. o' 12.75Y -0.436 17 00" : o`. 17.00 y : , -1.231 16.50. 01 16.50 y .." �z�CSI(o -2.290 6.00 0 6.00 y -2.385 1 3:50 o 3.50 y -2.420 10.25. w 10.25 y" -2.693 5.50 o". 5.50Y* 0.429 0.000 0.000 - - 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 10.25 68.25 Maximum collector force; 2.693 kips 16d nail good for; 0.115 kips/each Splice; 23 16d nails, where used Page 1 Wall stability Level Lower Line 4.1 Assembly dead loads; Roof; ksf Floor; ksf Wall; ksf Stability details 0.382 kips/ft Design controlled by; Iseisffiie! Dead load reduction factor, 0.900 Shearwall Dead load trib. Lengths 0 cc S E CU 0 :21 QCM CD — 0 , Holdown LM cc 0 0 0 C5 2 a (D > r a_ CU A0 25: 9 00 9.00:,-- 0.090 35.3 4.3 rig 75:x; 3.23 s 3.23 HTT16/2-2x4 5N I ZZ A, X 1;7 4� IT' r Zt-� Page 1 ZA1 Wall line analysis Shearwall Summary Description; Dixon residence Level; .'Lower ' Line; P lateral 0.460 kips Total wall length; 7.500 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1;1 0.213 kips/ft Side 2; 13 0.000 kips/ft 3/8" cdx plywood with 8d nails at 6", 12" o.c. � None Shearwall v; 0.061 kips/ft Okl v allow; 0.213 kips/ft If user -defined SW used; Description; v allow 0:000. kips/ft Sill nailing; [Z Applicable? 0.134 = 2.185 feet 16d sinker good for 0.134 kips/each 0.061 '16d'n6is at 16 inches o.c. at SW Anchor bolts; 0 Applicable? Design v 0.061 kips/ft ❑ 3 x Sill plate? Q Double anchor bolts? 0.730 = 11.902 feet 0.061 1/2" dia. good for0.730 kips/each 1/2"d ia. at : 36 in o.c. max. Blocking/top plate; O Applicable? Connector A35 0.450 kips/each Length of attachment; 11.00, : feet Design v; 0.042 kips/ft Connectors 48 inches o.c.. max. Connectors at rim joist to mudsill/cripple wall top plate; Applicable? v 0.061 kips/ft A35 ai 48" inches o.c :max: Page 1 FRA Line geometry Shearwall Summary - Line geometry and collector forces Dixon residence Level Lower Line 5 V1 v, V2 v2 V3 v3 V4 v4 Segment Desc: Wall Opening =:0:46" 0.04 Force 7.50 '.,w• 7.50 3.50 of 3.50 y � v ;;:.: 0.146 . 0.000 0.000 0.000 0.000 r• ��fi� 0.000 iX ��-�-~ yY 0.000 0.000 :. .� �� rte,: ;' ;• . ':, 0.000 :. 16, . 0.000 0.000 NA 0.000 :; 0.000 .k�•r� 0.000 0.000 0.000 0.000 0.000 "X 0.000 0.000 0.000 0.000 w 0.000 fF.. 0.000 0.000 Total lengths 7.50 3.50 Maximum collector force; 0.146 kips 16d nail good for; 0.115 kips/each Splice; 4 16d nails, where used Page 1 CD 0 00 pN y Cn oQ[CC2D C. o :3 o. O CL o c o Cr 0 0 0 rn -v' 0 Cr CL CD L N Cn Length o cn oshearwall y 2 a� 0 o CD CD m 0 M o Height N G Wall (ft.) 0 a o o m 0 a� CL Cr Z Roof (�.) a CD Floor (ft.) C CA CL W dl O cfl o (kips/ft) O.T.M. (ft -kips) D.L.R.M. w (ft -kips) Lengtff c between 0 o Tie force W C) (kips) Tie from above (kips) oP total (kips) r PO N O CO =r - P13 N N O 0' O iT � 7 0 00 pN y Cn oQ[CC2D C. o :3 o. O CL o c o Cr 0 0 0 rn -v' 0 Cr CL CD L N Cn y r < 0 o CD CD m 0 M B - N CD o o m C Cr Z a 0 C CL Cn 0 00 pN y Cn oQ[CC2D C. o :3 o. O CL o c o Cr 0 0 0 rn -v' 0 Cr CL CD L N Cn 0 0 o r 0 0 0 CD C C 0 00 pN y Cn oQ[CC2D C. o :3 o. O CL o c o Cr 0 0 0 rn -v' 0 Cr CL CD L N Cn zo Wall line analysis Shearwall Summary Description; FD7ikO rdsidenc J. 0.134 kips/each 0.234 Inches o c.; at SW Level; Line; Anchor bolts; P lateral 2.030 kips Design v Total wall length; 8.670 feet Wall framing species; I HIP I _V] Shearwall; Description; Mark v cap Side 1; 13/8" cdx plywood . with 8d nails at 4", 12" o.c. 2 0.312 kips/ft Side 2; 1 None 13 0.000 kips/ft Shearwall v; 0.234 kips/ft OkI v allow; 0.312 kips/ft If user -defined SW used; ;,,.7 Description; v allow 0.�OQkips/ft Sill nailing; [--'j Applicable? 0.134 = 0.572 feet 16d sinker good for 0.134 kips/each 0.234 Inches o c.; at SW Anchor bolts; Applicable? Design v 0.234 kips/ft El 3 x Sill plate? El Double anchor bolts? 