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HomeMy WebLinkAbout047-230-149BUTTE 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: 132 INDIAN CLIFFS DR Owner: Permit No: 06-1620 APN: 047-230-149 RONALD ROTH Issued Date: 09/28/2006 By KCG Permit type: RESIDENTIAL 2030 OAK WAY Subtype: SFD-Custom/Model CHICO, CA 95973 Expiration Date: 09/23/2007 Description: NSF/GARAGE/DECK(COV) (530) 342-6210 Occupancy: R-3 Zoning: Contractor Applicant: Square Footage: OWNER RONALD ROTH Building Garage Remdl/Addn 2030 OAK WAY 2030 OAK WAY 3,754 1,804 CHICO, CA 95973 CHICO, CA 95973 Other Porch/Patio Total (530)342-6210 (530)342-6210 1,322 6,880 ' FEE INFORMATION County Impact - SFD $2,244.02 Dwelling - Custom, Model $2,603.75 Fund 10 BLDG $1,845.81 Impact Processing Auditor $50.00 Impact Processing DDS $50.00 Res Impact Fees - SFD $2,005.09 SMTP -Residential $30.85 SRA Fees $95.00 Total Charged: $8,924.52 Fees Paid: $8,924.52 Balance Due: $0.00 Receipt No: B306 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 OWNER / / 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 full force 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 09/28/2006 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractor's Signature Date IGT 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 sate. 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.). AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by ❑ Lection ❑ I, 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 Contractor's License Law.). Carrier: Policy Number: Exp. Date: (This section nee not be completed if the permit is or one hundred dollars($100) or less. ❑ I AM EXEMPT under Section B. & P.C. for this reason: ERCERTIFY 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'X 09/28/2006 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisions. X 09/28/2006 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 HUNDRED THOUSAND DOLLARS 5100,000 , IN ADDITION TO THE COST OF COMPENSATION, ( ) injury, including death, and property damage dgecausedthat t is arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the 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 pro rty owner or am authorized to act on the prope owners behalf. CONSTRUCTION LENDING AGENCY o [ s 09/28/2006 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name dif Permittee [SIGN] Print Date the performance of the work for which this peril is issued. (3097 civ, code) Owner ❑ Contractor OR; Agent for Owner Agent for Contractor FILE COPY Lenders Address City - State Zip r 44� 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 OFAPPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" ✓1' 1�1 � 1rV b(J� OWNER INFORMATION Last Name 2 Name First Imine A Lc- ti Address Z p 30 l.J City C o Statg, Zip .73 Phone 3 y Z _ 62, Fax E-mail r r O' ccd cs U c_i; ,C'o ,ej,� ARCHITECT/ENGINEER CONTRACTOR Name l� u.�r,.G� Lj ✓t ��Q Address City CGkco City State., State Zip Phone - // oZ Fax E-mail Planner Lic. # Class ARCHITECT/ENGINEER Name -Q6�lJr�L%� Name M1Cf ACA_ 14 L4Le Address Lao Address S$ 10 L N A v. City CGkco City (,NrGo State., Zipq _q� Phone Seo _899 &'W6 FaS3o - 8 - // oZ E mailState Ver4cG @S'IoSw�.I�S License Number 4732— APPLICANT INFORMATION Name -Q6�lJr�L%� K-8 Address Lao 0,44 L JA City CGkco I JrYeQ Stag Zi SS71 Phone 3yL - 6�� Subdivision Name Fax E-mail / reTA @ C.5 APPLICANT SIGNATURE X vezz__ For office use only: Zoning Property Address L n -r 2D !b 0,4x1 Ct-r r -1r) Flood Zone I SRA I JrYeQ I No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc PERMIT NO. BIN # PROJECT LOCATION AP# 7-- DD Property Address L n -r 2D !b 0,4x1 Ct-r r -1r) Cil Cross St et P1Ct-(/d,_r sort✓ -TP/ l'LG ss v WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Page 1 of 3 Description or Scope of Work: CCN 17 UtTtd.,J (7 Ui des ibrrAuctf Sq FT- Living3'751 Garagf 01 Open, Cov 132-2 ❑ Structure Built without Permits 1 ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. r� Received by: the Amount:'$ i 73 S Bldg Z11VAJ .�£) SRA Receiptp #: `��0So /� Sheriff ope' ' I�t) I SMIP Other J 0 /�, Total REV 8-12-05 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)�N�rriage 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 d. 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). 0 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\131dgApp1SubRgmts.doc Page 2 of 3 REV 8-12-05 COUNTY CF 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 QCO 1620 OWNER: RO ASSESSOR PARCEL NUMBER LJ `1 j� -1� Proposed Building Use: K5 bVI Permit Technician: ^ . i • Date:'__( j_O`Q I ms required in order to apply for a permit. AiUoxes MUST be checked OR marked NA in order to apply. tN 1. Site plans 3&r 4 sets, signed by the preparer of the plans. ,❑/ 2. Complete plans, 3 �4 sets, signed by the preparer of the plans„-(! �N 3. Engineered plansor 4 sets, with wet signature on plans ANEW se s of stamped and signed calculations. VA' 4. Engineered truss details and layouts in duplicate. No faxesl `� 5. Letter from Engineer or Architect for truss design review. 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and AIC for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or find plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Find plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. —/11. Hazardous Material Form TO 12. Acknowledgement of building permit application without required clearances. ❑ 13. Other Re ming items needed to issue the permit. (May require additional plan review uponlecptpt of the following items.) �i'( 14016.* Sanitation and site plan approval from the Environmental Health Department inki'Chico ❑ Oroville, as applicable����� OFire Sprinklers........................................................... ............................... 0 Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ $2City oils Report and/or Engineered Foundation required ............... I.......................... ❑ krosion Control Plan Required........................................................................ ' �j ees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ of Chico Plumbing permit........................................................................ 21. Site plan and business license approval from the Chi y of Biggs ............._.......... California Department of Forestry Ian approval► paid. Sent by: k.C,T/F��h.�....... Planning approval fof.(Al Use: ' (B) Parking: (C) Parcel Check :............ b ❑ 1 � ontact Land Development about' t Improvements, _ Drainage ........................ ❑ Z , 25.. Fire Marshall Review (commercial projects only). Sent by: ...................... IJV' 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ► ❑ 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ .29. Worker's Compensation Carrier and Policy Number .......................................... 30. Owner -Builder Verification ( _ Given to owner, _Mailed to owner) ..................... _❑ G , 31. Letter of Signature authorization.......................................................VDON ............ 32. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 33. Existing violations and/or expired permits......................................................... ❑ 34. Deed Restriction.......................................................................................... ❑ 35. ❑ Legal description, ❑ M.H. Title, title search, registration or MCO ......................... ❑ 36. Other: ❑ 37. Other: //��,,�� When issued Telephone t 53Di 3�2-{n ?_I [� Ow nw and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: O R F= Date: J /-,, 7 00 1. Index permityapplication for the above items numbered: Plan Check Letter 2. Additional items re fired Contractor, , erdesigne wne , was advised of the above data by Xphone, ❑ mail, ❑ counter, by � � Date: `i - Lf • Q\D Contractor, designe , was advised of the above data by 'Cr phone, ❑ mail, ❑ counter, by Date:—' Contractor, designer, %eadv�isedof theWdaa hone, ❑ mail, ❑ cou er b Date: Plans reviewed by.Date:Plans approved by: Date: Structural reviewed bDate:Structural approved by: Date: O Note transfer by: Date: Yellow: Building Division K/Building/Plan Check/Data Sheets/data sheet page 2 9.27.05 4s° TO: Building Division= Development Services FROM: Environmental Health SUBJECT: Sanitation Clearance E. SE Y Plot Plea Attached Floor Plan Attached d Sent to BD/DS / ,G/, ,Or . � Owner Location AP# Plan Approved for: Sewage Disposal: X Water Supply: Public Private Well X Clearance for .dwell. Other 3 664-..z? %1arn� Hold final for: Final clearance O.K. for: NOTE: Environmental Health Specialist Date Building Clearance 9/2005 BUTTE -COUNTY DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 www.buttecountV.net/dds PHONE (530) 538-7541 FAX 538-2140 RECEIPT OF FEES SCHEDULE - RESIDENTIAL Owner App Date ROTH 7/6/2006 APN No: 047-230-149 Permit Type: �� I I Subtype: Permit No: BP 061620 Permit Desc: �� _Q �( 73 New 1 BUILDING PERMIT FEES ESTIMATED AT APPLICATION Plan Check portion of Permit Fee 2 FEMA Res Flood Elevation Review $109.98 3 SRA* Yes Fire Plan Check - Non -Refundable $95.00 (State Responsibility Area) Building Inspection $109.98 NON-REFUNDABLE portion of fees due at application $4,339,58 $1,735.83 $2,603.75 Balance of Building Permit Fee 0 $95.00 $204.98 $109.98 $1,830.83 FEES DUE AND PAYABLE AT TIME OF PERMIT APPLICATION $1.,940.81 FEES (BELOW) DUE PRIOR TO ISSUANCE OF PERMIT $6.983.71 RECEIPT DATE Tech/Asst 7/6/06 Kourtni At the time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during the plan checking process. Applicant: '/ Date: (O CJ ,200 to Pursuant to Government co e Selction 66020, you are hereby notified those Items followed by an "*" may have been imposed on your pr ect. You have 90 days from the date of approval of the porject or from the impostion of the above referenced items during which you may protest. The requirements for a protest are specified in Goverment Code Section 66020(a). K:/Building/Forms/Schedule of Receipt Fees Residential 041506 OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the major labor and material for construction of this proposed property improvement: YES .f NO[ ]. 2. I HAVE HAVE NOT [ ] signed an application for a building permit for the proposed work- 3. ork3. I have -contracted with the following person (firm) to provide the proposed construction: NAME: _ ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and -provide the major work NAME: _ ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE. TYPE OF WORK SIGNED: PROPERTY OWNER DATE: Q , NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. Butte COun% Department of Development Services STT ADMINISTRATION ° BUILDING GIS ° PLANNING o o o 7 County Center Drive o ./ o Oroville, CA 95965 0 ^+ v O O (530) 538-7541 Telephone C y 0U.�� (530) 538-2140 Facsimile OWNER -(BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work- If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do'your own work, with the exception of various trades that your plan to subcontract, you should be aware of the following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers' compensation insurance, disability inst rance costs, and unemployment compensation contributions. o There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally orthrough their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an `°owner-buildef' building permit, erroneously implying that the properly owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N Street, Sacramento, Califomia 95814. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. Sincerely, ��J l Scott Rutherford Chief Building Inspector NOTE- This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. V ENT OSP � uTrr 1 O�\� �(1` o \� c�UN1 o\\�, Department of Public Works o V C o u n t y o f B u t t e o O J. Michael Crump, LAND DEVELOPMENT DIVISION DIf2CfOf 7CountyCenterDrive Oroville, CA 95965 O Storm Water Management Program ALeLIC WOP�S • (530) 538-7266 (FAX) 538-7171 National 'Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement [LESS THAN 9 ACRE] Project Description: h s I,�- tion Project Location and/or Parcel Number: Z-,4- Zo la d, , 6J, 14 12 -, Dq7 23O1�1q- 0020 By signing below, I, the project owner/owner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I, therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for a project that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title:�c�n ,-- Date: 6 J t// Zv°� Less than 1 Acre NPDES & SWPPP Compliance Certification Butte County Storm Water Management Program BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM 0 FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) CHICO AREA RECREATION AND PARK DISTRICT (CARD) 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) 0 DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number Property Owner (s) Project Location /Address Subdivision Name V New Development Alteration/Addition(s) Mobile home DemoPermit (date 'ss s Comments: `�/ o— k7j IN Building Permit Number --_�%r� Assessable Sq. Ftge Type of Residential Development (check one) Single Family -Detached Single Family -Attached Non -Residential to Residential Multi -Family Dwelling Mobile home replacement verified by Assessor Department -d ) . verified by Building Department ❑ FRRPD 0 CARD 0 PRPD ❑ DRPD certifies that: \oArlaf j�Qjh '6,5b -,3V2- Applicant 3VZApplicant Name Phone Number 203Q _ball W411 Ckie-o CIEI 959.73 Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Dwelling Units @ $ S per unit for a total of Square Feet @ $ per sq foot for a total of $ " Remarks: Paid by Check No: Paid by Cash: Representative -�/{SA- Receipt No: Date WACO 40 School District A.P. Number Property Owner BUTTE COUNTY SCHOOLS IMPACT:FEE CERTIFICATION FORM (One form per Building) "Wr7- Jurisdiction: City Property Location/Address Subdivision Building Department No. ( =County Lot No. Residential Development Sq. Footage, No of Living Mobile Home % Addition/ *Supplemental to (Group. R) Units Installation Conversion Permit # *(No foundation in .................................................................... I Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document), Commercial/Industrial ' = LL.... AAAA:.... District Identification No. �.0JFD School District certifies that Sq. Footage (including Exterior Roofed Areas) X- 7106. Date (Appficant) -210 (Street Address) (Phone Number) 51� 17 3 (City) (State) (Zip Code) has complied with the requirements of Resolution No. 96V• representing -39,5-V square feet. School District Representative Paid by Check # by payment of $ M 16 fB 2926 1 11 IULL MITIGATION $ Date Notice: You may protest the Imposition of the fan Identified above by subirMng a written protest,to the District, In compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest wUl prohibit you from challenging the Imposition of the fen In any'cotA action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Foran, On Schooli Ms&W to notifled by the appli"o Local Planning Agency that this project: Is being revtwired under the California Environmental Quality Act (CEQA). this project may be subject to additional school fen to fully mitigate Its 1 tip on the school dlsVWs schools. White (school district), Yellow (building department), ,Pink (applicant). feif0rmids (3/05W= AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2006-0036246 Recorded I REC FEE 7.00 Official Records I County of I Ct1NFOR+IED COPY 1.00 Butte I C MIE J. 6RLM I County Clerk-Necorderl 1 I DD OS. -IMM 14 -Jul -2406 I Page 1 of 1 IIII"IIII'II"IIII"II"IIII'll'I 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 I 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: Parcel 20, as shown on that certain parcel map, recorded in the Office of the Recorder of the County of Butte, State of California, on December 3, 1998, in book 144 of maps, at page(s) 87, 88, and 89. Date -7 I LI —0 (-P PROPERTY OWNERS: Z-1 LP Aln+c_ State of California ) County of ) On --"T— ( L4 — dLP before me, '� otC,'J `l �k-$-XDk"C_ personally appearedA\filCA {H�-�t-ec pfd rc.lc� �_ (Lo 1 pity known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s)j4/are subscribed to the within instrument and acknowledged to me that Ve/oe/they executed the same in WsXer/their authorized capacity(ies), and that by Vs/j er/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature Seal: 4- 1 . • r• , • � r�ii—j F�. �t r • • t J 7- s7f 'i1G`49:)4h-tt"19j3 V4,'1t_ I H'1 i ro�3s. • � 5'0. _ sla� I Butte CouatyDepartment ofDevefopment Ser- 'Ces 7 County Center Drive ' oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile BUILDING PERMIT APPLICATION WITHOUT REQUIRED CLEARANCES [ request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledgd: ® I need to submit applications for septic andlor well to Butte County Environmental Health immediately. I am required to bring the approved Environmental Health site plan and approved sanitation clearance to the Building Division as soon as clearance is obtained a I am responsible for notifying Development Services, in writing, to stop processing of the application and to arrange for* disposition of plans The Building Division will process the application through the plans examination process, as submitted, without input from other regulatory entities that could prohibit issuance of the building permit or require submission of amended building plans to the Building Division. Once the plans examination process begins, there will be no refund of plans examination fees. Any changes requiring submission of amended plans to the Building Division will incur additional fees. Within one year from the date of application for a building permit, all other required permits and clearances from other•.entities must be obtained for the permit to be issued. Failure to obtain these permits/clearances will void the application. Typically other required permits/clearances include, but are not limited to, verification the parcel was legally created, adherence to. all mitigations and conditions imposed on the parcel at time of creation, as well as zoning requirements, legal access, and applicable set -backs and environmental issues (fire, agriculture buffer zones, and habitat/species). Please print: Applicant Name: V_( APN: O Y % Building site address: -10-r'Zo hQo1ra,0 &Ive- Permit No.: CN(ro I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the above -referenced building permit application and my signature below: SICAATURE OF APPLICANT DATE SITE PLAN REVIEW APPLICATION Date: o AP# a _ 7 " �.30 — / Y c Permit Number (if applicable) i� �p _��� Bin Number APPLICANT INFORMATION Parcel Size: �� �� Q e pts 6Owners , Ol.t wners Name: ame: - Owners Address: 30 Telephone No.: Site Address: O .S . 'Co Proposed Use: Zone: Residential IN 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 ❑ Agricultural Buffer Form GP: A -e— DEVELOPMENT SERVICES INFORMATION (For Staff Use) ❑ Approved ❑ Conditionally Approved JffResolve Problems Prior to Approval ❑ Resolved By Date 1 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract ❑ Watershed Protection Overlay Zone ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: • Flood Zone: • Flood Panel No.: Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: I� '-20 General Plan: Ae Applicable Building Setbacks: ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: I Zoning Code Streets & Highways Fire Prevention Subdivision Map Front .2 _ 0 Side o2-51 30 r Side Street Rear C7� 1 JV � Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: I Parcel Created By: ❑ Deeds: Date of Creation: Legal Access Provided: ❑ No ❑ Yes Deed of Reference: Legal Access Required ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑ Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements It Subdivision Map/Parcel Map: Map Date of Recording: Lot: .120 Book: d 4�Y 3 Page: rz 7 —6" OWNERS STA7EMENT I, DAVID T. MANTHEI & DAVID T. MANTHEf, SUCCESSOR TRUSIEE OF THE DAJ TRUST, DATED 2-24-87, as owner of the land shown hereon. do hereby state that I am th,,nly person whose consent Is necessary to pass clew title to said land and I consent to the preparation and recordation of this parcel map. I hereby off' for dedication to the County of Butte the following: 1. Indian Cliffs 0r1w. that portion of Richardson Springs Rood and G9wo3rw2 PLACE for Ingress & egress and public utility purposes as shown on the annexed map. 6 /V / dil v"BC AND T. MANTHEI AND MANTHEI SUCCESSOR TRUSTEE OF THE DAJ TRUST DATED 2-24-87 ACKNOWLEDGEMENT STATE OF CA ILyMA� COUNTY OF Pr 9. e. On this I710 day of NIVTANby 19 Yp �, before me, th undemigned, a Notary Public in and for said State, personally appeared personafty known to me ( proved - the basis of satis- factory evidence to be lhs p'son(s) whose nama(a) Is/ore subscribed to the within Instrument and acknowledged to me that he/she/they executed the same In his/her/their au lhori2ed copacily(les) and that by his/her/their eIgnolure(,) on the instrument the person(,) or the entity upon behalf of which the person(, acted, executed this Instrument. 9ATNESS my hand and official seal. IIr /• -V 'Aft,, m Print Name: �1(M114f M4*411 Notary Public Cornml99ton a tree It-1114-01County of KM41'C SURVEYORS STA7£MENT This mop was prepared by me or under my direction and is based upon a field survey In conformance with the requirements of the SubdiNsion Map Act and local ordinance at the request of DAVID T. MANTHEI In APRIL 1998. 1 hereby elate that this parcel map substantially conforms to the approved or conditionally approved tentolive map. If any, and that all monuments are of the character and occupy the positions indicated and will be set in those positions within 90 days of the recordation of this map and velli be �'su�'fficient to enable the survey to be retraced. (7LI.f4t/b "1. /�[� /ctitAROyL f J MES M. HERRICK LS 5616 W N. l� Exp. 9-30-02 � %yl + O99•`POt a COUNTY SURVEYORS STA7EMENT I, STUART EDELL. Deputy County Surwyor of the County of Butte. Stale of Callfornlo, do hereby state that I haw examined the parcel map for DAVID T. MANTHEI, that it b substantially the some as appeared on the tentative map and any approved alterations thereof, that all provie)ons of the SubdiNaion Map Act of the Stote of California and local ordinance haw been complied with and I am satisfied that the map is technically correct. Indian Cliffs Drive, that portion of Richardson Springs Road and Lookout Point Troll as offered for dedication to the County of Butte are not accepted at this time. ge.« Dated: p ae-OM ly I99A STUART EDELL RCE 29132 Deputy County Surveyor Exp. 3/31/99 County of Butte RECORDERS CER 77E/CA>F Feed this 3AD day of D1rG8M1QFR , 1999 , at 9,,0/ Rm. In BookLY of PwcclMaps. at Pages t the request of NORIHSTAR ENGINEERING SERIAL N0.I9q$-Oaj/9 CANDACE J. CRUBBS !/ I County Recorder [/ County of Butte PARCEL MAP FOR D.A.J. TRUST BEING PARCELS 1 AND 4 AND A PORTION OF PARCELS 14 AND 15 PER MAP BOOK 55, PAGES 70 - 73; SITUATE IN SECTIONS 23, 24 AND 26, T. 23 N., R. 1 E., M.D.M. BUTTE COUNTY - CALIFORNIA NorthStar — B--- • • sera --s 10'2ARAlION RnC • CMCO. CAIA'-A ENGINEERING (eJo, 893-16m rxx (e ) aBJ-2113 9IEEf I OF 3 AIWLSy, IBBa AP 047-230-Obl.?I2 5 047.U8 ObIIJ08 NO. S4I4 Rook lqq (',46E 97 \ n OD12'Ir E 1306.66' LEGEND CENTERILINE OF A ROW OF L20 \ ^ ABANDONED URUT POLES • � • FOUND 3/4' IP LS 3336 PER RI OR As NOTED Z (NO NTE) ONNE0.91W \ eO.Op' INGRESS, EORE35 @ P.U.E. J9 Loo, N - N° RECORD \ / T° BE RESERVED M DEEDS FOR O FOUND 3/4* IP RLi )2B{ PER RI okD5 Mp - TIE BENEFlI OF RARCELS 15.17,20 @ 21 ,.�f. PIU�O`d 11 //J 7_L g N OOTO'00• E \\ / u ANO OTERED FOt OEDICAIIUN TO FOUND GRASS CAO STAMPED FOR CORNER AND l9 2043 PER RI ,O,¢4Q,�fiM1O D / / M1•5 R e /// L7 61 ].J8' \ �^ THE C°I111TY OF BUTiE ]:( FORID 3/4' PION PIPE LS 9816 OR 1/2• REBAR LS MIS PER V8. \ A zd \ if EASEPGR // is \\ •. gG YAP BOOK 145. PACO 3o-32 . EP1 LJOR // \ DETAIL '8• /�� y so' RAMus \ \ \ 0 SET 3/4' IRON PPE TAGGEO LS 5016 NOT 10 SCALE \ ✓ PARCEL, 21 p i•( 8/ a SET 1/2• REBAR AND CAP Ls 561° CL DETAIL "C' 30. G"E' / 20.59 Ac �• �1 1�D NOT TO SCALE EASE. R4 / / �\ VP P CALCULATED PONT NOTHING FORiD OR SET 60.00' MCI= [PRESS @ P.U,E. 20' PCaE \ \ Y MEASOREO R1 10 B! RESERVED DEEDS FOR / \ 30' PCA£ 30' PC@E EASE R4 WE BENEFIT O PARCELS 20 @ 21 N�� EASE RI EASE RI \ '8.61' o, C CALCULATED a^ AND OFFERED FOR OEOCATION TO O) v 2� ?-- THE COMTY O' BUTTE _ _ RI RECORD DATA PER YAP BOO( 56. PAOES 10 - 13 T / J \ ` --- N 01RW 39• w {99'$1 V\ ' $ � R2 RECORD DATA PER 4AP BOOR Nal, PAGES 27 - 29 SEE DETAIL "B" 1 I n` b \ �iY.p 2D POac E e 6 � JA'�g.` EAB. Ra 1.90 n Q75SW E\\ $ � R3 RECORD DATA PER MITTE COUNTY RIGHT OF WAY YAP � GS, �N 30' INGRESS Ji 19.9.' SEE OOIIISSEI ROAD SNEFL 1 6 J, OAlEO °-20-66 (s OOZ4'ol• w TJo3.56')Rl V' Arm EOE55 N DO 2'32' w DETAIL �C" BUTE COUNTr FRE NUMBER E-)11 N OOZY']' E IJOB.BB' / \\ C EASEMENT FOR 36133' `� `\ SCALE: 1° a 300• ( 1 \ THE BENEFIT O 9 \ '� \ \ (/ Ra RECORD DATA PER SERIAL No, 99-3363:' 481.8.' 7499'' - T-� I (0330• 1 p PIJtCE15 x0 @ 21 PARCEL 20 245y\ 9 6000' IURLITY ASEMEGRESS AND \ \ \ b 0.Y.a ROAD MAINTENANCE AGREEMENT , d 7 D 111 ° Z PUOIC uRfTY EA$MENI KR x156 Ac / ^ J 13O• \ e S.N. BB -395]2 @ R.M.A. PER I -• 1 P.U.E. -0 UTNIY EASEMENT / ` bld8�. (T�• IT. 98-363]3 tr S.N.f1RE•00 S/9f3 ? +I ABUTTERS RIGHTS OF ACCESS DEEDED TO COMITY OF BUTTE '07yJ2' E 489.,1!` r� ^ Of(1•C 1��� \ . ' ¢"J I >> "O°76•sr E L"7 Ei la)sl, \ \ BASIS OF BEARINGS: PARCEL 19 �e �¢ ^I OX '°5219' (1.;S, pS'! \ \ O ME SASS W BEARINGS FOR M5 NAP IS ME LRE Q 'V' 20.20 AC ^ i � °� W I n OB'J8Z)' 7�„R2 (RI) �eM1 \ \ C2 SEMEEN ME FOUND YONYENIS AT ME NEST ONE - IN �q � na°I ER OF I:.^. e1. W •�f \\ " SECTIONOLART2P6�TONN51R0 2R AND 3 NORTH. RANGE MEAS . OO \ A, i� = I ems• \ .}, a� MW NT DIABLO MERIDIAN. ME BEARING OF SAID LINE e� Z les B8 L8168 1.)0 J BEwG NORM oO0511• NEST PER R1. q ®®y5l T G da \6s ter �� �- PARCEL t7 // �� L73 NDJa�_ 1.71 •yam \ `F : I4 \§W g- g 20.I AC. / x /1 \ 6 J, cmrvosrav£ ` PLA- .>< B§§ PARCEL 18 SII ( �m 9 ."-'� g § 4 00 y EJt 6 J P SMOD MOESS. EGRESS @ P.u.r_ 11�- �- g NO DETERMINATION OF WE i ~ / y \ PARCEL 16 PARCEL BOUNDARIES WAS 4R y \\ 4,AO Z TO BE RESERVED M DEEDS FOR TL I MADE L MIs AREA \L.D 1/' i// 20.26 AC J��v• \ av^O.�f.. \ J INE BENEFIT d- PARCELS lea IIS C74 /C J1C Moo' INGRESS. EGRESS @ V O' a AND OFFERED FOR DEDICATION To PUSLIc UTILITY EASEMENT i. \ THE COUNTY OF BUTTE 7� PER SN. 99-0.]9536. I -J •p / ABU'ERS RN9TT5 OF ACCESS �� \ '; OPAL yA \ R.M.A. PER S.N. 99-ggJl-oufUt521ez 0.460, =A. PER S.N. 98-OMS3), EN `' // BEEOEO To COUNTY OF SUIT 0��.Y • / § PER SN.)�R-OOtU1 rl FO 3/4 IP ER 2813 1 L (4)e.e37R'Rz , / 5336 \ /V y c1.9 >Rt a 1 L17 d2__ FD M AND TAG ER 3378 _ Lis j y} (3/1• IP LS WM)RI ROAD (N 0005'11' W)MAtR2 183.a), ` \\ . CT E 283.6 BASIS OF BEARWGS (2623..8')Rt \ N S ami SO 121 ILt NL3 if -6 7) 1 �- S W 97 L E It `9 1] 7/ RI 1 1 l63 31111S, X.8 9 N 4 i \ ala T 7 9 2 1.66 ' { W 7 \ ` PARCEL MAP 9 3 ) 1 E 37.34'n \ r C 0 II 9 1 3117 CRI 9 , 6 6].93 CAI S b 1 1. 1 7.9 s I.E.- eh w 1/1 COR. 1 t.e (19'IJ''YtTI ' , 0 1 n wmv'• w 562107' BC 76 FOR Ta 4 v o9, )sz ) s D.A.J. TRUST 1. 03 G.RI 6 Sal N ' W 2 c'" " BEING PARCELS 1 AND 4 AND A GO 111 2 25 CAIA3 1 .z cR1 N ' DETAIL NAS 1 ze °'RLa3 z 1 C,R' s Not TO SCALE PORTION OF PARCELS 14 AND 15 L13 S °PER MAP BOOK 55, PAGES C13 j143 s 24.27' CGRI N B3 3912111 70 - 73; SITUATE IN SECTIONS 1 2 N 1]Z8 ] ° ° ) Lt T 32 1 0.a, z E o NOTES: 23, 24 AND 26, T. 23 N., 01.7 e ' e , ' s ' 3°.1 CA 1 az a aT a 1 ME E%IFRIOi Bd1NDARY SHOWN NEAEON R. 1 E., M.D.M. .32 a IS RECORD PER 145 YAPS ]0-32 BUTTE COUNTY - CALIFORNIA 00. 9, 7 IID 7 O.Oo w2. BOOL I5/°. PA°E 41) PROVIDES VHt A 4DNorthStar TV ROAD EASEYENI 11E 4LOCATION13PRD E FOR 19a Z5t 1308 ] NOT DEWED O- REEVA ANO MAY O2 MAY NOT 1 00 9 >8 { . 7 1 AFFECT ME HEREON 9meN PROPERTY. » RdARAIIW ONVE DIICO, CAIFBRNIA 1397) f S 15M.1 N , ENaNEERNQ (EJB) e1J-Ie01 FA. (EJB) -2- .114-2a Ie m 1 SHEET 2 O' 3 AUMST, 199°. JOB NO. 541. L -i Ll SCALE: T• 0 300' LEGEND 30' 6A BUILDING SETBACN LINE IS�) USABLE SEWAGE DISPOSAL AREA LOCATION MAP \� \ \ \ PARCEL 20 PARCEL 19 I 5° IT SDCj \ g- V. PARCEL 17 \g1 PARCEL 18 (� ( (\ PARCEI 6� Z., PLACE ROAD NOTES: 1. TMS ADDITIONAL INTRRWIIDN SHEET IS FOR ADMIIOIAL 1. LEACHFELDS MUST NOT BE INSTALLED OIRENO NET WEARER 11 NO WATER WELL MAY BE LOCATED WTIIN 100 FEET OF NiaHMAl1O1 PURPOSES ONLY, OESORMWO CONDITIONS AS OF ME DATE OF MIND AND IS NOT W704 D TO AFFECT RECORD TITLE WHEN SOILS ARE SATURATED (TYPICALLY NOVELOER - NATE. THE USABLE SEWAGE OISDOSAL AREA. MTERSEST. 