0.730 = 3.118 feet 0.234 1/2" dia. good for 32, 0.730 kips/each ..inch es o,.c.!max Blocking/top plate; Applicable? Connector A35 0.450 kips/each Length of attachment; 2?.00",'Jfeet Design v; 0.092 kips/ft Connectors, --inches "'48. o,.c.'rnax.. Connectors at rim joist to mudsill/cripple, wall top plate; L-11 Applicable? v 0.234 kips/ft YA3-5 inc es"o.c max; Page 1 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line 6 V1 v, V2 v2 V3 v3 V4 v4 Segment Desc. Wall Opening 2.03 0.09 Force 1 8.67 w 8.67 y 9.00 0 9.00 y 1.218 4.00 0 4.00 y 0.375 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 8.67 13.00 Maximum collector force; 1.218 kips 16d nail good for, 0.115 kips/each Splice; 11 16d nails, where used Page 1 I Wall stability Level Lower Line 6 Assembly dead loads; Roof; ::0:014:: ksf Floor; :0:01:1; ksf Wall; :0:010] ksf Stability details v 0.234 kips/ft Design controlled by; Seismic Dead load.reduction factor; 0.900 M6 Shearwall Dead load trib. Lengths O <p v v O V C 2 Y a' Cu o o ~ CO '0 Holdown CL Cu '8 6T 9 00 9 00f, 0.090 18.3 3.0 817 % 190 k",4757.') 3.47 HTT1612-2x6 1 f '� t.'. ly�'�r7 1 •` j..+4♦ YSt�..•}.i• 1�L��ktii V ,: s P ' s � r Nom" i'•r. K s•yi i S f 9 'y .t.Ih'<Y�,r + Page 1 E Wall line analysis Shearwall Summary Description; Level: ``Lower >.,. , : vi Line; P lateral 1.590 kips Total wall length; 9.000 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 6", 12" o.c. 1 0.213 kips/ft Side 2; None 13 0.000 kips/ft Shearwall v; 0.177 kips/ft Oki v allow; 0.213 kips/ft If user -defined SW used; Description; '.;,� ; `R `� x.' v allow :0:000 kips/ft Sill nailing; Applicable? 0.134 = 0.758 feet 0.177 16d sinker good for 0.134 kips/each I 6 naiIs`'at3 °'9 inches o c:'at'SW:.. Design v 0.177 kips/ft ❑ 3 x Sill plate? ❑ Double anchor bolts? 0.730 = 4.132 feet It 0.177 112" dia. good for Nti 0.730 kips/each ;112"dla at �� ,.inches o cmaz L- I Applicable? Length of attachment;x30.00``:` feet Design v; 0.053 kips/ft Connector 0.450 kips/each Connectors , `48," inches o.c, max: Connectors at rim joist to mudsill/cripple wall top plate; El Applicable? v 0.177 kips/ft A35 at .' ' r " inches o.c. max: (. Page 1 Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line 7 V1 v, V2 v2 V3 v3 V4 v4 Segment Desc.: Wall I Opening 1 1.591 0.05 Force 4.00 ' y 1133:: o -' 11.33 y`'' „ 0.497 .5.00-.'"1"' w 5.00 y '' -0.097 10.00 0 10.00 y 0.524 0.000 0.000 0.000 0.000 `',r . 0.000 0.000 0.000 ` 0.000 R 0.000 0.000 x 0.000 0.000 0.000 0.000 ' 0.000 0.000 < . 0.000 0.000 0^000 0.000 0.000 0.000 Total lengths 9.00 21.33 Maximum collector force; 0.524 kips 16d nail good for; 0.115 kips/each Splice; 5 16d nails, where used Page 1 Wall stability Level Lower Line Assembly dead loads; Roof; O 01-4 ksf Floor; _QO11J,, ksf Wall; ` 0.010" ksf Stability details 7 v 0.177 kips/ft Design controlled by; Seismic Dead load reduction factor; 0.900 Zp Shearwall Dead load trib. Lengths OCa cC S C w x d � Holdown -:4 00 -` `9 00 '.9 00,? ,` : 0.090 6.4 0.6 3.50: 165 1.65 HTT16/2-2x6 9 00 0.090 7.95 1.01 ;A,50 156 1.56 HTT1612-2x6 ,500' Y t' a J f Page 1 -bt( Wall line analysis Shearwall Summary Description; Dixon residence ; Level;{,;Lower ` Line; P lateral 6.380 kips Total wall length; 16.160 feet Wall framing species; HF Shearwall; Description; Mark v cap Side 1; 3/8" cdx plywood with 8d nails at 3",12" o.c. 3 0.402 kips/ft Side 2; None 13 0.000 kips/ft Shearwall v; 0.395 kips/ft Ok! v allow; 0.402 kips/ft If user -defined SW used; 0.000Description; kips/ft Sill nailing; O Applicable? 0.134 = 0.339 feet 16d sinker good for 0.134 kips/each 0.395 16d`nails .at 4inches o.c. at SW Anchor bolts; El Applicable? Design v kips/ft ❑ 3 x Sill plate? O Double anchor bolts? 0.730 = 1.849 feet 0.395 1/2" dia. good for 0.730 kips/each f/2" dia at 11 inches o.c. Max.'. Blocking/top plate; ❑✓ Applicable? Connector I A35 0.450 kips/each Length of attachment; 33.50 feet Design v; 0.190 kips/ft 'Connectors 8 inches o.c. max Connectors at rim joist to mudsill/cripple wall top plate; Applicable? V 0.395 kips/ft A35 at inches o.c. max. Iti Page 1 M Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line 8 V1 v, V2 v2 V3 v3 V4 v4 Segment :..Desc -� Wall Opening r 6.38. 0.13 : Force -5.00'.. w 5.00 y F z 8.50lxys{ ; 1.318 8 50 '` } t o' 8.50 a r?.y� } r '` 2 _ ' : 0.204 11.16 -w 11.16 r:::,:: Y :. F -0.910 15.50 a . 15.50 `y't ,�:�:,. 2.032 0.000 0.000 0.000 0.000 - , r 0.000 0.000 0.000 0.000 0.000 ` •, h� 4A:X p�¢ Y;� '7: `�.' ; � 0.000 0.000 1. 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Total lengths 16.16 32.50 Maximum collector force; 2.032 kips 16d nail good for, 0.115 kips/each Splice; 18 16d nails, where used Page 1 Stability details Wall stability Level Lower Line 8 v 0.395 kips/ft Assembly dead loads; Roof; Floor, Wall; Design controlled by; ksf Seismic; ksf Dead load reduction factor; ksf 0.900 Z13 Shearwall Dead load trib. Lengths oCu E 3 s —n o Holdown Cu Cu O O 3:'9J N Y p O LL C6 ;5 00° 15 83i 15=83° w 0.158 31.2 1.8 4 50� 6.59 6.59 PHD812-2x6 1, 6 15"8X--"',,15 83 � 0.158 69.75 8.87 10 66 5 79 5.79 PHD812-2x6 41-490,; ail' jt i99Wiy2iM1 `T!s'n✓ � ". ''. f. Y. V 2 Y Y �y� V F � _ �� K {aht+Yuf"'� �}A•' �a:� T �='v'S'� T� .� F�ft.� i � Page 1 ZIq Wall line analysis Shearwall Summary Description; Dixon residence,- kt - Level; Lower Line; P lateral 2.440 kips Total wall length; 9.750 feet Wall framing species; HF V Shearwall; Description; Mark v cap Side 1;2 0.312 kips/ft Side 2; 13 0.000 kips/ft 3/8" cdx plywood with 8d nails at 4", 12" o.c. � None � Shearwall v; 0.250 kips/ft Oki v allow; 0.312 kips/ft If user -defined SW used; Description; v allow 0.000 kips/ft Sill nailing; Applicable? 0.134 = 0.535 feet 16d sinker good for 0.134 kips/each 0.250 .7 ad nails�at ti inches o.c. at SW Anchor bolts; El Applicable? Design v 0.250 kips/ft 0.3 x Sill plate? ❑ Double anchor bolts? 0.730 = 2.917 feet cc 0.250 112" dia. good for �7D 0.730 kips/each. 1l2" dia at inches o c max. 2 Applicable? Connector A35 0.450 kips/each Length of attachment; J.'...'27%50. ', feet Design v; 0.089 kips/ft Connectors 48, --.'Inches O.tpax•` Connectors at rim joist to mudsill/cripple wall top plate; ❑ Applicable? v 0.250 kips/ft A35 at. ...0 inches o.c. max. Page 1 ZAS Line geometry Shearwall summary Line geometry and collector forces Dixon residence Level Lower Line 9 V1 V, V2 V2 V3 V3 V4 V4 Segment Wall I Opening It2.44" 0.09 Force j :1800 18.00 9.75 -1.583 0.000 V� 0.000 0.000 '�Z 4, 0.000 0.000 0.000 IT, 0.000 0.000 0.000 0.000 3 'R r -I 0.000 0.000 0.000 0.000 0.000 j. 0.000 0.000 0.000 0.000 7 0.000 0.000 0.000 0.000 k, 0.000 Total lengths 9.75 18.00 Maximum collector force; 1.583 kips 16d nail good for; 0.115 kips/each Splice; 14 16d nails, where used Page 1 Zfb Stability details Wall stability Level Lower Line 9 v 0.250 kips/ft Assembly dead loads; Design controlled by; Roof; 0.014 ksf lWind Floor, 10.011 Iksf Dead load reduction factor, Wall; 0.010 ksf 0.667 Shearwall IDead load trib. Lengths o cc S v v � Q E 3 Y v _C n C Holdown .— a) o o v ,_ v o v °' ° v N 3:W � a 9.75 10.00 10.00 0.100 24.4 3.2 9.25 2.41 2.41 HTT1612-2x6 Page 1 J POWER LIN ES N OTE: SEE THE ATTACHED SWIMMING POOL REQUIREMENTS �-� COMPLY WITH 2004 An outdoor swimming pool shall be CALIFORNIA ELECTRICAL g prevention safety provided with drowninCODE ARTICLE 680 features that comply with California Health E XD and Safety Code Section 115920-1159 e8dl C Q O G R These features shall be installed, inspe 90 N roved prior to plastering or filling C 0 and app C W l C A- 95 9 7 3. with water. 23 / 5-7 AP 47� SEr�-rrc 'TANK AN��(.6'� LEACHFIELD PER 130 -1 -TL 'C ou tart Y ... q&ALTH 0 -1 -P -r I PLANNi O1_*ON - BUILDING PLAN APPROVAL Parking: ng: 00W. Signature: R E F P F P.. 8�X 868C) 95C L53342-_463 9 CsC 3808.26 BUILDING PERMIT#Off- I I t �_ ASSESSOR'S PARCEL# 7 �• k w� ,C Z %7 G� P 0.0 -L -s 27 C-53 FILE COPY FILE COPY v -2- q'7- -1.3 .4;3=1N wJ �71 FILE COPY v -2- q'7- -1.3 z0� LLI�Q _ IL � OO-ZOW2O �®�WZ�W W-- W—O�� QWz ZTvt�QT }Y ��pt-�O=IL���LH0)p0z Co 0 Dit <WVzV�tY�-�z� 1� 0 W � v W = Q) -1 LU v i - 0S 0 & S I VIE Z r - moi IY UA v.zI-CLLLJ �o(3 LH J_ __J 1A__ -�-o zz- Lp:<LL ��ZW LLA W I-W1)WWw�- W�IYUiYN OIIi} v�WT_OL Z<<V~<IUiLW Z�dZdL�-z 6-z��Z-Vz <ILIVQ5 =WwJ=<JLU � VV(30FKtYVEi—IL0--W C EROSION $ SEDIMENT CONTROL REOU I REMENTS STRAN MULCH: • Apply straw at