1. THE BUIIDNG SETBACK FROM THE 40E PROPERTY LNIES 94ALL DEVELOPMENT OF SMUC1URE B. CON3MTCTION. MSTAWTICIN/ SHALL ON FACIUMS ON THE LATEST CALIPORMA S REWLAi10N15 c`�Q`EYIRWeMSOM s Additional Information Sheet NOT BE LESS THAN ]0 IFFY. CODEODES ANCt MD REaAATOtsBN STATEAND,COuTNENIIY OF PARCEL MAP fOE 9sPREssa, 94MDUR SYSTEMS SHALL BE INSTALLED M ALL HEMI RESDULTTAL STRUCTURES M ACCORDANCE TNM THE APPLICATION FOR IMPROVEMENT PERIATS NATIONAL EINE PROIECTIN ASSOCIATION STANDARD I- THE B. BUGDIH O DEN1iFKATON AND /OR ADDRESSES SHALL BE FOR INSTAILAl10H 6 SPRNRLER SMSTELHS M ONE AND TWO FAMILY OWELUNCS AND MOBLE NOTES, WPA STANDARD SM. UNLESS A INSTALLED N MIVOMIANCE WITH PUBLIC RESOURCES CODE 4290 AND SHALL BE POSTED THE D.A.J. TRUST PRESSU102ED OO AUM WATER SYSTEM. WITH HYDRANTS MAT AT BEGINMNO OF BUSUMD, CONSTRUCTION AND MANTAMD COITINUOUSY THEREAFTER. MEET FIRE DEPARMENF SPEOFTCANONS. SERVES THE PMCELS BEING PARCELS 1 AND 4 AND A ART�is CONSTRUCTION. FANG D°1iu'E9o0.N SHALL BE IQ DEVELOPMENT OF THE PARCELS MAY REOOIE PAYMENT NTO THE NUiEa TENDER FUND. PORTION OF PARCELS 14 AND 15 NOM'SED IMMEDIATELY. MD ALL WORK SHALL CEASE USTL A QUALIFIED ARCHAEOLOGIST EXAMINED 11. THE RRCPE Ff OWNERS ARE RFSPONSRLE FOR THE PER MAP BOOK S5, PAGES NAS THE ARTIFACTS AND THE SITE AND SUBMITTED HIS OR HER FINDINGS TO THE PLANNMO NNNIENANCE OF ALL PRIVATE ROAD SAFETY SIMS. IKCLUDINO STOP sats. - %O — %3, SITUATE IN SECTIONS DI9ON M. AND MCOMMENVED CLEARANCE TO CONTINUE HAS BEEN MCEAED.12. A PLAN OF DE EOSTNO ON-SITE MATURE OAK tREES, " 23, 24 AND 26, T. 23 N., 5. THE SHERIFF FACIUVES IMPACT FEE SHALL BE PAID. PURSUANT LOCATED IN ANY AREA PROPOSED FOR BULaNGS OR VEICULM ACCESS SHA11 BE PROMDED TO AND APPROVED BY THE PLANNING R. 1 E., M.D.M. TO THE MONISONS OF CHAPTER 1 ARTICLE I OF THE ULM COUNTY CODE. PRIOR TO TOU E ISSUANCE OF A ILONC PERMIT. am51a1MOR TO THE ISSUANCE U, BULaNC PERMITS AND/DR PRIOR TO DRAaNO OR VEGETATION REMOVAL , E APPucMT BUTTE COUNTY — CALIFORNIA " THE FEE AMOUNT SHALL BE DETERMIIaI AND CALCULATED AS OF INE DAIS OF APPLICATION FOR BMMG PERMIT. SMALL MMWZE THE REUR OVAL UP MATE TREES. WHERE POSSIBLE. A NATURE TREE SHALL BE DEFINED AS A TREE NIM A TRUNK ^LTi 6. SHALLOW PRESSURE -DOSED LEAOTELDS COMMONLY KNOYM AS MEA3UPoNC 4 NOTES IN DIAMETERUT HR . 4 FEET ABOUT CR LEVEL MATURE TREES REMOVES SHALL BE REPLACE AT A 3 TO 1 RATIO. NOrTi I {�V{�1r CAPPED MARCH -UNE INSTALLATIONS. MAY BE REOUeEO ON THESE, LOTS. UTWDNG EMSIWG OAK TREE STOCK. OHGtD. CAHA'IPoIA �F,�/M p� OfiVF • Ise)3 NO —A-- ENGiNEERINQ (s3I) e93-1800- FAA (aTal eF3-FH3 SHEET 3 OF 3 AUOUST, ISSB ,DIB NO. 5474 13 0o►i I4.1 /0/9-cE 99 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) 538-5366 Facsimile ADMINISTRATION * BUILDING * PLANNING July 25, 2006 Ronald Roth 2030 Oak Way Chico, CA 95973 Subject: Building Permit 06-1620 (APN 047-230-149); New House Dear Mr. Roth, The Butte County Department of Development Services, Planning Division, has reviewed the submitted hermit annlication. and reauires the following information in order to continue the review: ❑ Creation Deed ❑ Site Plan Resubmit — Follow Requirements ❑ Erosion Control Plan ❑ Setback Conformance ❑ Watershed Protection Zone ❑ Front Yard ❑ Cohasset Specific Plan ❑ Side Yard ❑ Subdivision Map Note ❑ Rear Yard ❑ Off -Street Parking; Development Standards ❑ Special Setback or Parcel Limitation ❑ Parking for Specified Use ❑ Federal Aid Road/Arterial ❑ Lot & L_andsca ing Requirements ❑ Easement OakTree Plank ❑ Subdivision Map Condition/Note ❑ SRA Setback* ❑North Chico Specific Plan — Erosion Control IM, -F I ❑ — Notification OnlyNo Action Required TI Other: The requested information, or notification, is described on the included hand-outs. You will also be given some brief direction, on the following page, of how the information should be submitted or returned to the County. Should you have further questions please contact the Planning Division between the hours of 7:30 a.m. and 4:30 p.m. Monday through Friday at (530) 538-7601, or the appropriate Department/Division identified in the handout. A ,er Contract Planner LOCATION MAP ' / c SCALE: 1' a 3CO' \ \/ 'PARCEL 21 \\ NOTES: 1. THIS AM MAL INFORMATION SHEET IS FON ADDITIMAL INFORMATION PURPOSES ONLY, DESORIBRIG CONDITIONS AS OF THE DATE OF FUND AND IS NOT INTENDED TO AFFECT RECORD OTLE GIVE EST. 2 THE BUILDING SETBACK MOA THE SIDE PROPERTY LINES SHALL OT LESS MM JO T. 4fAin JNFLL�NEW RF�ON 91RDQAESO(OSYSI C,wie•MINK1N9 VNIACCORD AWP.1RO0idRAiKWISTANDARgAIiHLEID...i N FONITET.. ALLATTON OF.KSgENALiR S]8TEN6 01 ONE AIA:T yO fAMhV OM$1RM08 IMCOMOUM161W11(FSS,,�� ILPA STAMB pm;A 13O,.UNI INA m VMAR0,1Y VATat 51�TENgIMR1 N'IDANMTSiW1Ai IIRT+FWIE OEl'MTM0.1.SilK®JGA710MS.C9a.1�6 MfS15: A. DURING CONSTADCndI, SHDULD MY ARCHAEOLOGICAL ARTIFACTS BC OSWVaEO, THE PLANNING ONSIOM SHALL BE NOTIFIED OM OMATELY. AND ALL WORT( SHALL CEASE UNTIL A WALDKED MCHAEOLOWST NAS E% AHED THE MGFACTS AND THE SITE AND S18WTTED HIS OR HER FINDINGS TO 114E PLANHINO RALSTON, AND RECOMMENDED QEMMCE TO CONTINUE HAS BEEN RECEIVED. 5. THE SHERIFF FAC4MES IMPACT FEE SHALL BE PAID, PURSUMT TO WE MONSIOIS OF CHAPTER N MnCLE D OF THE DUTY[ COUNTY OWL PRIOR TO WE ISSUANCE OF A SUIUIWG PENWT. THE FEE ANOINT SMALL BE DETERMINED AND CALCULATED M OF WE DAIS OF APPUCAnON FOR W40IN0 PERMIT. 6. SHALLOW NESSURE-DOSED LEACHMUXI COMMONLY KNOWN AS CVPED OR MCH -UNE INBIALLATIONS MAY BE REONRED ON THESE LOTS. I I I I I I RINOSrONE PLACE • T. LUCHFIEUS WST NOT BE 1NSIALLEU DURRMC YKEt WEAl14EN WHOM SOILS ARE SATURATED (TYPICALLY NOVEMBER - MAY)L 6 CONSHNCnON, INSTALLATION OR DEVELOPMENT OF S4IUCFURE OR FACEInES ON THE PMOU.S OTS SHALL COMPLY WHIM WE LATEST CAUIORMA FORE SAFE Ef.UUTI Ms (PUBIC IS CODE 4Y[01 MD All DINER MRICAWE STATE MD COUNTY �S, UOM� A �Ap A�TSN FfiER AT THE IIYE OF B. BWIDNO mExM 1lnCAnON N1D PoR ADOREM SNAIL RC GOFFANTI Fn IN POST D AT b PUBLIC RESOURCES CODE 4J90 ANO SHALL BE AND M R THE BEWODIC SL BUIDNC COSINUCWN IRO MAINTANED CONTINUOUSLY THEREAFTER. 10. DEVELOPMENT O: THESE PARCELS NAY REGIME PAYMENT INTO WE WATER FENCER FUND. H. THE AMOPERTY OWHIRS ARE REVONSSIE FOR THE MAINTENANCE OF ALL PgVATE ROAD SAFETY AGNS UNCARING STOP SANS. 9 AFEIN 051NE 11115 OM ---M MA5IMETOM T1EE5,- LWA1W N*ANYVAHEA PgODVOIAICR B. OV D6IOR A SX�LL�BE PROLWED�ITO`MO APPPOKD,IBV TH[ PWIMNO. ,DNR aPPoOU4T0�7ME b91MCE�OFRBIIILDMG PFAWTSVMD/pR PRIOR JON OR �WCETAW)IEREAIOVAU§.[SAPPUCMY`49 SaAIL MMWff.'ilE5 RE4OVALVOFrMAIUREx11REES,WNERI P0961B1E: A";YANRESWEE^S14ALL+rBETDFFTREDIMIA 1ItEE WRNLA TRUNIL MEASUN1 l91RO1E0 IN,NAMLL16VvR FEET LEJOROlNOILEKJ.: NANAC.iREEs'PCTIOKD751ULLSBE.REPLACE AT;A' TOA1,_.RAi%'�,., UT410M6'[105nROb0AK'�lIREE:SfOC�:{' - A��•"�'h"� /3 PARCEL 20 i tt� I ROAD 13. NO WATER WELL MAY BE LOCATED WITHN IW FEET OF 114E USABLE SEWAGE DISPOSAL AREA. \ PARCEL 17 LEGEND JOBS 0U4DWC SETBACK LNE 0�' , USABLE SEWAGE DISPOSAL ARU PARCEL 16\� �'•f' Additional Information Sheet PARCEL MAP FOR D.A.J. TRUST BEING PARCELS 1 AND 4 AND A PORTION OF PARCELS 14 AND 15 PER MAP BOOK 55, PAGES 70 — 73; SITUATE IN SECTIONS 23, 24 AND 26, T. 23 N., R. 1 E., M.D.M. BUTTE COUNTY — CALIFORNIA NorthiStar DHL tNGHIN{ P MmtA9 A�K�RIF ENGINEERING x9 (3 A) [9 e9o� our (aw) a9�rxlu 9xs SHEET 3 OF J AUWST, 1995 JOS N0, 5474 R 00p, I Lt"% Aq-&Er 9 9 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) 538-5366 Facsimile ADMINISTRATION * BUILDING * PLANNING July 25, 2006 Ronald Roth 2030 Oak Way Chico, CA 95973 Subject: Building Permit 06-1620 (APN 047-230-149); New House Dear Mr. Roth, The Butte County Department of Development Services, Planning Division, has reviewed the .....,.:t —A rnrniirac 4%A fntin-unna infnrmatinn in order to continue the review: ❑ Creation Deed ❑ Site Plan Resubmit — Follow Requirements ❑ Erosion Control Plan ❑ Setback Conformance ❑ Watershed Protection Zone ❑ Front Yard ❑ Cohasset Specific Plan ❑ Side Yard ❑ Subdivision Map Note ❑ Rear Yard ❑ Off -Street Parking; Development Standards ❑ Special Setback or Parcel Limitation ❑ Parking for Specified Use ❑ Federal Aid Road/Arterial Lot & Landsca ing Requirements ❑ Easement OakTree1?1aifi E] Subdivision Ma Condition/Note ❑ SRA Setback* I ❑North Chico Specific Plan — Erosion Control 9 F e Npfulklers ` I Ll Notification Only — No Action Required El Other: The requested information, or notification, is described on the included hand-outs. You will also be— given some brief direction, on the following page, of how the information should be submitted or returned to the County. Should you have further questions please contact the Planning Division between the hours of 7:30 a.m. and 4:30 p.m. Monday through Friday at (530) 538-7601, or the appropriate Department/Division identified in the handout. Sin ely, ana Adler Contractax Planner a' s3� -s3Gz SCALE: 1' a 300' PROECT MEA LOCATION MAP NOTES: 1. THIS ADINTIQUAL INFORMATION SHEET IS FON ADDITONAL INFORMATION PURPOSES ONLY DESCRIBING CONDITIONS AS OF TIE DATE OF FUND AND IS NOT INTENDED TO AMGT RECORD TITLE INTEREST. L THE BUILDING SETBACK FROM THE SIDE PROPERTY TNES SHALL 0 I 10 FEET. •3..Fp1E 9OIIc 91ALLLBE>. NLED:w Al1:DNEW T¢9DEMTALtSIILLIDTIR�3-W, ACM¢DMOE9MMTE' �NAIIOIAL'FWCflLOlEDi1ON ArsWawTWN15KI AND, ... JIEan -AunnW'CKP�Nq.� t{�TEygdN aNEs,vm,TE.VWpp((F.AMRY YOBRE III:EA7PTAND ARO?HJDYUNIdBS?A COMWRMIi); : „1fS1k]19TWDI11110T1%IIMas 4. DUMB CINSTRUCn01L SIIDLILD ANY ARCHAEOLOGICAL nFACT9 BE OSWVFREO, THE PLANMNO DIMSNN SHALL BE NOTIFIED IMMEDIATELY. AND ALL WORK SNAIL CEASE UNTIL A QUAUFIED ARCHAECLOCST HAS EIIMCNED THE ARTIFACTS AND THE SITE AND WW"ED HOS OR HER FINDINGS TO NE PLANNING DIMSOH. AND RECGW ENMD CLEARANCE TO WNTONE HAS BEEN MCiTPEO. S. TIE SHEREF rAOUTES IMPACT RE SMALL BE PAID. PURSUANT TO THE PRDMSTINS OF CHAPTER 3. MGCE n OF THE BUTTE COUNTY WOE. PRIOR TO THE ISSt0MM OF A BUILDING PERMIT. THE FEE AMOUNT SMALL BE OEIERMOED AND CALCULATED AS OF THE DATE OF APPLICATION FOR BUILDING PERMIT. & SHALLOW PRESSURE-GOSEO LEACNfELOS COMMONLY IINOWN AS CAPPED OR HICH-UNE INSTALLATIONS. MAY BE REOLNRED M THESE LOTS R/NDSTONE PLACE 1 T. LEACN/1ELDS MUST NOT BE INSTALLED DURING WET WEATHER WHEN BOILS ARE SATURATED (TYPICALLY NOVEMBER - WY} & CONSTRUCTOR. INSTALLATION OR DEVELOPMENT OF SGIMIUE OR FACILITIES ON THE PMCIIS/LOTS SMALL COMPLY WITH ME LATEST CALIFORNIA P1RE SAM RECLULATONS (PUBLIC WITH CODE 4290 AND ALL OTHER ARPUCA STATE AND COUNTY CODES. aR ANLES AND RECULATOIIS IN EFFECT AT THE TWE W ARPUCAIION FOR MOOR HENT P£RHTM B. BUILOIKO OEIITWICAlM AND PoR MDIiL55E9 9RALL BE OLSTNLED O CONFORMANCE MIN PUBLIC RESQURLfS WDE 4290 AND SHALL BE POSTED AT THE BEGINNING OF BUILDRNO CONSTRUCTION AND IL NTANED CONINUOUSLY THEREAFTER. 1& DEVELOPMENT OF TESL PARCELS MAY REQUIRE PAYMENT INTO TE WATER TENDER FUND. IT. ENE MOMry CWHERS ARE RESPONSIBLE FOR TIE MAINTENANCE C ALL PRIVATE ROAD SAFETY SONS, INCLUDING STOP SIMS. Ll__-u� QU, '..-ANVL,AU!;BRCKAD01ADN19-,(�.1REE�94iMLC[Es PELk_ E Ai A s TMBnHOtOARLTTREf'.9fOCKk`�TF `, ,' PARCEL 20 LEGEND JO' BSL BVADMO SEFBAM LIKE ` IC:�) USABLE SEWAGE DISPOSAL AREA PARCEL 17 N\ ay9y ( � O PARCEL 16\/>, r;S 11 �O I $ J — — ROAD —F T5. NO WATER WELL MAY BE LOCATED MNIK 100 MET OF THE USABLE SEWAGE DISPOSAL MEA Additional Information Sheet PARCEL MAP FOR D.A.J. TRUST BEING PARCELS 1 AND 4 AND A PORTION OF PARCELS 14 AND 15 PER MAP BOOK 55, PAGES 70 — 73; SITUATE IN SECTIONS 23, 24 AND 26, T. 23 N., R. 1 E., M.D.M. BUTTE COUNTY — CALIFORNIA NorthStar DM WPHLERa • .ANHD a flAK MS ENIIINEERINQ TD (JD) eF nwN a a>ol nvrxHaaPrs SKEET J OF S AUGUST. INTI JOB N0, 5474 R 0 0 ri .8 9 r COPY of Document Recorded t. 14 -Jul -2006 2006-0036246 AND WHEN RECORDED MAIL TO: Has not been compared with BUTTE COUNTY BUILDING DIVISION original 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 BUTTE COUNTY RECORDER AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County 'of Butte, State of California, described as follows: Parcel 20, as shown on that certain parcel map, recorded in the Office of the Recorder of the County of Butte, State of California, on December 3, 1998, in book 144 of maps, at page(s) 87, 88, and 89. Date -7 ^ i 4 —0 (-e PROPERTY OWNERS: State of California County of On 9' — (L4 — QCf before me, -ems r QcxN personally appeared 141me.w-es (�.,nd Rcrc.ld L, iZ� personalty known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s))A/are subscribed to the within instrument and acknowledged to me that le/elle/they executed the same in WsXer/their authorized capacity(ies), and that by 44soer/their signature(s) on the instrument, the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature Seal: CWK #172 " A.P. # ! (— �1 _ Q 0 NO'i11RY�M'g:OOU'1ry My Conan. Expk�es llht. i1, 101O Assessor's Parcel #: Enclosedin the envelope are the following items: , Residtntial or Non -Residential Construction Req. ,-C Title 24 Energy Calculations Engineered Truss details _)C Structural calculations CDF.Fire Safe requirements Flood Elevation Certificate Special Inspection Sheet Air Quality Management Dist. Rule 207 Form SPECIFICA TIONS 1. CONCRETE - f'c= 2500 PSI @ 28 DAYS 2. REINFORCING - ASTM A515, GRADE 40 MIN J. BLOCK - GRADE N, 1900 PSI @ 28 DAYS, f'm =1500 PSI 4. GROUT - f'c= 2500 PSI @ 28 DA YS 5. MORTAR - TYPE S, 1800 PSI @ 28 DA YS 5. LAP SPLICES - 24" MINIMUM THIS FREE STANDING RETAINING WALL IS DESIGNED TO SUPPORT LEVEL BACKFILL, NO SURCHARGE, AND NO SUPERIMPOSED LOADS BACKFILL TO BE NON -EXPANSIVE, GRANULAR MATERIAL. PROVIDE FOR DRAINAGE BEHIND WALL BY PERFORATED DRAIN PIPE OR WEEP HOLES THROUGH WALL. 8X8X 16 CMU FULLY GROUTED #4 @ 32" 0. C. HORIZ #4 @24" 0. C. VERT D 0 WEL S TO MATCH VERT REI NF UNDISTURBED SOIL 1 - #4 CON T IN FOO TING e 4 BACKFILL 2" TO FACE OF VER T. BAR; TYP. a 3" GLR / U l8" 8 •' 4'-0" MAX 12" M MAY OMIT FTG KEY FOR HEIGHT OF 2'-8" OR LESS OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RGY VN / REINFORCED CONCRETE BLOCK RETAINING WALL jt5;-4:::j scv.,• J14' -l' -o' DATE:4 92 BUTTE COUNTY BUILDING DEPARTMENT z 1 5195 DWG: WALLS ISTD 12.7 May 1995 9.18 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A615, GRADE 40 MIN J. LAP SPLICES — 20" MIN 4. FOOTINGS TO BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL " THIS FREE STANDING RETAINING WALL IS DESIGNED TO SUPPORT LEVEL BACKFILL, NO SURCHARGE, AND NO SUPERIMPOSED LOAD . BACKFILL TO BE NON—EXPANSIVE, GRANULAR MATERIAL. PROVIDE FOR DRAINAGE BEHIND WALL BY PERFORATED DRAIN, PIPE OR WEEP HOLES THROUGH WALL. 6" F_1 " MIN e #4 @.I3" 0. C. HORIZ.BACKFILL 0 #4 @ 18 " O.C. VERT DOWELS TO MATCH VERT UNDIS TURBED REINF SOIL 12 „ 2" TO FACE OF VERT. BAR, TYP.. 1 — #4 CON T. IN FOO TING 3" CLR / U 4'-0" MAX 12" M 18. 