a minimum rate of 4,000 Ib/acre, either by machine or by hand distribution. • Roughen embankments and fill rills before placing the straw mulch by rolling with a crimping or punching type roller or by track Nolking. • Evenly distribute straw mulch on the soil surface. • Anchor straw mulch to the soil surface by ©punchingA it into the soil mechanically (incorporating). Alternaitively, use a tackifier to adhere straw fibers. A tackifier is typically applied at a rate of 125 Ib/acre. In windy conditions, the rates are typically I80 Ib/acre. H)"DROjEED I NO : • Use hydroseeding in conjunction with straw mulch. State application rate/seed mixture on plans. Supplemental irrigation may be required during dry periods. • Hydroseeding mixtures shall conform to the Federal Seed Act, the Federal Noxious Weed Act, and appllicable state and local seed and noxious Need laws. • Avoid use-�f hydroseeding in areas where it would be incompatible with future earthwork activities and iNould have to be removed. • Hydroseeding can be applied prior to straw mulch or in a mixture of fiber, seed, etc. Application prior t4 straw mulch ensures maximum direct contact of the seeds to the soil. If seed is applied in a mixture, increase the seed ratE; to compensate for all seeds not having direct contact with the soil_ • Prior to application, roughen the area to be seeded with the furrows trending along the contours. • Each seed bag shall be delivered to the site sealed and clearly marked as to species, purity, percent germination, dealer?s guarantee, and dates of test. The container shall be labeled to clearly reflect the amount of Pure Live Seed (PLS) contained. All legume seed shall be pellet inoculated. Inoculant sources shall be species specific and shalil be applied at o rate of 2 Ib of inoculant per 100 Ib seed. • Commercial fertilizer shall conform to the requirements of the California Food and Agricultural Code. Fertilizer shall be pelleted or granular form. • Follow up application shall be made as needed to cover weak spots and to maintain adequate soil protection. • Avoid over spray onto roads, sidewalks, drainage channels, existing vegetation, etc. F 1 SER FZOLLS: • Use minimum 5 in. diameter rolls. • Locate fiber rolls on level contours spaced as follows: o Slope inclination of 4:1 (H:V) or flatter: Fiber rolls shall be placed at a maximum interval of 20 ft. 0 Slope inclination of between 4:1 and 2:1 (H:V): Fiber rolls shall be placed at a maximum interval of 15 ft. o Slope inclination of 2:1 (H:V) or greater: Fiber rolls shall be placed at a maximum interval of 10 Ft. • Stake fiber rolls into a 2 to 4 in. deep trench with a width equal to the diameter of the fiber roll. Drive stakes at the end of each fiber roll and spaced 4 ft maximum on center. Use wood stakes with a nominal classification of 0.75 by 0,75 in. and minimum length of 24 in. • If more than one fiber roll is placed in a row, the rolls shall be abutted securely to one another to provide a tight Joint. • Fiber rolls are typically left in place. If fiber rolls are removed, collect and dispose of sediment accumulation and fill and compact holes, trenches, depressions or any other ground disturbance to blend with adjacent ground. • Refer to installation detail below: NSFEGT I ON AND MAINTENANCE REOU I FEMENTS • Inspect erosion control applications prior to forecast rain, daily during extended rain events, after rain, events, weekly during the rainy season, and at two-week intervals during the non -rainy season. • Areas where erosion is evident shall be repaired. Straw mulch and hydroseed shall be re-applied as soon as possible. Gare shall be exercised to minimize the damage to protected areas while making repairs, as any area damaged Hill require re-application of straw mulch and hydroseed. Repair of replace split, torn, unraveling, or slumping fiber rolls. • Reapplication of straw mulch and tackifier may be required to maintain effective soil stabilization over dkoturbed areas and slopes. • Where seeds fail to germinate, or they germinate and die, the area must be re -seeded, fertilized, and mulched within the planting season, using not less than half the original application rates. • Irrigation systems, if applicable, shall be inspected daily while in use to identify system malfunctions and line breaks. When line breaks are detected, the system must be shut down immediately and breaks repaired before the system is put back into operation. Irrigation system shall be inspected for complete coverage and adjusted as needed to maintain complete coverage. • Sediment shall be removed from fiber rolls Hhen sediment accumulation reaches one-half the designed *ediment storage depth, usually one-half the distance between the top of the fiber roll and the adjacent ground surface. Sediment removed during maintenance may be incorporated into earthwork on the site or disposed at on appropriate location. G0H�55ET N,�TERSHED AREA 707AL DISTURBED AREA: 0.555 ACRES TOTAL AREA TO BE LAND5GAFED: 0.45,5 ?OGRES TOTAL ;AREA TO BE STRAN MULCHED: 0.0-7-7 ACRES SEOIN GONSTRUGTION: AUOU57 I, 200-7 END GONSTRUGTION: SEPTEMBER 51, 200-7 COUNTY ENGINEER'5 51ONATURE DATE '' I 1 ' AG ASPHALT CONCRETE AD AREA DRAIN BOG BAGK OF GURB 5LDO 51JILDINO B51^1 SACK OF 51DENALK GL CENTERLINE GW CONCRETE NASHOUT DI DRAIN INLET D/VJ DRIVEWAY EF EDGE OF PAVEMENT EX EXISTING FF FIN 15HED FLOOR FL FLONL I NE FOG FACE OF CURB FS FINISHED SURFACE 05 GRADE BREAK CARD GROUND OH OVERHEAD LINES PF POKER POLE 5 SLOPE SD STORM DRA I N 55 SANITARY 5ENER SN STRAN WADDLE SNL SHALE TG TOP OF CURS LEOEND M CONCRETE WASHOUT TO GHIGO 41) VIVNITY 1 IA GRAPHIC SCALE NORTH ( IN FEET ) 1 inch = 30 ft. " ALOO RD. TE O RAVEL DIN 06 0a A (P., 0%30/08 CP CAOr � MRH REVISION: 0 cou UL 2 5 2007 DRANINO NUMBER S CESS _JJ 9 _32 ly ._. 06 0a A (P., 0%30/08 CP CAOr � MRH REVISION: 0 cou UL 2 5 2007 DRANINO NUMBER S CESS SURROUND CULVERT WITH 5W Z \ z LEOENI�) ® CONCRETE WASHOUT /( Y POWER/SERVICE VOLE PROPOSED CONTOUR M M STRAW WADDLE DISTURBED AREA TO BE LANSGAFED ® D 15TURBED AREA TO BE HYDROSEEDED 00 Ex. GLASS 2 A00REOATE D/W rl �.� �_\V\ � \�-__., ' \ . ' \ . ' \ • � ar-- I '� ar`— I � ar`— � � ar` I � a� I a�`- CONSTRUCT GW PER �� . _�...--.� \ . .., � '�-'=�"�,._._ lam`.._,,'\� , `: ,'� • ' �� ' \ • _�.'` • • �'"-'�- - _...- -_- DETAIL \` moi, i • � .. • \ • ' �� •�� i `� . ` 1 \ . \ , `` - ; _--- -._.. .... -. _�-_- LOCATE TCF OF BANK Iy I a 'y' �` • ��� . `\ .I\t, \ I % OR GUT (TYF,), EE TAIL �'`� \ � i 'tet , e� �``.� \` ' \ ' •-`' '----~____ _-___ .._.__..._ __ G2 I / / — I - j/- - 11 ------------ , V _aI aj aI aI Y INSTALL 5W PER DETAIL G2 (TYF). SEE DETAIL (:_:�i FOR OPTIONAL CONTROL METHOD. 'k NOTE: STRAW WADDLES REOUIRED IF LANDSCAPE HAS NOT BEEN IMMEDIATELY INSTALLED. v 0111LU {— jU IL Z W t11=iX ��CQ Q Q-- � Q 0 ill l = � v ► W 7- TV- }� 0) — IX p = 1L � � u i 0) -jt �0iLI:117Q } IL WI—v�1u<0AR] L��X >�0 Z 1L���li��� EJ7-:L ���zZZiW- Z�E J7�-Ov WZLAW ZLu 111 ®wzf � a ZOt11`�< KOO ZOL Z IZ� ILZ� ZLU IXIYO0 11--KIY_tY0--F OLtLlY�d QRANN'°. J GRAPHIC SCALE . . 51TIl J H 20 0 10 20 40 80 DATE: 0 -7/1010 -It ( IN FEET ) 1 inch = 20 ft. REVISION, IINUME3ER lj I1 ov i t E at I� I QRANN'°. J GRAPHIC SCALE . . 51TIl J H 20 0 10 20 40 80 DATE: 0 -7/1010 -It ( IN FEET ) 1 inch = 20 ft. REVISION, IINUME3ER W) QRANN'°. J GRAPHIC SCALE . . 51TIl J H 20 0 10 20 40 80 DATE: 0 -7/1010 -It ( IN FEET ) 1 inch = 20 ft. REVISION, IINUME3ER WOOD/STEEL FiE Exc mo aim 199M ROLL OWE 1) Stake Rope Fiber Notch 51ope 6'-6" Below Oroding Gonform Fiber Rolls Spaced Equally Along Slope (See Notes) i Fiber Rolls Spaced Equally Along Slope (See Notes) i i 5'-0" Above Toe of Slope Stake ROP( Fibe EOTI NK 5ta er Joints to 10'-O" �_radine Conform or Toe of Slope RSA- � i =�rE 1199B! MLL (`TYPE 1) Below Grading Conform Fiber Rolls Spaced EcLuolly Along Slope (See Notes) i r Varies I Slope Inclination Fiber Dolls Spaced Equally Along Slope Fiber Roll (Sae Notes) i Materriia d i 5'-0" Abovle _— Toe of Slope STRAW NADDLr— N0TEE: I. FIBER ROLL 5FACIN5 VARIES DEFENDING UPON SLOPE INGLINATION. 