8 MAY OMIT FTG KEY FOR HEIGHT OF 2'-6" OR LESS OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING REINFORCED CONCRETE RETAINING WALL R1 oATE SCALE. 314'-1'-o'DA TE: 4/92 BUTTE COUNTY BUILDING DEPARTMENT 2 5195 DWG: WALL4 STD 12.6 Mav 1995 9.17 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 12. REINFORCING — ASTM A615, GRADE 40 MIN 3. LAP SPLICES — 20" MIN 4. FOOTINGS SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH D * FLOORS HORIZ BARS VERT. BARS T B D ONE #4@13"0. C. #4@18"O. C. 6" 12 12" TWO #4@10"0.C. #4@16"O.C. 8" 15 18" *FLOORS REFERS TO NUMBER OF FLOORS PER UBC 4'-10" MAX--(D- TABLE --(D - ::kMA TABLE 29-A, WHERE GARAGE SLAB IS FIRST FLOOR. IX #4 @ 48- 0. C. EA. WAY OR 6X6-10/10 WW -F- @ . W.F. @ SLAB CIL -� 3 1/2 "——� SLAB COMPACTED BACKFILL HORIZ. BARS VER T. BARS UNDISTURBED SOIL DOWELS #4X - . @48"O. C. 4'-0" MAX. 1 - #4 CDN T. 3" CLR IN FOO77NG - B O THER HEIGH TS OR CONDITIONS REQUIRE ENGINEERING AL TERNA TE CURB m -(D- 0 '- 0 '�� PROVIDE SHORING FOR WALL DURING BACKFILL AND UNTIL SLAB HAS CURED SEVEN DAYS. REV DATE SCALE: -3/4- "1 '- 0' DA TE: 4/92 RESIDENTIAL GARAGE FOUNDATION WALL 1 -3/9, �..,, nrn A 071/C.A17 2 2/95 DWG: WALL2R I STD 12.5 wTES 1. TYPICAL UNDERFLOOR FOOTINGS ARE 14050 X 6" THICK 2. FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO 8E EXCAVATED INTO UNDISIUR D PIE SOIL BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF 'NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. _ 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL PIE BL VARIES PIDVrOOTING �SQ f 3" MIN S'THK TYPICAL UNDERFLOOR PIER/F007ING OR UNDER DECK PIER/FOOTING FERE. IAL (MONOLITHIC) 8' MIN 7 12' MIN POST BASE STAB FLOOR I' STANDOFF BASE NOTE 5) SA MIN 12" MIN VARIES FOOTING WITH POST BASE do MONOLITHIC PEDESTAL REDWOOD OF P. T. POS' POST BASE POST FOOTING ON SLAB FLOOR POST F007ING — NO SLAB FLOOR EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS 12' MIN RESIDENTIAL POST AND PIER FOOTING DETAILS � REv " IscACE r/T'-r =o- DA TE: 4/92 i 10 f �- ...- -- -- e% 77,1 1 •i I l NO TES. 1. TYPICAL UNDERFLOOR FOOTINGS ARE 140SQ X 6" THICK 2. FOOTINGS OVER 16"'SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED plI SOIL. BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD' OF NA7URAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. S MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL PA BL L VARIES PIER/FOOTING 8" MIN 12" MIN POST BASE SLAB FLOOR I' STANDOFF 7777777777 i 12' MIN 14� 3" MIN 6'7HK TYPICAL UNDERFLOOR P/ER/FOO77NG OR UNDER DECK PIER/FOO77NG PEDESTAL (MONOLITHIC) L VARIES BASE I ,Tc 5) 8" MIN 12" MIN FOOTING WITH POST BASE do MONOLITHIC PEDESTAL REDWOOD OR P. T. POST POST BASE POST F0077NG ON SLAB FLOOR POST FOOTING — NO SLAB FLOOR EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS 12" MIN RESIDENTIAL POST AND PIER FOOTING DETAILS KED °i�'� > scatE 1/2 '-i =o' DA TE- 4/92 BUTTE COUNTY BUILDING DEPARTMENT DWG: S7DFTc2 STD 12.2 - NOTES. 1. TYPICAL UNDERFLOOR FOOTINGS ARE 140SQ X 6" THICK 2.FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED pli SOIL. BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD* OF NA 7URAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 4" MIN S'T7HK 5. MAINTAIN REQUIRED CONCRETE' COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE' PEDESTAL 14" SO TYPICAL UNDERFLOOR PIER/F0071NG OR UNDER DECK PIER/FOO77NG ph BL VARIES PIER/FOOTING I POST BASE PEDESTAL SEE ; l0i c 5) (MONOLITHIC)' ' MIN i i 8" MIN 2' MIN 12 MIN POST BASE SLAB FLOOR 1' STANDOFF i 12' MIN VARIES F0077NG WITH POST BASE & MONOLITHIC PEDESTAL REDWOOD OR P. T. POST POST BASE 12' MIN POST FOOTING ON SLAB FLOOR POST F0077NG — NO SLAB FLOOR -' EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS REV DAA > 10/91 SCALE 1/z m1'—o' DA 7F 4/92 RIIT7F COUNTY BUILDING DEPARTMENT DWG smFrr,9 STm 19 9 NOTES: I. TYPICAL UNDERFLOOR FOOTINGS ARE 14 *SQ X 6" THICK 2.FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCA VA TED INTO UNDISTURBED PIE SOIL. BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED /S USED. 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL Ph BL I A VARIES '" MIN 2" MIN i 14� 3" MIN 5'THK TYPICAL UNDERFLOOR PIER/FOO71NG OR UNDER DECK PIERZZF0077NG PEDESTAL (MONOUTHIC) VARIES BASE NOic 5) 8" MIN 12" MIN PIER/FOOTTNG FOOTING WITH POST BASE & MONOUTHIC PEDESTAL POST BASE SLAB FLOOR I' STANDOFF 7777777777 777 12" MIN REDWOOD OR P. T. POST POST BASE POST FOOTING ON SLAB FLOOR POST FOOTING — NO SLAB FLOOR EXPOSED T0' WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND MC FOOTING DETAILS REV DA 7F scaLE 112-l'—O' DA 7F• 4, BUTTE COUNTY BUILDING DEPARTMENT DWG: s7DFTG2 STD 12.2 12" MIN NOTES: 1. TYPICAL UNDERFLOOR FOOTINGS ARE 147SQ X 6" THICK 2.FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED UNDISTURBED4.INTOSOIL.BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD' OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL P/! BL I L VARIES PIER/FOOTING MIN 2" MIN POST BASE SLAB FLOOR I' STANDOFF 14,so 3" MIN S "THK TYPICAL UNDERFLOOR PIER/F0077NG OR UNDER DECK P/ER/FOO77NG PEDESTAL (MONOLITHIC)' POST BASE NOTc 5) 8" MIN u ' 12" MIN L T 7f VARIES F0077NG WITH POST BASE &r MONOU7HIC PEDESTAL REDWOOD OR P. T. POST POST BASE 12" MIN POST FOO77NG ON SLAB FLOOR POST F0077NG - NO SLAB FLOOR - EXPOSED TO WEATHER .OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER F0077NG DETAILS REv vATE 1 10 91 SCALE 112'- l =0" DA TE.- 492 Ql i rrr= rnl w ry RI in nim- ngPAR77, i,= NT n wn• crn 19 9 NOTES: 1. TYPICAL UNDERFLOOR FOOTINGS ARE 14"SQ X 6" THICK 2. FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED pl1 SOIL. BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD' OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL P/I BL I A VARIES PIER/FOXING . " MIN 2" MIN POST BASE SLAB FLOOR 1' STANDOFF � r 7777777777 i 12" MIN 14� 4" MIN 5"THK TYPICAL UNDERFLOOR PIER11FOO7ING OR UNDER DECK PIER/F0077NG PEDESTAL. (MONOLITHIC)' POST BASE 5) i 8" MIN L7,12" MIN VARIES FOOTING WITH POST BASE & MONOLITHIC PEDESTAL REDWOOD OR P. T. POST POST BASE 771-17177 I I 12" �---' MIN POST FOOTING ON SLAB FLOOR POST FOOTING - NO SLAB FLOOR EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS REV °A� t to 9t SCALE t/2 mt=o" DATE.• 4/92 Q/ IT= r"nIIAITY PI/11 nllV�: nFPAPTIvIFNT nwr.• crnrrc,i I cm 19 9 NOTES.• 1. TYPICAL UNDERFLOOR FOOTINGS ARE 140SO X 6 THICK 2.FOOTINGS OVER 16"'SO MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED PIE SOIL. BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 3' MlN S'THK 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL 14' SQ TYPICAL UNDERFLOOR PIER/FOOTING OR UNDER DECK PIER/FOOTING Ph BL I A VARIES PIER/1-00TING '' MIN 2' MIN POST BASE SLAB FLOOR 1' STANDOFF 72- PEDESTAL (MONOLITHIC)' VARIES BASE f:Oic 5) 8" MIN 12" MIN FOOTING WITH POST BASE do MONOLITHIC PEDESTAL REDWOOD OR P. T. POST POST BASE 12" MIN POST F007ING ON SLAB FLOOR POST FOOTING — NO SLAB FLOOR -' EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS REV D_ T 70/91 SCALE 1/2"mf_0' DATE.' 4/92 Rl1r7r* r'nI/A/TY Pllll nwr. nFP.4Rnl jcFNT nwr• cTncrrr.7 I (ZTT) 19 9 NO TES. 1. TYPICAL UNDERFLOOR FOOTINGS ARE 14"SQ X 6" THICK 2.FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCA VA TEO INTO UNDISTURBED PIE SOIL. ". BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE 7REATE-D IS USED. 3' MIN 5 "THK 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER I I AT POST BASE INSTALLED IN CONCRETE PEDESTAL 1 TYPICAL UNDERFLOOR PIER/F0077NG OR UNDER DECK PIERIYO077NG PA BL VARIES PIEkIF007ING POST BASE PEDESTAL jcE N01 5) (MONOLITHIC)' r' MIN 8" MIN 2" MIN 12" MIN POST BASE SLAB FLOOR 1' STANDOFF i i 7777 ' MIN VARIES F0077NG WITH POST BASE & MONOL17HIC PEDESTAL REDWOOD OR P. T. POST POST BASE 12' MIN POST FOOTING ON SLAB FLOOR POST F0077NG - NO SLAB FLOOR -� EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS !�� scntE �/z'm�=o' DATE 4/92 pllrTr, t`niwTY allli niAi n1=PARn�;1 IVT nwn• Czmrr/-1 I cm 19 9 . NOTES.' 1. TYPICAL UNDERFLOOR FOOTINGS ARE 140SQ X 6" THICK 2.FOOTINGS OVER 16' SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED Ph SOIL. G BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL PR BL I A VARIES PIER/FOO77NG '' MIN 2' MIN POST BASE SLAB FLOOR I' STANDOFF 7777777777 12' MIN 14� 3' MIN S'THK TYPICAL UNDERFLOOR PIER/F0077NG OR UNDER DECK PIE7 /F0077NG PEDESTAL (MONOLITHIC)' VARIES BASE .107E 5) 8" MIN 112" MIN F0077NG K17H POST BASE & MONOU7HIC PEDESTAL REDWOOD OR P. T. POST POST BASE I I 12' �---� MIN POST FOOTING ON SLAB FLOOR POST F0077NG - NO SLAB FLOOR -� EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS REV DA IF > >o s� scALE �/z m1=o' DA TE: 4/92 R/ITT� (`nllA/TY RII/l n/Nr: /�FPARTI✓lFNT I)Wr- e7nrrr_,2 I cm 97 5 NO7ES• 1. TYPICAL UNDERFLOOR. FOOTINGS ARE 140SQ X 6" THICK 2. FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED pll SOIL. s BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. S MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETF PEDESTAL Ph BL VARIES PIER/FOO77NG " MIN 2' MIN POST BASE SLAB FLOOR 1' STANDOFF' 7777777777 i 1 Z" MIN 14 -so 4' MIN S'THK TYPICAL UNDERFLOOR PIER/FOOTING OR UNDER DECK PIER/r•OO77NG PEDESTAL (MONOLITHIC)' VARIES BASE ROTE 5) 8" MIN 12" MIN FOOTING WITH POST BASE & MONOUMIC PEDESTAL REDWOOD OF P. T. POS POST BASE 12" MIN POST FOOTING ON SLAB FLOOR POST F0077NG — NO SLAB FLOOR —' EXPOSED TO WEA T HER OR WA TER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER F0077NG DETAILS REV �� g SCALE 112'- 1 =0- TDA TE: 4/92 F?IITTl- ('nl/A/TY R/innwr: nF'PAPTI�FNT nwr• cm 15, 9 NO TES. 1. TYPICAL UNDERFLOOR FOOTINGS ARE 140SQ X 6" THICK 2. FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED PIE SOIL. r BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD' OF NA 7URAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL PI! BL I A VARIES PIE"0077NG " M1N ?" MIN POST BASE SLAB FLOOR 1' STANDOFF i i 72- l 4" M1N S "THK TYPICAL UNDERFLOOR PIER/FOO7ING OR UNDER DECK PIER/FOO77NG PEDESTAL (MONOLITHIC)' VARIES POST BASE ,(Sc= N0 5) 8" MIN 12" MIN FOOTING WITH POST BASE & MONOLI7HIC PEDESTAL REDWOOD OR P. T. POST POST BASE I I 12" �---� MIN -71 POST FOOTING ON SLAB FLOOR POST FOOTING - NO SLAB FLOOR - EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS REV DA IF 7o s� SCALE-t/2"mi=o" DA 7F 492 Rrrrrr' rnIIAITY Rllll nlhlr: 11RPAf?T7✓1FA1T nWr_• 9 NO7ESS• 1. TYPICAL UNDERFLOOR FOOTINGS ARE 147SQ X 6" THICK 2.FOOTINGS OVER 16"'SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCA VA 7E0 INTO UNDISTURBED Ph SOIL. BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 5• MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED /N CONCRETE PEDESTAL P/1 BL VARIES PIER/FOOTING MIN 2' MIN POST BASE SLAB FLOOR 1' STANDOFF 1 Z' MIN 14� B' MIN 6'THK TYPICAL UNDERFLOOR P/ER/FOO7ING OR UNDER DECK PIER/FOOTING PEDESTAL (MONOLITHIC)' VARIES OST BASE �ScE ,".'O Tr 5) 8" MIN 12 MIN FOOTING WITH POST BASE & MONOLITHIC PEDESTAL REDWOOD OR P. T. POST POST BASE I I 12' '---� MIN POST FOOTING ON SLAB FLOOR POST FOOTING - NO SLAB FLOOR EXPOSED TO WEA71-IER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS IM --V UAB > l0 9� scArE r/z ��'-o' DATE 4/92 RIITTr' r'( -)l /A/ TY R/l/l nwr: nFP.4RTl✓IFNT 1c77-) 199 NO TES. 1. TYPICAL UNDERFLOOR FOOTINGS ARE 140SQ X 6" THICK 2. FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED pl, SOIL.. F BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL ph BL VARIES PIER/POOTTNG MIN 2' MIN POST BASE SLAB FLOOR I' STANDOFF i 12' MIN 14 -so 6" MIN 6'THK TYPICAL UNDERFLOOR PIER/FOORNG OR UNDER DECK P/ER/FOOTING PEDESTAL (MONOLITHIC)' POST BASE BSc= 'VOic 5) 8" MIN u 12" MIN VARIES FOOTING WITH POST BASE & MONOLITHIC PEDESTAL REDWOOD OR P. T. POST POST BASE 12" MIN POST FOOTING ON SLAB FLOOR POST F0077NG — NO SLAB FLOOR -� EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS nDAA to s� sca/E t/zml=o' 2 DATE 4/9 czl / rrgr`nl /Al TY Rlll! l )!N/: nRPARTI✓)FNT n wl-• tz,,,l-ll, I cm 19 NOTES• 1. TYPICAL UNDERFLOOR FOOTINGS ARE 14"SQ X 6" THICK 2. FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED pll SOIL. BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL Ph BL L VARIES PIE7 / 0071NG " MIN 2" MIN POST BASE SLAB FLOOR 1' STANDOFF u T 777- MIN 4' MIN 5'THK 14 SQ TYPICAL UNDERFLOOR PIER/FO07ING OR UNDER DECK PIER/FOO7ING PEDESTAL (MONOLITHIC)' VARIES BASE 5) 8" MIN 12" MIN FOOTING WITH POST BASE & MONOWHIC PEDESTAL REDWOOD OR P. T. POST POST BASE 12' MIN POST FOOTING ON SLAB FLOOR POST FOOTING - NO SLAB FLOOR -I EXPOSED TO -WEATHER OR WATER SPLASH OR IN BASEMENTS , RESIDENTIAL POST AND PIER FOOTING DETAILS 1 10 8/91 SCALE 112'-1'-0" DATE: 4/92 arrrra nnrrnrTv R/rlr nrnln nFPaRT1v1FNT nwr• cm 19 9 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VER T BARS T B D ONE #4.@13"O. C. #4@18"O.C. 6" 12" 12" TWO #4@10"O. C. #4@16"O.C. 8" 15 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A HORIZ. BARS VER T. BARS DOWELS TO MA VERT REINF UNDISTURBED S( 4'-0" MAX. '4 CDN T. IN FOOTING FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED 0 THER HEI GH TS OR CONDI TIONS REQUIRE ENGINEERING may 1995 9.14 SPECIFICA TIONS 1. CONCRE TE - f'C= 2500 PSI ® 28 DAYS 2. REINFORCING - ASTM A615, GRADE 40 MIN J. BLOCK — ASTM C90, GRADE N, fm=1500 PSI (CMU fC=1900 PSI) 4. GROUT - f'C=2500 PSI @ 28 OA YS 5. MOR TAR - TYPE S, 1800 PSI @ 28 DAYS 6. REINF. LAP SPLICES - 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE #4032 "0. C. #4 02 4 "0. C. 6 " 12" 12" TWO #4®24 "0. C. #4@24 "0. C. 8" 15" 18" *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" OR LESS, REFER TO TW UBC SEC. 2404 (f) 0' HORIZ BARS VERT BARS REINF. ® CIL OF WALL DOWELS TO MA TCH VERT REINF UNDISTURBED . SOIL 3 "CLR 3 "CLR * * TW REFERS TO BLOCK THICKNESS, 6" OR 8" FULL Y GROU TED 4'-0" MAX D 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION K°" oa'F 1 2 s5 SCALE. 3/s'ml:-- , DA TE. 4/92 BUTTE COUNTY BUILDING DEPARTUENT 2 5195 DWG: CMUFTG STD 12.4 may 1995 4_1s NOTES• 1. TYPICAL UNDERFLOOR FOOTINGS ARE 14"SQ X 6' THICK 2.' F0077NCS OVER 16" SQ MUST BE 12" DEEP J. ALL F0077NGS ARE TO BE EXCAVATED INTO UNDISTURBED pI! SOIL. BL 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL PG BL I A VARIES PlER/FOOTING 14� 3" MIN S"THK TYPICAL UNDERFLOOR PIER/F0077NG OR UNDER DECK P/ER/F0077NG POST BASE PEDESTAL SEE ;iO7r 5) (MONOLITHIC) MIN B" MIN Z' MIN 12"- MIN POST BASE SLAB FLOOR 1' STANDOFF 7777777777 i 12' MIN VARIES F0077NO WITH POST BASE & MONOUTHIC PEDESTAL REDWOOD OR P. T. POST POST BASE 12' MIN POST FOOTING ON SLAB FLOOR POST FOOTING — NO SLAB FLOOR - EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS ::::r,EvDATE 10 9r SCALE- r/2 �r =o' DA TE:' 4/92 BUTTF COUNTY BUILDING DEPARTMENT DWG: STDFTG2 SID 12.2 - NOM.• 1. FOOTINGS TO BE EXCA VA TED INTO UNDISTURBED SOIL TO DEP TN D 2. ANCHOR BOL TS SHALL BE PER UBC SEC. 2907 (f) 3. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.J) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL 6" MIN r 6" MIN rl REDWOOD OR P. T. SILL FLOOR5 B O TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7" FLOORS REFERS TO' NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNOTE J. GIRDER 32" MAX rw (NOTE 3) T I I' ' RAISED FLOOR FOOTING REDWOOD OR P. T. SILL 1. jqq • e SLAB ON GRADE FOOTING JOIST 18" MIN 12" MIN Pew c rQ L 3 1/2" SLAB TYPICAL RESIDENTIAL FOUNDA TION DETAILS REV oA/V? ScACE J/4 mf' -o; JDA TE.• 4/92 BUTTE COUNTY BUILDING DEPARTMENT IDWG.• STDFTGI STD 12.1 M&y 1995 9.12 DEPTH REQUIREMENTS -UNDERGROUND UTILITIES BTJIILDINGS AND MANUFACTURED HOUSING 1. Electric: (Section 300-5 and Table 300-5 in the National Electrical Code'). A. Direct Burial Cables 24" B. Rigid Metal Conduit 6" C. Rigid Non -Metallic Conduit 18" D. Under Streets, Driveways, Parking Lots 24" E. Dwelling Driveways and Parking Lots 18" F. Circuits Rated 20 Amperes or Less with G.F.C.I.- 12" 2. Gas: (1211.5 in the Uniform Plumbing Code). A. Factory Wrapped Pipe 12" B. Plastic Pipe with Factory Wrapped Metallic Riser 18" 3. Water: (Section 609.1 in the Uniform Plumbing Code). A Water Service Yard Piping 12" B. Approved Plastic Swimming Pool Recirculation 12' 4. Sewer: (Section 720 in the Uniform Plumbing Code'). A. Material approved for use under or within building No Depth Requirement B. Others 12" 5. Utilities within the Same Trench: A. With buildings, all are permitted subject to the requirements of U.P.C. Section 609 and 720'. Footnotes: 1. 1993 National Electrical Code. 2 1994 Uniform Pi mtbing Code. SPECIFICA TIONS 1. CONCRETE — f'c= 2500 PSI @ 28 OA YS 2. REINFORCING — ASTM A615, GRADE 40 MIN J BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'C=1900 PSI) 4. GROUT — f'c= 2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI @ 28 DAYS 6. REINF. LAP SPLICES .— 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114 @32 "0. C. #4 @24 "0. C. 6 " 12 " 12 " TWO #4 @24 "0. C. #4 @24 " 0. C. 8" 15 " 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" T W OR LESS, REFER TO UBC Sm== HORIZ BARS VER T BARS REINF. @ CIL OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR 3 "CL R / B * * TW REFERS TO BLOCK THICKNESS, 6" ' OR 8" FULLY GROUTED 4'-0"- MAX 1-114 CDN T. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDA TION ' "r v "SCALE. 3/4'=1 •-o' DA TE.- 4/92 1 21.95 2 5/95 BUTTE COUNTY BUILDING DEPARTMENT DWG. CMUFTG STD 12.4 1. Electric: (Section 300-5 and Table 300-5 in the National Electrical Code'). A Direct Burial Cables 24" B. Rigid Metal Conduit 6" C. Rigid Non-Metallic Conduit ,18" I-DD, Under Streets, Driveways, Parking Lots 24't E. Dwelling Driveways and Parking Lots 18" F. Circuits Rated 20 Amperes or Less with G.F.C.I.- 12" 2. Gas: (1211.5 in the Uniform Plumbing Code). " A Factory Wrapped Pipe t B. Plastic Pipe with FactoryWrapped Metallic Riser . 1 gtt 3. Water: (Section 609.1 in the Uniform Plumbing Code). , A. Water Service Yard Piping 12" B. Approved Plastic Swirruning Pool Recirculation 12" 4 Sewer• (Section 720 in the Uniform Plumbing Code. A Material approved for use under or within building No Depth Requirement B. Others 12" 5. Utilities within the Same Trench: A. With buildings, all are permitted subject to the requirements of U.P.C. Section 609 and 7202. Footnotes. 1. 1993 National Electrical Code. 2 1994 Uniform Plumbing Code. s ` 4 t r , DEPTH REQUIREMENTS - UNDERGROUND UTILITIES BUILDINGS AND MANUFACTURED HOUSING • _____....._...�.�.�....:.w...w.wwvh::,v: e:.vM i.w:ii::iin�li4.m!.:S�vttM.. 1. Electric: (Section 300-5 and Table 300-5 in the National Electrical Code'). A. Direct Burial Cables 24" B. Rigid Metal Conduit 6" C. Rigid Non-MetallicConduit 18" D. Under Streets, Driveways, Parking Lots 24" E. _ Dwelling Driveways and Parking Lots 18" F. Circuits Rated 20 Amperes or Less with G.F.C.I.- 12" 2. Gas: (1211.5 in the Uniform Plumbing Code?). A. Factory Wrapped Pipe B. Plastic Pipe with Factory Wrapped Metallic Riser . 3. Water: (Section 609.1 in the Uniform Plumbing Code. A Water Service Yard Piping B. Approved Plastic Swimming Pool Recirculation 4. Sewer: (Section 720 in the Uniform Plumbing Code?). A Material approved for use under or within building B. Others 12" 12" No Depth Requirement 12" 5. Utilities within the Same Trench: A. With buildings, all are permitted subject to the requirements of U.P.C. Section 609 and 720?. Footnotes: 1. 1993 National Electrical Code. 2 1994 Uniform Plumbing Code. DEPTH REQUIREMENTS -UNDERGROUND UTILITIES BTJII.DINGS AND MANUFACTURED HOUSING 1. Electric: (Section 300-5 and Table 300-5 in the National Electrical Code'). A. Direct Burial Cables 24" B. Rigid Metal Conduit 6" C. Rigid Non -Metallic Conduit " 18 . D. . Under Streets, Driveways, Parking Lots 24" E. Dwelling Driveways and Parking Lots 18" F. Circuits Rated 20 Amperes or Less with G.F.C.I.- 12" 2. Gas: (1211.5 in the Uniform Plumbing Code). A. Factory Wrapped Pipe 12" B. Plastic Pipe with FactoryWrapped Metallic Riser 1911 3. Water: (Section 609.1 in the Uniform Plumbing Code2). A Water Service Yard Piping 12 B. Approved Plastic Swimming Pool Recirculation 12' 4. Sewer: (Section 720 in the Uniform Plumbing Code2). A Material approved for use under or within building No Depth Requirement B. Others 12" 5. Utilities within the Same Trench: A. With buildings, all are permitted subject to the requirements of U.P.C. Section 609 and 7202. Footnotes. 1. 1993 National Electrical Code. Z 1994 Uniform Plumbing Code. DEPTH REQUIREMENTS - UNDERGROUND UTILITIES BUILDINGS AND MANUFACTURED HOUSING .-J 1. Electric: (Section 300-5 and Table 300-5 in the National Electrical Code'). A Direct Burial Cables 24" B. Rigid Metal Conduit 6" C. Rigid Non -Metallic Conduit 18" D. Under Streets, Driveways, Parking Lots 24" E. Dwelling Driveways and Parking Lots 18" F. Circuits Rated 20 Amperes or Less with G.F.C.I.- 12" 2. Gas: (121 L5 in the Uniform Plumbing Code). A Factory Wrapped Pipe 12" B. Plastic Pipe with FactoryWrapped Metallic Riser, . 18" 3. Water: (Section 609.1 in the Uniform Plumbing Code?). A. Water Service Yard Piping 12" B. Approved Plastic Swimming Pool Recirculation 12" 4. Sewer: (Section 720 in the Uniform Plumbing Code?). A Material approved for use under or within building B. Others No Depth Requirement 12" 5. Utilities within the Same Trench: A. With buildings, all are permitted subject to the requirements of U.P.C. Section 609 and 720?. Footnotes: 1. 1993 National Electrical Code. 2 1994 Uniform Plumbing Code. DEPTH REQUIREMENTS -UNDERGROUND UTILITIES BUILDINGS AND MANUFACTURED HOUSING 1. Electric: (Section 300-5 and Table 300-5 in the National Electrical Code). A. Direct Burial Cables 24" B. Rigid Metal Conduit 6" C. Rigid Non -Metallic Conduit 18" D. Under Streets, Driveways, Parking Lots 24" E. Dwelling Driveways and Parking Lots 18" F. Circuits Rated 20 Amperes or Less with G.F.C.I.- 12" 2. Gas: (1211.5 in the Uniform Plumbing Code, ). - A Factory Wrapped Pipe 12" B. Plastic Pipe with FactoryWrapped Metallic Riser 18" 3. Water: (Section 609.1 in the Uniform Plumbing Code2). A Water Service Yard Piping 12" B.. Approved Plastic Swimming Pool Recirculation 12" 4. Sewer: (Section 720 in the Uniform Plumbing Code2). A Material approved for use under or within building No Depth Requirement B. Others 12" 5. Utilities within the Same Trench: A. With buildings, all are permitted subject to the requirements of U.P.C. Section 609 and 7202 Footnotes: 1. 1993 National Electrical Code. 2. 1994 Uniform Plumbing Code. insulation Certificate • BU=ING OWNER: BUILDING PERMIT #: BUILDING IACATION: Description of Installation ROOF - ' Material Brand Name Thickness (inches) Thermal Resistance (R -Value) CEILING Batt or Blnnlmt Type Brand Name . Thickness (orches) Thermal Resistance_(R-Value) Loose FM Type Brand Name Contractor's minimum, installed weight/ft lb Minimum thickness inches Manufacturer's installed weight per square foot to acheive Thermal Resistance (R -Value) - EXTERIOR -WALL - Material Brand Name - Thickness (inches) Thermal Resistance (R -Value) . RAISED FLOOR Material - - Brand Name _ . Thickness (inches) Thermal Resistance (R -Value) ' SLAB FLOOR Material Thickness (inches) Width (inches) FOUNDATION WALL Brand Name Thermal Resistance (R -Value) _ Mammo Brand Name Thickness (inches) _:ermal Resistance (R -Value) Declaration I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Building Energy Efficiency Standards for new residential buildings contained in Title 24 of -the California Administrative Code. General Contractor (Builder) Signature and Title Sub -Contractor (Insulation Installer) Signature and Title License Number Date License Number Date THIS CERTIFICATE MUST -BE PROVIDED TO THE BUILDING DEPARTI4ENT PRIOR TO FINAL INSPECTION APPROVAL AND A COPY SHALL BE POSTED WITHIN THE BUILDING. JANUARY 1993 Insulation Certificate ; two on l � BUILDING LOCATION: Description of Installation ROOF Material Thickness (inches) BUILDING PERMIT #: Brand Name Thermal Resistance (R -Value). CEILING Brand Name . : Batt or Blanket TypeThermal Resistance (R -Value) Thickness ('inches) Brand Name Loose FM Type lb Minimum thickness inches Contractor's minimum installe8 weight/h Value} Manufacup+er's installed weight per square foot to acheive Thermal Resistance (R-Value)'— Material Thickness ('mches) RAISED FLOOR Material Thickness (inches) SLAB FLOOR Material Thickness (inches) Width (inches) Brand Name Thermal Resistance (R -Value) . Brand Name Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) FOUNDATION WALL Material Brand Name Thickness (inches)'" -.. rmal Resistance (R -Value) Declaration I hereby certify that the above insulation was installed in the buencng at the ove contained n T Ile conformlocation in o athe nce with the current Building Energy Efficiency. Standards for new California Administrative Code. License Number General Contractor (Builder) Date Signature and Title . icense Number Sul}Contraccor (Insulation InstaUer) L Date Signature and Title IDED TO THE BUILDING DEPARTMENT PRIOR TO FINAL INSPECTION THIS CERTIFICATE MUST -BE PROV APPROVAL AND A COPY SHALL BE POSTED THIN1THE BUILDING. 6" MIN D 6" MIN REDWOOD OR P. T. SILL T p 6 FLOORS B NOTES.• ONE 12" 1. FOOTINGS TO BE EXCAVATED INTO 18" 8" 7" UNDISTURBED SOIL TO DEP TH D 2. ANCHOR BOLTS SHALL BE PER UBC FOOTNOTE J. SEC. 2907 (f) J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR . CONCRETE BLOCK STEM WALL 6" MIN D 6" MIN REDWOOD OR P. T. SILL T p 6 FLOORS B D TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7" FLOORS REFERS TO' NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNOTE J. GIRDER 32" MAX (NOTE 3) RAISED FLOOR FOOTING RED WOOD OR P. T. SILL JOIST 18" MIN 12" MIN P y gA"t Ty "al C"L 3 1/2" SLAB e SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA TION DETAILS ; ' ;72% scacE a/a mi•—o'1 DA TE. • 4/92 BUTTE COUNTY BUILDING DEPARTMENT DWG: S7DFTG1 I STD 12.1 May 1995 9.12 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 OA YS 2. REINFORCING — ASTM A615, GRADE 40 MIN ` J. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f c=2500 PSI @ 28 OA YS 5. MOR TAR — TYPE S, 1800 PSI @ 28 DAYS I 6. REINF. LAP SPLICES — 24" MINIMUM I 7. F0077NGS SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE J4 @32 "0. C. J4 @24 "0. C. 6" 12" 12" TWO ff4@2470.C. ,#4@24"O.C. 8" 15" 18" "(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" OR LESS, REFER TO UBC SEC. 2404 (f) 0, HORIZ BARS VERT BARS REINF. @ CIL OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3"CLR 0 3 "CLR • �B * * TW REFERS TO BLOCK THICKNESS, 6" OR 8" FULLY GROUTED 4'-0" MAX 1—,#4 "CON T. IN FTG 0 THER HEIGH TS OR CONDI TIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDA TION REV °A z ..s SCALE• 3/s :r' -o• DATE. 4/92 BUTTE COUNTY BUILDING DEPARTMENT 2 s/ss DWG. cvuFTG STD 12.4 mar 1995 A 7 C SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE- EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH 'D * FLOORS HOR/Z BARS VERT BARS T B D ONE #4.@13 "0. C. #4 ®18 "0. C. 6 " 12" 12"' TWO ,ra4@10 "O. C. #4@16 "O. C. 8" 15 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDISTURBED SC D I I B 4'-0" MAX. G FOR HEIGHT OF J2" OR LESS NO REINFORCING IS REQUIRED OTHER HEIGHTS OR CONDI T70NS REQUIRE ENGINEERING RESIDENTIAL CONCRETE FOUNDATION REV °2 s scacE `s/4• -r• -o' DATE• 4/92 BUTTE COUNTY -BUILDING DEPARTMENT. DWG: WALLIR STO 12.3 9.14 T : 45. z/U. AL --&-m DQE: it .Jr-�O SEP= SriT��ts'. io1-1451g5 �3VIr;;i3r !., :;. ALTF 0 CT Chico, California W�// &�xo�✓6 �/ r S s¢,�c x a7- CW6A _M Atm 9E4Qy✓6P oA/ Sys" . CSS x sic, . csvE 3 Sl< b err. �luST" ASS ,qG A 4S° asA=tAs, Pont - YheovbK S'= Esq/&A •rd AVow '��•• J�s%E /� .., D .NlacE FA./._ w. beep � 'p� s'rTtuc�e At... Also .1'' O=z v� Z s N,t- � �✓E� . 