2. INSTALLATIONS SHOWN IN THE FERSPEGTIVE5 ARE FOR SLOPE INCLINATIONS OF 10:1 AND STEEPER. .e Y" x Y2" Notch ELEVx T 10N STAKE NOTC44 DETAIL Grading conform or Top of Slope V, 5ta er Joints '-O" to 10'-D" railing Conform or Toe of Slope F�1�d-PEC-iVE frIDER ROLL (TYPE 2) NTS Earthen berm Plastic; liner over E�erm -- Orove I -f I I I ed bag J Plastic liner over berm Earthen berm Gravel -filled '\ Flastic liner L'013 Grave bags Edge of plastic liner Top o Top of cut SECT !OR 5 G `ION A - Earthen berm 5. 0.. Flastic liner Plastic liner placed under berm (entry side only) Original ground Earthen berm Orovel-filled bag Flastic liner over berm 1• Original ground Wood or metal stakes (2 per bale) Straw bolas (2 bales high Max)- 5.-2.1 ax)-3'_2,1 S'_21' Original ground Typ" Min Typ Grave I -f i I I ed 0)1 Staples (2 per bale) Original ground Plastic liner Edge of Plastic bags in corners G, I;t G= Liner (5eP Note 2) i d - AN 4" Min iAN r , �.:d under berm (entry side only) TEMPORARY CoQW-A E K49*11 11T PAGILITY (Below •:rade) Min L* n 3 o n a n n ­99-5traN bales n o Wood or metal n stakes a o G n o Wedge loose c o straw between bales a . . . o ........... Gravel -filled n n n n F bags in corners n n o n 1 (On Grade) GONGRETE WASHOUT 5E0 TION , LAN STAKNO AND LAORNO DETAIL 10'-O" Fiber roll Min check dam See notes on cover sheet rani for spacing required 1 _�A - based on slope of Swa0 le. -, ) �9 d.. = 6" Mi Fiber roll check dam Unlined ditch / iUi or Swale o ` U?' EP�E,_STI'� E TEMPORARY CHWK DAM MM U (Total of 5 check dams shown) SNALE/OHEOK DAM 5tak - Y2" x Y2" Notch EL VATi'��N. STAKE NOTCH DETAIL Finished grade Elevation at end of check dam (Bottom of fiber roll) Elevation of check dam at centerline of ditch or Swale check (Top of fiber roll) Spillway (See note 1) Centerline Ditch or Swale NTS Oravelbags 1 vl LLI W iEV � ti— ®i�LZ40W:Eww )w zDu�ixww f�wzzZV__ - ill- }� LLI_ O w�pOz O O � � O w tYzIY IL f = w1 LUx LL �la�DJ06 X 1: T F fi- � L LU o � LU z�WZ��OvZ����zw WZ�0LU IU Z�W ��® 'Jl W �wlilll 0�11�v-1W_2q)O) < X Wow �wzwmi.L~`�X 0 LLI y7' ziL z L<YzWV > LUI wtYO�O=lII`�WJ=Jw�l� IY VY 0 I I-- K V V L I-- SL 9-- Y<< 1. The concrete washout sign shall be installed within 32'-10" of the temporary concrete washout facility. 2. Plastic liner shall be anchored with gravel -filled bags for below grade concrete washout facility. Ii i! U 1 2" 16 Guage Steel wire STAPLE DETAIL Finished, GC�ncen noted flow_ Grade -�... N i �. I. Spillwayy depth "d" shall be maintained to prevent flanking of concentrated flow around the ends of each check dam_ SECTION TEMPORARY CHECK DAM PTYPE 2) Gravel bag the �k damp___ See notes on cover sheet for spacing required.. based on slope of Swale. „ �P \0D ;( Orovel bag "d" = 6" check dam Ditch or Swale (Lined ditch shown) F =` TiVE TO40ORMY C IZK DAM f TYPE 2) (Total o,f 5 check dams shown) Finished grade Elevation at end of check dam (Bottom of fiber roll) Elevation of check dam at centerline of ditch or .swale check (Top of gravel bag) Spillway (See note 1) Centerline Ditch or Swale OPTIONAL SNALE/CHECo< DAM NTS M ° C' : 1 . :AFH TE- _ iI I I REV 1; 5ION: rr. ....-.... ---- ---- ------ S,ec-ond _fl..9oor_p1,an, KEYNOTES GENERAL KEYNOTES 01 CF-ILING BREAK 02 2 x A WALL FRAMING O3 AIRCH ABOVE 01 L.15r-D BRICK WALL 0 15 LAUNDRY TUB ` 0( DOWNFLOW GAS FIRED FURNACE IN CLOSET. A� PIROVIDE SOLID CORE SELF CLOSING A ti DOOR. Q7 C14 on HIDDEN DOOR 09 NOT USE -0 ip 10 ri CONDENSING LIMIT II STONE VFNF-E-R XTRORDINAIR FIREPLACE CONFIRM MODEL WITH OWNER - INSTALL PER MFRS SPECIFICATIONS V. 13 FF', PLATFORM FOR STONE HEARTH AT +12' ABOVE ADJACf_=,NT FLOOR 14 RETURN AIR DUCT CHASE 15 SUILT-IN DRAWEIRS (p ft 16 OAK GUARDRAIL AT +30, TURNED OAK BALLUSTIERS P 1-1 OAK HANDRAIL WITH TURNED OAK 13ALLUSTERS IE 12" DIA. DECORATIVE WOOD COLUMN " 19 Ott DIA. OFCOR ATIVE WOOD COLUMN AfiSEMBLE FROM TWO HALVES AROUND STRUCTURAL STEEL COLUMN 0 50 GALLON GAS-FIRED WATER HEATER ON j +111" RA15F.0 PLATFORM. PROVIDE P/T VALVE WITH DISCHAROF.": TO OUTSIDE. Y.T.O.S.A. PROVIDE SEISMIC STRAPS TOP AND BOTTOM 0 A 21 BUILT-IN SEATING/TABLE AT BREAKFAST NOOK. CONFIRM DESIGN WITH CABINET BUILDER. 