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S quJO}(IE3 `03,43 +96619 � 10 0 Sb/9�oi •) SPECI FI CA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A615, GRADE 40 MIN J. BLOCK — ASTM C9D, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c= 2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI @ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE #4 @32 "0. C. #4 @2 4 "O. C. 6" 12" 12" TWO #4@24"O. C. #4@24"O. C. 8" 15" 18" *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S HORIZ BARS VERT BARS REINF. @ CIL OF WALL DOWELS TO MATCH VER T REINF UNDISTURBED SOIL 3 "CLR 3 "CLR / B * * TW REFERS TO BLOCK THICKNESS, 6 " OR 8" FULLY GROUTED 4'-0" MAX II' 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION ' "T 1 2;-;5 1SCALE: 3/4"=1.-0" DATE: 41192 BUTTE COUNTY BUILDING DEPARTMENT 2 5/95 DWG: CMUFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A615, GRADE 40 MIN J BLOCK-- ASTM C90, GRADE N, fm=1500 PSI (CMU f'C=1900 PSI) 4. GROUT — f'c=2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI @ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114 @32 "0. C. 114@24 "0. C. 6 " 12 " 12 " TWO #4@24"O. C. #4@24"O. C. 8" 15" 18" *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S HORIZ BARS VER T BARS REINF. @ CIL OF WALL DOWELS TO MATCH VER T REINF UNDISTURBED SOIL 3 "CLR 3"CLR / B **TW REFERS TO BLOCK THICKNESS, 6 " OR 8" FULLY GROUTED 4'-0" MAX rol 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION ' "'; z 9s SCALE. 3/4"=1•-o- DATE: 4/92 BUTTE COUNTY BUILDING DEPARTMENT 2 1 5/95 1 DWG: CMUFTG STD 12.4 SPECI FI CA TIONS 1. CONCRETE — 'f'c=2500 PSI @ 28 DAYS 2. REINFORCING ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c= 2500 PSI @ 28 OA YS 5. MORTAR — TYPE S, 1800 PSI -@ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO' DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114 @32 "0. C. #4 @2 4 "0. C. 6" 12 " 12 " TWO #4@24 "0. C. #4 @24 "0. C. 8" 15 " 18" *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S HORIZ BARS VERT BARS REINF. @ .0/L OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR * * TW REFERS TO BLOCK THICKNESS, 6" OR 8" FULLY GROUTED 4'-0" MAX C 3 "CL R �— 1—#4 CONT. IN FTG B OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION I REV I DATE SCALE: 3/4"=1'-0- DATE. 4 9_ r 2/9s i 2 BUTTE COUNTY BUILDING DEPARTMENT2 1 5/95 DWG: CMUFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, fm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c= 2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI @ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE #4 @32 "0. C. #4@24 "0. C. 6 " 12" 12 " TWO #4@24 "0. C. #4 @24 "0. C. 8" 15 " 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" OR LESS, REFER TO UBC S HORI VE REINF. @ C DOWELS VER T RE UNDISTURBED SOIL **TW REFERS TO BLOCK TW THICKNESS, 6" OR 8" FULLY GROUTED 3 GLK B 4'-0" MAX rZ —#--r CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDA TION I REV DA 5 SCALE. 3/4-=�'-o- DATE. 4/92 BUTTE COUNTY BUILDING DEPARTMENT2 1 5/95 DWG: cmuFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A615, GRADE 40 MIN J. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c=2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI @ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE #4 @32 "0. C. #4 @2 4 "0. C. 6 " 12" 12" TWO #4@24 "0. C. #4 @24 "0. C. 8" .15" 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S r� HORIZ BARS VER T BARS REINF. @ CIL OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR * * TW REFERS TO BLOCK THICKNESS, 6" OR 8" FULLY GROUTED 4'-0" MAX 3 "CLR[ _j �— 1—#4 CDN T. IN FTG B OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION ' "; p 95 SCALE. 3/4"=1'-0" DATE: 4/92 2 5/95 BUTTE COUNTY BUILDING DEPARTMENT DWG: CMuFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE – f'c=2500 PSI @ 28 DAYS 2. REINFORCING – ASTM A615, GRADE 40 MIN 3. BLOCK – ASTM C90, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT – f'c= 2500 PSI @ 28 DAYS 5. MORTAR – TYPE S, 1800 PSI -@ 28 DAYS 6. REINF. LAP SPLICES – 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114C632 "0. C.. 114 @24 "0. C. 6 " 12 " 12 " TWO #4 @24 "0. C. #4 @24 "0. C. 8 " 15 " 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" OR LESS, REFER TO UBC S HORIZ BARS VERT BARS — REINF. @ CIL OF WALL - DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3"CLR— TW r� 3 "CLR / B **TW REFERS TO BLOCK THICKNESS, 6" OR 8" FULL Y GROUTED 4'– 0MAX [p 1–#4 CONT IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION ' "; z 95 SCALE. 3/4'=l•—o' DATE: 41192 z s/ss BUTTE COUNTY BUILDING DEPARTMENT DWG.' CMUFTG STD 12.4 NOTES.• 1. FOOTINGS TO BE EXCAVATED INTO UNDISTURBED SOIL TO DEP 77-1 D 2. ANCHOR BOL TS SHALL BE PER UBC SEC. 2907 (f) J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL REDWOOD OR P. T. SILL 6" MIN 0 T 6" MIN r❑ FLOORS B D TW T ONE 12 12" � 6" 6" TWO 15" 18" 8" 7" FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNO7F J. GIRDER 32" MAX TW (NOTE 3) � ('t\ \\\IIA\\// RAISED FLOOR FOOTING RED WOOD OR P. T. SILL u JOIST 18" MIN 12" MIN 3 1/2" SLAB e SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDATION DETAILS " scACE 3/4 =� =o' DATE • 4/92 BUTTE COUNTY BUILDING DEPARTMENT DWG. • STDFTGI STD 12.1 May 1995 9.12 NOTES• 1. TYPICAL UNDERFLOOR FOOTINGS ARE 14"SQ X 6" THICK 2. FOOTINGS OVER 16" SQ MUST BE 12" DEEP J. ALL FOOTINGS ARE TO BE EXCAVATED INTO UNDISTURBED SOIL. 4. MAINTAIN CLEARANCES SHOWN UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR PRESSURE TREATED IS USED. 5. MAINTAIN REQUIRED CONCRETE COVER PER MANUFACTURER AT POST BASE INSTALLED IN CONCRETE PEDESTAL PI! BL 8' MIN 12' MIN V VARIES PIEI/FOO77NG POST BASE SLAB FLOOR \ 1' STANDOFF 12' MIN P/! BL 4' MIN 6'THK 14" SQ TYPICAL UNDERFLOOR PIERIF007ING OR UNDER DECK PIER/FOD77NG 1 PEDESTAL (MONOLITHIC) V VARIES BASE NOTE'5) 8" MIN 12" MIN FOOTING W17H POST BASE & MONOLITHIC PEDESTAL REDWOOD OF P. T. POS, . 12" MIN POST FOOTING ON SLAB FLOOR POST FOOTING - NO SLAB FLOOR EXPOSED TO WEATHER OR WATER SPLASH OR IN BASEMENTS RESIDENTIAL POST AND PIER FOOTING DETAILS I , 10/DA 91 SCALE 11 -r�-0' DATE:• 4/92 BUTTE COUNTY BUILDING DEPARTMENT DWG: sTDF 2 STD 12.2 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROU T — f'c= 2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI -@ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B 0 ONE #4 @32 "0. C. #4@24 "0. C. 6" 12" 12" TWO #4@24"O. C. 114@24"O.C. 8" 15" 18" *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S r� HORIZ BARS VERT BARS - REINF. @ CIL OF WALL DOWELS TO MATCH VER T REINF UNDISTURBED SOIL 3 "CLR 3"CLR / B ** TW REFERS TO BLOCK THICKNESS, 6" OR 8" FULL Y GROU TED 4'-0" MAX I 7—#4 CONT IN FTC OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION I REV IDA 1F SCALE: 3/4"=l' -o' DATE: 41192 1 1 21.95 BUTTE COUNTY BUILDING DEPARTMENT2 5/95 DWG: CMUFTG STD 12.4 NOTES. 1. FOO77NGS TO BE EXCA VA TED INTO UNDISTURBED SOIL TO DEPTH D 2. ANCHOR BOL TS SHALL BE PER UBC SEC. 2907 (f) J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL 6" MIN 6" MIN REDWOOD OR P. T. SILL � �Mlv FLOORS B D TW T ONE 12" 12" 6" 6" TWO 150 18" 8" 7" FLOORS REFERS T0* NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNOTE J. GIRDER 32" MAX (NOTE 3) ol RAISED FLOOR FOOTING REDWOOD OR P. T. SILL u JOIST 18" MIN 12" MIN op �y %�FOnffD�Cy.MFM/� 1�f�,2 3 1/2" SLAB #q P, E /,�fQ'cC 6/Y I AT C Arc L� I 6AR e SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA TION DETAILS BUTTE' COUNTY BUILDING DEPARTVENT May 1995 r `? scacF-- .7/r -r—o' DA TF- 4192 DWG: S7DFTGI STD 12.1 9.12 NOTES. - 1. FOO77NGS TO BE EXCA VA TED INTO UNDISTURBED SOIL TO DEPTH D 2. ANCHOR BOLTS SHALL BE PER UBC SEC. 2907 (f) J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404, (f) 2 FOR CONCRETE BLOCK STEM WALL REDWOOD OR P. T. SILL FLOORS B 0 TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7' FLOORS REFERS TO' NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNOTE J. GIRDER 6" MIN L� L 32" MAX TW (NOTE 3) D B RAISED FLOOR FOOTING REDWOOD OR P. T. SILL 6" MIN JOIST 18" MIN 12" MIN L 3 1/2" SLAB D gY . B . SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA TION DETAILS BUTTE COUNTY BUILDING DEPARTMENT Nlay 1995 p`2 scac� a/4 mf-0DA TF- 4/92 DWG. • S7DFTG1 STD 12.1 9.12 NOTES.• 1. FOOTINGS TO BE EXCA VA TED INTO UNDISTURBED SOIL TO DEPTH 0 2. ANCHOR BOL TS SHALL BE PER UBC SEC. 2907 (f) J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETF BLOCK STEM WALL 6" MIN 6" MIN 0 D REDWOOD OR P_ T_ SILL RAISED FLOOR FOOTING REDWOOD OR FLOORS B D TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7' FLOORS REFERS TO' NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNOTE J. JOIST r18" MIN i c e% L 3 1/2" SLAB k� B SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA TION DETAILS BUTTE COUNTY BUILDING DEPARTMENT May 1995 p scAc a/4 m�'—o' DA TF• 4/92 DWG: S7DFTG1 . STD 12.1 9.12 NOTES: 1. FOOTINGS TO BE EXCA VA TED INTO UNDISTURBED SOIL TO DEP 774 D 2. ANCHOR BOLTS SHALL BE PER UBC '. SEC. 2907 (f) J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRE7E BLOCK STEM WALL 6" MIN 6" MIN D Em REDWOOD OR P. T. SILL I- 6 FLOORS B 0 TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7" FLOORS REFERS T0* NUMBER OF FLOORS PER UBC TABLE 29—A, FOO TNO lE 3. GIRDER 32" MAX (NOTE 3) � e l RAISED FLOOR FOOTING REDWOOD OR P. T. SILL JOIST 18" MIN 12" MIN 3 1/2" SLAB • B . SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA 710N DETAILS BUTTE COUNTY BUILDING DEPARTMENT May 1995 DA 7F s , sc un a/4 -t =o' DA TE- 4/92 DWG: S7DFTG1 • STD 12.1 9.12 NOTES: 1. FOO77NGS TO BE EXCA VA TED INTO UNDISTURBED SOIL TO DEPTH D 2. ANCHOR BOL TS SHALL BE PER UBC `. SEC. 2907 (f) .3 STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL 6" MIN 6" MIN E7 REDWOOD OR P. T. SILL d RAISED FLOOR FOO TING RED WOOD OR D T Cll/ FLOORS 8 D TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7" FLOORS REFERS TO' NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNOTE J. JOIST r18" MIN 3 1/2" SLAB 0 H P.: l•�F�iC El- -IPr c A C� k� e SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA 77ON DETAILS BUTTE COUNTY BUILDING DEPARTMENT May 1995 sa4m a/4 mt'-o' DA TE, • 4/92 DWG: S7DFTG1 STD 12.1 9.12 NOTES.• 1. F0077NGS TO BE EXCAVATED INTO UNDISTURBED SOIL TO DEPTH 0 2. ANCHOR BOLTS SHALL BE PER UBC SEC. 2907 (f) J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL FLOORS 8 0 TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7" FLOORS REFERS T0' NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNOTE J. REDWOOD OR JOIST P. T. SILL GIRDER 18" MIN 6" MIN 32" MAX ^ Tyy (NOTE 3) 12" MIN D YAM ' 6" MIN T RAISED FLOOR F0077NG REDWOOD OR P. T. SILL �'�P1cr�L 3 1/2" SLAB g H P. f I,dFo�� E��� •d; (�Pr c n C� k� B SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA TION DETAILS BUTTE COUNTY BUILDING DEPARTMENT May 1995 sc ir- a/4 -t*-o- DA TE- 4/92 DWG: STDFTGI STD 12.1 9.12 NO TES. 1. FOOTINGS TO BE EXCA VA TED INTO UNDISTURBED SOIL TO DEPTH D 2. ANCHOR BOL TS SHALL BE PER UBC '. SEC. 2907 (f) J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE S7D 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL FLOORS B D TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7 FLOORS REFERS T0* NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNOTE J. REDWOOD OR JOIST P. T. SILL GIRDER 18" MIN 6" MIN 32" MAX TW (NOTE 3) 12" MIN D \ ZA\Vl 6" MIN T L RAISED FLOOR FOOTING REDWOOD OR P. T. SILL 6*R k B SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA TION DETAILS BUTTE COUNTY BUILDING DEPARTMENT May 1995 pl/ T�Pr��� 3 1/2" SLAB s =Le a/4 -Y'-o' DATE- 4/92 DWG: SIDFTGI S 7 12.1 9.12 NOTES. 1. FOOTINGS TO BE EXCA VA TED INTO UNDISTURBED SOIL TO DEPTH D 2. ANCHOR BOLTS SHALL BE PER U8C '. SEC. 2907 (f) .1 STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL 6" MIN 6" MIN A REDWOOD OR P. T SILL FLOORS B D TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7" FLOORS REFERS T0' NUMBER OF FLOORS PER UBC TABLE 29—A, FOOTNOTE J. GIRDER 32" MAX TW (NOTE 3) T . \ VA\V B RAISED FLOOR FOOTING RED WOOD OR P. T. SILL J JOIST 18" MIN 12" MIN pl/ %�Fj ro f0l.C`.M F+� 9AA T 4r?i c,4 L 3 1/2" SLAB gH CaAlc4c� 64R k� e SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDATION DETAILS BUTTE COUNTY BUILDING DEPARTMENT Nay 1995 s 1 sc un a/4 -r-a' DA TF• 4/92 DWG. • S7DFTG1 STD 12.1 9.12 NO TES. FLOORS B D TW T ONE 12" 12" 6" 6" 1. FOOTINGS TO BE EXCAVATED INTO TWO 15" 18" 8" 7' UNDISTURBED SOIL TO DEPTH D FLOORS REFERS TO' NUMBER OF 2. ANCHOR BOLTS SHALL BE PER UBC FLOORS PER UBC TABLE 29—A, SEC. 2907 (f) f 00 TNO TE J. J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE S7D 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL REDWOOD OR JOIST P. T. SILL GIRDER 18" MIN 6" MIN 32" MAX TW (NOTE 3) 12" MIN D T W rnwr , B Wy I`F,IfG�Cy.MF+�� QA,2 I� RAISED FLOOR FOOTING �(/.Olce4 RED WOOD OR P. T. SILL 3 1/2" SLAB 6" MIN 0 N 4 6 R B SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDATION DETAILS BUTTE COUNTY BUILDING DEPARTMENT May 1995 sc LF- J/4 mt'-o- DA TE- 4/92 DWG. • S7DFTG1 . STD 12.1 9.12 NOTES: 1. F00 77NGS TO BE EXCA VA TED IN TO UNDISTURBED SOIL TO DEPTH D 2. ANCHOR BOL TS SHALL BE PER U8C SEC. 2907 (f) J. STEM HEIGHT OVER 32" REQUIRES REINFORCING (SEE ST0 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL 6" MIN C 6" MIN REDWOOD OR P. T. SILL -I- RAISED FLOOR FOO TING REDWOOD OR P. T. SILL d 4 FLOORS 8 D TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7" FLOORS REFERS TO* NUMBER OF FLOORS PER UBC TABLE 29—A, F00 TNOTE J. JOIST 18" MIN 12" M1N �l y wfarc5'�i F8A,2 3 1/2" SLAB Nq . e SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA 77ON DETAILS BUTTE COUNTY BUILDING DEPARTMENT Allay 1995 YHlG s , scuE .a/a mt'-o' DA 7F• 4/92 DWG: S7DFTG1 STD 12.1 9.12 NOTE'S. 1. FOOTINGS TO BE EXCAVATED INTO UNDISTURBED SOIL TO DEPTH 0 2. ANCHOR BOLTS SHALL BE PER UBC '! SEC. 2907 (f) J. S7EW HEIGHT OVER 32" REQUIRES REINFORCING (SEE STD 12.3) 4. SEE UBC SEC 2404 (f) 2 FOR CONCRETE BLOCK STEM WALL 6" MIN �; 6" MIN REDWOOD OR P. T. SILL I - 8 RAISED FLOOR FOOTING REDWOOD OR P. T. SILL FLOORS B 0 TW T ONE 12" 12" 6" 6" TWO 15" 18" 8" 7" FLOORS REFERS TO' NUMBER OF FLOORS PER UBC TABLE 29—A, F00 TNOTE J. JOIST 18" MIN 12" M1N ice+ y %�F��d fGRC !moi F+� � 8A.'L y "6tce%c_ 3 1/2" SLAB ti /:: /,�F��c Edi .rl; (✓?