2:7. PLANTER - SEE DETAIL 04/A-12 400A MAIN PANEL LOCATION P7, (,, -to C A -e I 21 TEL. AND CABLE SERVICE LOCATION 7.5 V BAR SINK 4- V./. +:.34" METAL GUARDRAIL 21 TEMP. FIXIED GLASS PANEL ABOVE DOOR. A -a 9. H OAK TRrHADS AND RISERS AT STAIRS 9.1 SCREEN, TYPICAL 3D 9.2" x 30" ATTIC ACCESS 31 0 x 8 COLUMN N 9, ELECTRICAL SUB -PANEL 33 STEP ------------------------------------ --------------------------------------- ----------- -------- ---------------------- ---- 51 PROVIDE METAL GRATE OVER UNDERFLOOR r 4 ACCESS. -A-L Vm BATHROOM KEYNoTEs -------------------------------------------------------------------------------- L___________________ -------------------------------------- ---------------------- § 4_11 TEMPEREDENCLOSURE GLASS TILED SHOWER - SLOPE FLOOR TO DRAIN 14- x 1.4- SOAP NICHE AT 454' _047 CORIAN SEAT AT +18- - - - CONFIRM HEIGHT it IBT_O�i_j TIl_r_ DECK AT +20 --------------------------------------- -------------------- ----------------- CONFIRM MODEL WITH OWNER L JACUZZI TUB tgrk, --------------------------- -------- LINEN CABINET x, pp CAST-IRON TUB WITH SHOWER. TILE SURROUND rp -01. PROVIDE ROD FOR SHOWER CURTAIN TO +41 -R AT +30 CHASE §Ja4:] TILE coumTE A-8 A-8 0 0 FOR FLUES 19 1131110 1 FIBERGLASS SHOWER ASSEMBLY 0 p - ------------- Vr 0 -------------------------- KC,y 40 A4RR'11/1 ------- KITCHEN KE Tn_n SHELF AT +42' Balcony J -T L -0. L FO0-21 EATING DAR TILE OVER HOTMOP --bF — ­ 1101 9' CLG. A-9 PFFRIGMRATOR - CONFIRM DIMENSIONS PLASTER STORAGE ------ CLOSET LID Z) FK] :o4:] SINGLE SINK WITH DISPOSAL ------------------------ ----------------------- q_q------ 7__ w - ------------------------------------------------ -------------- ------ I: F] LJINF STORAGE BELOW [K:[q] ADJUSTABLE BOOKSHELVES BELOW KD -TO-GREAT- ROOM BELOW 9080 3 PANEL FIR. SLI ER[m OPEN EATING BAR - KNEESPACE BELOW DOUBLE SINK WITH DISPOSAL o DISHWASHER I [K]�9] F13TO 8� is 17;\ APPLIANCE GARAGE --------------- ------ ------------------------------------------ ------------------- I i w Ri ------------------------------- A-12, I E FLASHING FLASHING R,� --------------------------------------- 0 G 7 gi A-9 2 Craft Room Guest Bedroom 4— CARPET LU CARPET T CEILING H Ol 15 cou T CEILING --------- ----------------------------------------------- FPROVIDECARPET GENERAL NOTES )ACCESS TO 1 CEILING )ATTIC OVEFi t5AR. AG_- �F6 ii IKen"c', Studv REFER TO riTRUCTURAL PLANS FOR ADDITIONAL !7- F1313 01 y' CARPET WALL FRAMING INFORMA1,10N. (POST LOCATIONS, ETC) F0 1 9' CEILING ------------ /.Off] 28& L-14' 5H ----- ------- REFER TO 11IMTM1.1 (nrWKW1--E ADM F„rOLU _20 __24 -- -- --------- INFORMATION. 28LB REFER TO BUILDING SECTIONS FOR INFORMATION Craft Closet 21 ARP ET REGARDING SPECIAL CEILING TREATMENTS. —0 281.8 CARPET 01 T CEILING -------------------------- SLO CEILING 1'ED0 CEIILINNG�j Ak-- ------------------------ ----------- ------- ------ --- 0 ---------- 0 REF IL 1-'-----'--------I rD ❑ 0 OPEN' TO FOYER 1E I FaOhl 7= Ti TH 5 WALI_ =RAIMED Q, 3 ATOP ROOF BELOW — —SHELF AT +1'-0- A.F. IFIRST) Environmental Health Environmental Health A- A -U -N —AQ - J 9 2003 Chico, Calif Dmia Chico, California DRAWN EF.G.. t A-8 A-8 A -a A A -a CHECKED UT A G.B. AREA TAB 1-il iTIONS DME -4. SCALE CONDITIONED FLOOR AREA: NOTED JOB NO. Ed A SECOND FLOOR 1184 S.F.R 02-03L G FIRST FLOO2482 S�F. SHEE.F TOTAL CONDITIONED 3848 S.F. SECOND FLOOR BALCONY 141 S.F. yy ENTRY PORCH 10 S.F. 1. GARAGE ills S.P. A-4 13. OF SHEETS PLOT DATE! 05-05-03 T ­ t ---- ---- ------ S,ec-ond _fl..9oor_p1,an, KEYNOTES GENERAL KEYNOTES 01 CF-ILING BREAK 02 2 x A WALL FRAMING O3 AIRCH ABOVE 01 L.15r-D BRICK WALL 0 15 LAUNDRY TUB ` 0( DOWNFLOW GAS FIRED FURNACE IN CLOSET. A� PIROVIDE SOLID CORE SELF CLOSING A ti DOOR. Q7 C14 on HIDDEN DOOR 09 NOT USE -0 ip 10 ri CONDENSING LIMIT II STONE VFNF-E-R XTRORDINAIR FIREPLACE CONFIRM MODEL WITH OWNER - INSTALL PER MFRS SPECIFICATIONS V. 13 FF', PLATFORM FOR STONE HEARTH AT +12' ABOVE ADJACf_=,NT FLOOR 14 RETURN AIR DUCT CHASE 15 SUILT-IN DRAWEIRS (p ft 16 OAK GUARDRAIL AT +30, TURNED OAK BALLUSTIERS P 1-1 OAK HANDRAIL WITH TURNED OAK 13ALLUSTERS IE 12" DIA. DECORATIVE WOOD COLUMN " 19 Ott DIA. OFCOR ATIVE WOOD COLUMN AfiSEMBLE FROM TWO HALVES AROUND STRUCTURAL STEEL COLUMN 0 50 GALLON GAS-FIRED WATER HEATER ON j +111" RA15F.0 PLATFORM. PROVIDE P/T VALVE WITH DISCHAROF.": TO OUTSIDE. Y.T.O.S.A. PROVIDE SEISMIC STRAPS TOP AND BOTTOM 0 A 21 BUILT-IN SEATING/TABLE AT BREAKFAST NOOK. CONFIRM DESIGN WITH CABINET BUILDER. 