� C C ! B SLAB ON GRADE FOOTING TYPICAL RESIDENTIAL FOUNDA TION DETAILS BUTTE COUNTY BUILDING DEPARTMENT May 1995 scacF-. .a/a -r,-o' DA TE- 4/92 DWG. • STDFTGI STD 12.1 9.12 SPECIFICA T70NS 1. CONCRETE - f'C=2500 PSI @ 28 DAYS 2. REINF. - ASTU A615, GRADE 40 MIN. 3. LAP BARS - 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH 0 *FLOORS HOR/Z BARS VERT BARS T B D ONE J4.@13 "0. C. #4 @18 " O. C. 6 " 12" 12 " TWO #4@10"O. C. #4@16"O.C. 8" 15 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A T HORIZ. BARS VER T. BARS DOWELS TO MA VERT REINF VDISTURBED SOIL 3 "CLR 3"CLF 4'-0" MAX. '4 CONT. IN FOOTING FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REOUIRED 'HER HEIGHTS OR CONDI TIONS REQUIRE ENGINEERING BUTTE COUNTY BUILDING DEPARTMENT 10WG: MALL1R ISM 12.3 9.3.4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING ' — ASTM A615, GRADE 40 MIN J. BLOCK — ASTM C90, GRADE N, f'm =1500 PSI. (CMU f'c=1900 PSI) 4. GROUT — f'c= 2500 PSI @ 28 OA YS 5. MORTAR — TYPE S, 1800 PSI @ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCA VA TED INTO .FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114 @32 "0. C. #4 @24 "0. C. 6 " 12 " 12 " TWO 114@24 "0. C. #4@24 "0. C. 8" 15" 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S r� HORIZ BARS VERT BARS REINF. @ CIL OF WALL DOWELS TO MATCH VER T REINF UNDISTURBED SOIL 3 "CLR 3 "CLR / B * * TW REFERS TO BLOCK THICKNESS, 6 " OR 8 " FULLY GROUTED 4'-0" MAX up 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS. REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION I REV SCALE: 3/4-=�-0- DA 4 92 i z 21.9 ss / BUTTE COUNTY BUILDING DEPARTMENT z s/ss DWG: CMUFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTOFIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HOR/Z BARS VERT BARS T B D ONE #4@13"O.C. #4@18"O.C. 6" 12" 12" TWO #4@10"O. C. #4@16"D. C. 8" 15" 18" ' "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A T HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF JNDISTURBED SC D 3 "CLR 3"CLA 4'-0" MAX. '4 CONT. IN FOOTING FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED THER HEI GH TS OR CONDI TIONS REQUIRE ENGINEERING may 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DA YS 2. REINFORCING — ASTM A615, GRADE 40 MIN J. BLOCK — ASTM C90, GRADE N. f'm=1500 PSI (CMU f'C=1900 PSl) 4. GROUT — f c=2500 PSI © 28 DA YS 5. MOR TAR — TYPE S, 1800 PSI C 28 DA YS 6.., RE/NF. LAP SPL/CES — 24" MINIMUM 7. FO T/NGS SHALL BE EXCA VA TED /N TO FIRM, UNDIS TURBED SOIL TO DEP TV D *FLOORS HORIZ BARS VERT BARS **TW B D ONE J4 @J2 "0. C. J4024 "0. C. 6 " 12" 12" TWO #4®24 "0. C. f4@24 "0. C. 8" 15" 18" "(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" **TW REFERS TO BLOCK OR LESS, REFER TO TW THICKNESS, 6" OR 8" UBC SEC. 2404 (f) FULLY GROUTED HORIZ BARS VER T BARS REINF. ® CIL OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3"CLR 3 "CLR B 4'-0" MAX U 1—#4 CONT IN FTG 0 THER HEI GH TS OR CONDI TIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION EV *7ESCALE. 3/4-r'-' DATE.• '4/92BUTTE COUNTY BUILDING DEPARTMENT 2 0WG. CMUFTG f STD 12.4 may 1995 4.15 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED, SOIL TO DEPTH 0 * FLOORS HOR/Z BARS VERT BARS T B D ONE #4.@13"O. C. #4®18"O.C. 6" 12" 12" TWO #4 @10 "O. C. #4 ©16 "O. C. 8" 15" 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VER T. BARS DOWELS TO MA VER T REINF UNDISTURBED SC 4'-0" MAX. 4 CONT. IN FOOTING FOR HEIGH T OF 32" OR LESS NO REINFORCING IS REQUIRED ETHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING May 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. RE/NF. — ASTM A515, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED, SOIL TO DEPTHD * FLOORS HOR/Z BARS _ VERT BARS T B D ONE #4@13"O. C. #4@18"0. C. 6" 12" 12" TWO #4@l0"O.C. #4@16"O. C. 8" 15" 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDISTURBED S( 4'-0" MAX. 4 CONT. 1N FOOTING FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED )THER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING may 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A515, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED, SOIL TO DEP TH - D * FLOORS HOR/Z BARS _ VERT BARS T B D ONE #4@13"D. C. #4@18"0. C. 6" 12" 12" TWO #4@10"O. C. #4@16"O. C. 8" 15" 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDISTURBED SC 4'-0" MAX. 4 CONT. IN FOOTING FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED )THER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING May 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 OA YS 2. REINF. — ASTM A515, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH.0 * FLOORS HOR/Z BARS VERT BARS T B D - ONE #4@13"0. C. #4@18"0. C. 6" 12" 12" TWO #4@10"O. C. #4@16"O.C. 8" 15" 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDI S TURBEO S( 4'-0" MAX. 4 CONT. IN FOO77NG FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED 9 THER HEIGHTS OR CONDI TIONS REQUIRE ENGINEERING May 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED- SOIL TO DEPTH - D *FLOORS HOR/Z BARS VERT BARS T B ONE #4@13"0. C. #4@18"O.C. 6" 12" TWO #4@10"O. C. #4@16"O. C. 8" 15" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDI S TURBED SC D J l+L/ B D 12" 18" 4'-0" MAX. G FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CONCRETE FOUNDATION REV I DATE SCALE. • 3/4->>•-o- 1 DA M- 4/92 BUTTE COUNTY BUILDING DEPARTMENT DWG WALLIR STD 12.3 may 1995 9.14 SPECIFICA TIONS i. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH D * FLOORS HOR/Z BARS _ VERT BARS T B D ONE #4@13 "0. C. #4 @18 "0. C. 6" 12" 12" TWO ,T4�10"O.C. #4@16"O. C. 8" 15" 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VER T. BARS DOWELS TO MA VERT REINF UNDI S TURBED SC 4'-0" MAX. 4 CONT. IN FOOTING FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED )THER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING may 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED- SOIL TO DEP TH - D * FLOORS HOR/Z BARS VERT BARS T B ONE #4@13 "0. C. #4 @18 " O. C. 6" 12" TWO ,r 4 @10 "O. C. #4 @16 "O. C. 8.11 15" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDISTURBED S( D D 12" 18" 4'-0" MAX. G FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CONCRETE FOUNDATION REV I ? s SCALE. 314--I•-o- DA TE: 4192 11 BUTTE COUNTY BUILDING DEPARTMENT DWG: WALLIR 'STD 12.3 may 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED, SOIL TO DEP TH - 0 *FLOORS HOR/Z BARS VERT BARS T B D ONE #4@13"0. C. #4@18"0. C. 6" 1213' 12" TWO 7ra4@10 "O. C. #4 @16 "O. C. 8" 15" 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDI S T URBED S( 4'-0" MAX. 4 CONT. IN FOOTING FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING May 1995 9 . l4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 OA YS 2. RE/NF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED, SOIL TO DEP TH - D *FLOORS HOR/Z BARS VERT BARS T B D ONE #4@13"O. C. #4@18"O.C. 6" 12" 12" TWO #4@10 "0. C. #4 @16 "0. C. 8" 15" 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDI S TURBED S( 4'-0" MAX. 4 CONT. IN FOOTING FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING may 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED* SOIL TO DEP TH - 0 *FLOORS HOR/Z BARS _ VERT BARS T B ONE #4@13"0. C. #4@18"0. C. 6" 12" TWO #4(§10 "0. C. #4 @16 "0. C. 8" 15" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDI S TURBED SC D B D 12" 18" 4'-0" MAX. G FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CONCRETE FOUNDATION REV I Z s SCALE: 314--I•-o- DA 7-E.- 4/92 BUTTE COUNTY BUILDING DEPARTMENT DWG. WALLIR STD 12.3 may 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINF. — ASTM A615, GRADE 40 MIN. J. LAP BARS — 20" MIN. 4. FOOTING SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED* SOIL TO DEPTHD * FLOORS HOR/Z BARS VERT BARS T B D ONE #4@13" 0. C. #4®18"0. C. 6" 12 12" TWO #4@10"O. C. #4(616"0. C. 8" 15" 18" "FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A HORIZ. BARS VERT. BARS DOWELS TO MA VERT REINF UNDISTURBED S( 4'-0" MAX. 4 CONT. IN FOO7ING FOR HEIGHT OF 32" OR LESS NO REINFORCING IS REQUIRED )THER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING May 1995 9.14 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A515, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, fm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c=2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI.--@ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114 @32 "0. C. 114 @24 "0. C. 6" 12 " 12 " TWO #4@24 "0. C. #4 @24 "0. C. 8" 15 " 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" **TW REFERS TO BLOCK OR LESS, REFER TO n TW --l. THICKNESS, 6" OR 8" UBC S T FULLY GROUTED HORIZ BARS VERT BARS REINF. @ CIL OF WALL D 0 WEL S TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR 3 "CLR /[ -4 B 4'-0" MAX 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION ' `""" SCALE. 3/4'=l' -o- .DATE: 41192 1 2 95 � BUTTE COUNTY BUILDING DEPARTMENT z 51.95 DWG. cmuFTG STD 12.4 SPECI FI CA TIONS 7. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'C=1900 PSI) 4. GROUT — f'c= 2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI.--@ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D * FLOORS HORIZ BARS VERT BARS * * TW B D ONE 114 @32 "0. C. 114 @2 4 "O. C. 6" 12" 12 " TWO #4@24 "0. C. #4@24 "0. C. 8" 15" 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" TW OR LESS, REFER TO R UBC S HORIZ BARS VER T BARS REINF. @ CIL OF WALL D 0 WEL S TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR 3 "CLR / B * * TW REFERS TO BLOCK THICKNESS, 6" OR 8" FULLY GROUTED 4'-0" MAX 0 1—#4 CONT IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION SCALE: 3/4"=1'-0' .DATE.' 4/92 1 2 95 � BUTTE COUNTY BUILDING DEPARTMENT 2 1 5/95 DWG. cmuFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING ' — ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c=2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI.--@ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114 @32 "0. C. 114 @2 4 "O. C. 6 " 12" 12 " TWO #4 @24 "0. C. #4 @24 "0. C. 8" 15 " 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" TW OR LESS, REFER TO R UBC S� HORIZ BARS VERT BARS REINF. @ CIL OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR 3 "CLR / B * * TW REFERS TO BLOCK THICKNESS, 6 " OR 8" FULLY GROUTED 4'-0" MAX up 1—)�4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATIONI REV DATE SCALE: 3/4 -=l' -o- I. DA 41192 1 2 95 �92 BUTTE COUNTY BUILDING DEPARTMENT 2 DWG: cMUFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'C=1900 PSI) 4. GROUT — f'c=2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI.--@ 28 DAYS 6. REINF LAP SPLICES — 24" MINIMUM 7. F00 TIOGS SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE #4@32 "0. C. #4 @24 " 0. C. 6" 12" 12" TWO #4@24 "0. C. #4@24 "0. C. 8" 15" 18" *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S r� HORIZ BARS VERT BARS REINF. @ CIL OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR 3"CLR / B **TW REFERS TO BLOCK THICKNESS, 6" OR 8" FULLY GROUTED 4'-0" MAX. �7 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDEN TIAL CMU FOUNDATION ' Ki v 2 95 SCALE: 3/4'= I' -o- .OA TE: 41192 BUTTE COUNTY BUILDING DEPARTMENTz 5195 DWG: CMUFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING — ASTM A615, GRADE 40 MIN J BLOCK — ASTM C90, GRADE N, fm=1500 PSI (CMU f'c=1900 PSI) 4. GROU T — f'c=2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI.--@ 28 DAYS 6. REINF LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114 @32 "0. C. 114 @2 4 "0. C. 6 " 12" 12" TWO #4@24 "0. C. #4@24 "0. C. 8 " 15 " 18" *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S r� HORIZ BARS VER T BARS REINF. @ CIL OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR **TW REFERS TO BLOCK THICKNESS, 6 " OR 8 " FULLY GROUTED 3 "CLR /I _j/ B 4'-0" MAX fol 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION SCALE. J14__ -l' -o- .DATE: 4� 92 1 2 95 BUTTE COUNTY BUILDING DEPARTMENT 2 S/95 DWG: CMUFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c= 2500 PSI @ 28 OA YS 2. REINFORCING — ASTM A615, GRADE 40 MIN J. BLOCK — ASTM C90, GRADE N, fm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c= 2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI.--@ 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE #4 @32 "0. C. #4 @2 4 "0. C. 6" 12" 12 " TWO 114@24 "0. C. #4@24 "0. C. 8" 15" 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24 " OR LESS, REFER TO UBC S HORIZ BARS VER T BARS REINF. @ CIL OF WALL DOWELS TO MATCH VER T REINF UNDISTURBED SOIL 3 "CLR * * TW REFERS TO BLOCK THICKNESS, 6 " OR 8 " FULLY GROUTED 3 "CLR / \ B 4'-0" MAX f17 1—#4 CON T. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION I REV I DA FE SCALE. 3/4"=1'-0' .DATE: 41192 I 1 2195 2 1 5/95 BUTTE COUNTY BUILDING DEPARTMENT DWG: CMUFTG STD 12.4 SPECIFICA TIONS 7. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING'— ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, fm= 1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c=2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI.--@ 28 DAYS 6. REINF LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE #4@32" O. C. #4@24"O. C. 6" 12 12" TWO #4@24 "0. C. #4 @24 "0. C. 8" 15 " 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S r� HORIZ BARS VERT BARS REI NF. @ CIL OF WA L L DOWELS TO MATCH VER T REINF UNDISTURBED SOIL 3 "CLR 3 "CLR / B * * TW REFERS TO BLOCK THICKNESS, 6 " OR 8 " FULLY GROUTED 4'-0" MAX rol 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESrDENTrAL CMU FOUNDATION ' "` SCALE. 3/4-- "-0" .DATE: 4,1192 1 2 95 � BUTTE COUNTY BUILDING DEPARTMENT z s/9s DWG: Ch1UFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c= 2500 PSI C 28 DA YS 2. REINFORCING — ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c= 2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PS/. --Cd 28 DAYS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE #4 @32 "0. C. 114 @2 4 "0. C. 6" 12 " 12 " TWO #4@24 "0. C. #4 @24 "0. C. 8" 15 " 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S r� HORIZ BARS VER T BARS REINF. @ CIL OF WALL D 0 WEL S TO MATCH VER T REINF UNDISTURBED SOIL 3 "CLR 3"CLR / B ** TW REFERS TO BLOCK THICKNESS, 6 " OR 8 " FULLY GROUTED 4'-0" MAX I� 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION I REV oA rE SCALE. 