2:7. PLANTER - SEE DETAIL 04/A-12 400A MAIN PANEL LOCATION P7, (,, -to C A -e I 21 TEL. AND CABLE SERVICE LOCATION 7.5 V BAR SINK 4- V./. +:.34" METAL GUARDRAIL 21 TEMP. FIXIED GLASS PANEL ABOVE DOOR. A -a 9. H OAK TRrHADS AND RISERS AT STAIRS 9.1 SCREEN, TYPICAL 3D 9.2" x 30" ATTIC ACCESS 31 0 x 8 COLUMN N 9, ELECTRICAL SUB -PANEL 33 STEP ------------------------------------ --------------------------------------- ----------- -------- ---------------------- ---- 51 PROVIDE METAL GRATE OVER UNDERFLOOR r 4 ACCESS. -A-L Vm BATHROOM KEYNoTEs -------------------------------------------------------------------------------- L___________________ -------------------------------------- ---------------------- § 4_11 TEMPEREDENCLOSURE GLASS TILED SHOWER - SLOPE FLOOR TO DRAIN 14- x 1.4- SOAP NICHE AT 454' _047 CORIAN SEAT AT +18- - - - CONFIRM HEIGHT it IBT_O�i_j TIl_r_ DECK AT +20 --------------------------------------- -------------------- ----------------- CONFIRM MODEL WITH OWNER L JACUZZI TUB tgrk, --------------------------- -------- LINEN CABINET x, pp CAST-IRON TUB WITH SHOWER. TILE SURROUND rp -01. PROVIDE ROD FOR SHOWER CURTAIN TO +41 -R AT +30 CHASE §Ja4:] TILE coumTE A-8 A-8 0 0 FOR FLUES 19 1131110 1 FIBERGLASS SHOWER ASSEMBLY 0 p - ------------- Vr 0 -------------------------- KC,y 40 A4RR'11/1 ------- KITCHEN KE Tn_n SHELF AT +42' Balcony J -T L -0. L FO0-21 EATING DAR TILE OVER HOTMOP --bF — ­ 1101 9' CLG. A-9 PFFRIGMRATOR - CONFIRM DIMENSIONS PLASTER STORAGE ------ CLOSET LID Z) FK] :o4:] SINGLE SINK WITH DISPOSAL ------------------------ ----------------------- q_q------ 7__ w - ------------------------------------------------ -------------- ------ I: F] LJINF STORAGE BELOW [K:[q] ADJUSTABLE BOOKSHELVES BELOW KD -TO-GREAT- ROOM BELOW 9080 3 PANEL FIR. SLI ER[m OPEN EATING BAR - KNEESPACE BELOW DOUBLE SINK WITH DISPOSAL o DISHWASHER I [K]�9] F13TO 8� is 17;\ APPLIANCE GARAGE --------------- ------ ------------------------------------------ ------------------- I i w Ri ------------------------------- A-12, I E FLASHING FLASHING R,� --------------------------------------- 0 G 7 gi A-9 2 Craft Room Guest Bedroom 4— CARPET LU CARPET T CEILING H Ol 15 cou T CEILING --------- ----------------------------------------------- FPROVIDECARPET GENERAL NOTES )ACCESS TO 1 CEILING )ATTIC OVEFi t5AR. AG_- �F6 ii IKen"c', Studv REFER TO riTRUCTURAL PLANS FOR ADDITIONAL !7- F1313 01 y' CARPET WALL FRAMING INFORMA1,10N. (POST LOCATIONS, ETC) F0 1 9' CEILING ------------ /.Off] 28& L-14' 5H ----- ------- REFER TO 11IMTM1.1 (nrWKW1--E ADM F„rOLU _20 __24 -- -- --------- INFORMATION. 28LB REFER TO BUILDING SECTIONS FOR INFORMATION Craft Closet 21 ARP ET REGARDING SPECIAL CEILING TREATMENTS. —0 281.8 CARPET 01 T CEILING -------------------------- SLO CEILING 1'ED0 CEIILINNG�j Ak-- ------------------------ ----------- ------- ------ --- 0 ---------- 0 REF IL 1-'-----'--------I rD ❑ 0 OPEN' TO FOYER 1E I FaOhl 7= Ti TH 5 WALI_ =RAIMED Q, 3 ATOP ROOF BELOW — —SHELF AT +1'-0- A.F. IFIRST) Environmental Health Environmental Health A- A -U -N —AQ - J 9 2003 Chico, Calif Dmia Chico, California DRAWN EF.G.. t A-8 A-8 A -a A A -a CHECKED UT A G.B. AREA TAB 1-il iTIONS DME -4. SCALE CONDITIONED FLOOR AREA: NOTED JOB NO. Ed A SECOND FLOOR 1184 S.F.R 02-03L G FIRST FLOO2482 S�F. SHEE.F TOTAL CONDITIONED 3848 S.F. SECOND FLOOR BALCONY 141 S.F. yy ENTRY PORCH 10 S.F. 1. GARAGE ills S.P. A-4 13. OF SHEETS PLOT DATE! 05-05-03