3/4'= l •-o- .DATE.• 4,192 1 ? 95 � 2 1 5/95 BUTTE COUNTY BUILDING DEPARTMENT DWG. CMUFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c=2500 PSI @ 28 DAYS 2. REINFORCING'— ASTM A615, GRADE 40 MIN J. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c= 2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI.--@ 28 DAYS 6. REINF LAP SPLICES — 24" MINIMUM 7. FOO T/NGS SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114 @32 "0. C. 114 @2 4 "0. C. 6" 12 " 12 " TWO #4 @24 "0. C. #4 @24 "0. C. 8" 15 " 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" OR LESS, REFER TO UBC S HORIZ BARS VERT BARS REINF. @ CIL OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR 3 "CLR TW. i B **TW REFERS TO BLOCK THICKNESS, 6" OR 8" FULL Y GROUTED 4'-0" MAX 1z 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION I REV oSCALE. 3/4"=1'-0" .DATE. 4 92 i z ss / BUTTE COUNTY BUILDING DEPARTMENT2 5/99 DWG: CMUFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE - f'c=2500 PSI @ 28 DAYS 2. REINFORCING'— ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, f'm=1500 PSI (CMU f'c=1900 PSI) 4. GROUT — f'c=2500 PSI @ 28 DAYS 5. MORTAR — TYPE S, 1800 PSI.--@ 28 DAYS 6. REINF LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCA VA TED INTO FIRM, UNDISTURBED SOIL TO DEPTH D *FLOORS HORIZ BARS VERT BARS **TW B D ONE 114 @32 "0. C. #4 @2 4 "0. C. 6" 12 " 12 " TWO #4@24 "0. C. #4 @24 "0. C. 8" 15 " 18 " *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29—A) FOR HEIGHT OF 24" TW OR LESS, REFER TO n UBC S HORIZ BARS VER T BARS REINF. @ CIL OF WALL DOWELS TO MATCH VERT REINF UNDISTURBED SOIL 3 "CLR * * TW REFERS TO BLOCK THICKNESS, 6 " OR 8" FULLY GROUTED 3 "CLR /[ —4 B 4'-0" MAX r� 1—#4 CONT. IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION I REV I DA 7E I SCALE. 3/4-=r•-0- .DATE: 41,192 I 1 2195 BUTTE COUNTY BUILDING DEPARTMENT2 s/9s DWG: CMUFTG STD 12.4 SPECIFICA TIONS 1. CONCRETE — f'c= 2500 PSI @ 28 OA YS 2. REINFORCING — ASTM A615, GRADE 40 MIN 3. BLOCK — ASTM C90, GRADE N, fm= -1500 PSI (CMU f'C=1900 PSI) 4. GROU T — f'c= 2500 PSI @ 28 OA YS 5. MORTAR — TYPE S, 1800 PSI -@ 28 OA YS 6. REINF. LAP SPLICES — 24" MINIMUM 7. FOOTINGS SHALL BE EXCAVATED INTO FIRM, UNDISTURBED SOIL TO DEPTH D * FL OORS HORIZ BARS VERT BARS * * TW B D ONE #4 @32 "0. C. #4 @2 4 "O. C. 6" 72" 12 " TWO #4@24 "0. C. #4@24 "0. C. 8" 15" 78" *(FLOORS REFERS TO NUMBER OF FLOORS PER UBC TABLE 29-A) FOR HEIGHT OF 24" TW OR LESS, REFER TO UBC S r HORIZ BARS VERT BARS REINF. @ CIL OF WALL D 0 WEL S TO MATCH VER T REINF UNDISTURBED SOIL 3 "CLR 3"CLR / B **TW REFERS TO BLOCK THICKNESS, 6 " OR 8 " FULL Y GROUTED 4'—D" MAX rAl 1—#4 CONT IN FTG OTHER HEIGHTS OR CONDITIONS REQUIRE ENGINEERING RESIDENTIAL CMU FOUNDATION REV I DATE SCALE: 3/4"=1'-D- DATE: 4 92 1 2195 BUTTE COUNTY BUILDING DEPARTMENTz 1 5/95 DWG: CMUFTG STD 12.4 047-230-149 4. 99-2366 MANTHEI,j DAVID , CORNER OF INDIAN CLIFF RICHARDSON SPRINGS CONTR: ILL EtE & PUMP 7 ELE SERVICE 7npi OFFICE ,COPY Address. GAS Meter By Date ELECTRIC Meter BY.0 i COUNTX O,F BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 4 C unty Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 --HERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT`�• 6 ASSESSOR PARCEL NUMBER 047_230-149 ZONING FR 40 BUILDING PERMIT OWNER DAVID vMANTHEI TELEPHONE SO. FT, OCC. BUILDING VALUATION OWNERS MAILING ADDRESS P.O. BOX 1744, FAIR OAKS, CA 95528 CONTRACTOR'S NAMETELEPHONE ILLUMINATION ELECTRIC & 873-0122 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Flirt Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS CORNER OF INDIAN CLIFFS & RICHARDSON SPRINGS Energy Plan Checking Fee $ CHICO $ PERMIT FEE $ LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Feel 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utlities ❑ Installation ❑ Other ❑ Describe Work: ELECTRIC SERVICE FOR FUTURE LOT DEV Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home IS I GI W1 @20.00 PERMITTEE $ ELECTRICAL PERMIT *';. Fling Fee 20.00 Main Service z�o.V oa LESS 23.00 23.00 LIGMSED CONTRACTOR'S DECLARATION � 1 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 I full force and effect. j//� License Class Lic. No. ��� J ��r/ OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors license Law for the following reason: ❑ 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. ❑ I, as owner of the property, am exclusively contracting with licensed •contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service To I000A 46.00 NEW CONST. DWELLMIG OCCUP. SO WP3.50FT: OR ADDNS. ( a ACC. S. NON -NEW pESID. T.MULTI-OUTLET @7,50 POWER APPARATUS 8 SM10LE OUTLET CIR. E(, OCCU OUTLET OR FDCTURES Bq.0 ® I 0 Ex. Occup. OFIXEDTS R pORE" 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PRE INSPECTION 23.00 PERMIT FEE S 66 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed if the permit is for work of a valuation ,of one hundred dollars ($100) or less.) G I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' c pensation provisions of section 3700 of the Labor Code, I shall --forthwith mply with those provisions. �s X Date /~.� ' ?- �`7 Signature' of Applicant - ❑ Owner 11 -Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ OCC CONST. TYPE TOTAL FEE $ 66.00 HAZ. D. PEEs IM FLOOD CDF PAR PD HD ISS 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. /7/f , %' J/ By I ` `; '' Date PERMIT EXPIRES ON �!-� � X";�� ate ReceiptNo. $ ' WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT i��-�°I �� � �j �� i } t - - ... r � � .,, - �.y---- ' COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT W. (Rev.12/96) APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER 047-230-149 ZONING FR 40 BUILDING PERMIT OWNER DAVID MANTHEI TELEPHONE SO. FT. oCC. BUILDING VALUATION OWNERS MAILING ADDRESS P.O. BOX 1744, FAIR OAKS, CA 95628 CONTRACTOR'S NAME ILLUMINATION ELECTRIC & P 7873.0122 CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDING ADDRESS CORNER OF INDIAN CLIFFS & RICHARDSON SPRINGS Energy Plan Checking Fee $ $ CHICO PERMIT FEE $ LOT NO. SUBDIVISION'S NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Trap 7.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Udlities ❑ Installation ❑ Other ❑ Describe Work: ELECTRIC SERVICE FOR FUTURE LOT DEV Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I S FdFW @20.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 20.00 Main Service . '.01. LESS 23.00 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 full f rce and effect. / / License Class � Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 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 Main Service 200A To 46.00 NEW CONST. DWELLING OCCUP. EL OR ADDNS. ( 8 ACC. BLDSCU. so 3.5¢F7. NEW REOSID. a=.,- CIRCUOUTLEITS T @7,50 aps rWic E oT ICIC R. Fj( OCCU OUTLET OR FIXTURES a20 (9 Iso Ex. Occup. oFuc�LEED�A AEs LNSoR� 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring23.00 PRE INSPECTION 23.00 PERMIT FEE _ 66 -no MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6%5b Ventilation PERMIT FEE $ Policy Number (The above sections need not be completed K the permit is for work of a valuation one hundred dollars ($100) or less.) c I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' c9mpensation provisions of section 3700 of the Labor Code, I shall ith omply wit those provisions. /n� Date L/Z�_ Signatud of Applicant.- ❑ Owner ontractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ occ CONST. TYPE TO AL FEE $ HAZ. D. FEES IM ROOD COF p 0. PD HD ISS E 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. /O i Of By ( at /J�y�� PERMIT EXPIRES ON CAPl U / i (/l/ afe Receipt No. 280419/$66.00 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 Counjy Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 PERMIT NO (Rev. 12/96) 1�� APPLICATION AND PERMIT ASSESSORPAACELNUMENG © zomrp �/v I ` BUILDING PERMIT ' OWNER TELEPHONE SO. Fr, OCC. BUILDING VALUATION OWNERS MAILING QOAESS 120 0OMRACTOR'9 (—It � '_� J/V � � � � ^ ♦M TELEPHONE � O CONTRACTORS MNG ADDRESS AII CONSTRUCTION LENDER Fire lace LENDERS MNLM ADDRESS Total Valuation S ARCHITECT OR ENGINEER + LICENSE NO. Filing Fee S 20.00 Permit Fee S ARCHITECT OR ENGINEERS LIALUNG ADDRESS c=� e Plan Checking Fee S B111D1N�RM � C � 5'�"/< G Energy Plan Checking Fee $ T PERMIT FEE _ LOT NO. SUBD"IONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 Each Tr 7.00 USEOFSTRUCTURE SF O Duplex O Mobilehome ❑ Other sPEClry Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New O Addition ❑ model O Utilities ❑ Installation O Other ❑ Describe Work: Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W1 020.00 PERMIT FEE S ELECTRICAL PERMIT Fling Fee 26.00 Main Service "A 0." LLS.' 23.00 ' - i — --- - -- Main Service 200A To 1000A 46.00 NEW CONST. DWELLING OCCUP.•.j.5ds . OR ADONS. i ACC. eLOS. N ONS MULTFOUTL.ET NON-RESID. @7.50 POWER APPARATUS 8 SWOLE OVTLET CIR Ex. Occup. OUTLET OR FDLTURES 20 NAL ® '.00 EX. Occup. D.OERA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring r 23.00 PERMIT FEE $ �✓ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Mobile Home Installation Fee S Energy Inspection Fee $ occ coNsr. TYPE/ TOTAL FEE $ — HAZ. tFEES IMP I FLOOD I COF PARCEL PO HO i SUE 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 PERMIT EXPIRES ON Date PRE -INSPECTION REPORT OWNER: DATE: O I3 LOCATION: _(;Or' _.1-�' �(J�tt�/I,, � t S.d�- (-1 - A.P. #• . - a��-%`t CONTRACTOR r n n � ZO G: PRE-INSPETION FOR: DATE TO INSPECTOR: Building Description: Electric: Commercial/Usage: Residential/# of Units: Currently Occupied AbandonedNacant PERMIT HISTORY:( NONE ( ) AS FOLLOWS: BUILDING INSPECTOR'S REPORT Yes No Electric currently On Off Condition of Electric Gas: Natural Propane None Currently On Off Obvious Problems: Sanitation: Plumbing Working Well Working Potable Water Obvious SewageProblems Comments:_ �p pit,, �� f ACTION RECOMMENDED: ISSUE: Inspector:_ . v HOLD FOR Date_ Sketch buildings on reverse and indicate location on property. �Ta SITE PIAN REVIEW APPLICATION AP# 7— -2 :3 n Permit Number (if applicable) APPLICANT INFORMATION Owners Name: Owners Address: Telephone No.: Site Address: Proposed Use: 020 3o O c -k 3g a -(o a /v - Residential jgj�ew Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel - F -1 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-) ZgSeptic �❑ Agricultural Exempt Building ❑ Other: Brief Explanation/Issue: REHS C Bin Number Parcel Size: ❑ Commercial Remodel ❑ Industrial Remodel Well C❑ Agricultural Buffer Form -73 Zone: Q GP: DEVELOPMENT SERVICES INFORMATION (For Staff Ilse) Approved El conditionally Approved El Resolve Problems Prior to Approval ❑ Resolved Date By � 1 2006 ALL ITEMS CHECKED APPLY TO THE PROPERTY' Parcel Is In: ❑ Williamson Act Minimum Acreage: ❑ Residence can be built per contract Watershed Protection Overlay Zone SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: o Flood Zone: e Flood Panel No.: 'NIndex Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan ❑ Chapman/Mulberry a ❑ Cohasset Area Use Requires: ❑ Use Permit ❑ Variance ❑ Agricultural Worker Affidavit ❑ Administrative Permit ❑ Minor Use Permit ❑ Minor Variance Zoning: �� ' General Plan: Applicable Building Setbacks: ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 2006 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side S�. r Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use Permit/Minor Use Permit Permit Number: Date of Approval: 2 2006 VI Parcel Created By: Deeds: Date of Creation: Legal Access Provided: Deed of Reference: Legal Access Required Parcel Frontage on Publicly Maintained Road: ❑ No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: ❑ No ❑ Yes ❑ No ❑ Yes ❑ 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 ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Subdivision Map/Parcel Map: Map Date of Recording: U Lot: Book:l�Page: 2006 4, BUTTE COUNTY AGRICULTURAL BUFFER NOTIFICATION AND/OR UNUSUAL CIRCUMSTANCES REQUEST Butte County requires a 300 foot buffer between neighboring agricultural operations and a residence. This dimension is based on environmental assessments and studies. The Agricultural Commissioner may identify unusual circumstances where the 300 foot buffer cannot be met on existing parcels. This exception is not available for lots being created, divided or subdivided. Owner or Authorize Agent must complete the following and return with the required site plan to: Development Services Department, 7 County Center Drive, Oroville, CA (530) 538-7601 Name: f2o,,U 2 o4-1,1 Phone: 3Y L— 6Z l b Mailing Address: 2O Y1<� &.-Ja4 ,c® r 77 E -Mail address: r r 7`j aQ C,5ci cl�,,o Assessor's Parcel Number: 0 t 7 - 2.3,o - V-11 ' d © a Reason you believe you qualify for the unusual circumstances exception: or Authorize Agent's signature Date UNUSUAL CIRCUMSTANCES DEFINITION: An exceptional or extraordinary condition where the existing lot size or shape or an existing improvement (well, septic systems, structures etc.) does not allow for the standard condition of a 300 -foot buffer zone. SITE PLAN REQUIREMENT: submit 4 copies with this form Refer to the Site Plan Submittal handout for specific requirements ........................................................................................................................... For Agricultural Commissioner office use only: (to be completed after submittal) DISCRETIONARY PERMITS (Planning) MINISTERIAL PERMITS (Building) ❑ Exception Recommended ❑ Exception Granted with the ❑ Exception NOT Recommended following conditions: Reason/Conditions/Specific setbacks from adjacent agricultural operations: Agricultural Department Signature: Date: Land/septic/ag buffer form YMC 7/1/03 t t � g N 001217- E 1306.80' 2 LEGEND •\ AO \ 0--n I Em / -•_L2 CENTERUME OF A ROW OF • ABNDOI® UTILITY POLES lO Fw3/1' P LA GH 33]0 PER RI AS NOTED (NO NOtE) OFMEa9eP \\ / 80.00 INGRESS. EGRESS k P.U.E - 0 FwNO ]/A' 0+ RCE ]IDI PER RI I1MK - Rq RECORD \ ro BE RESERVED IN DEEDS FOR \O �� / INE BENEFIT OF PARCELS Ie,, 1,20 k 21 N OOVO'00• E \ m fOND BRASS CAP STAMPED FOR CORNER AND LS 2M3 PER RI aN�os 73 g 0 nW To AND OFFERED Fon DEDICATION S // V 9 BIS.SE \ - RIE CwNtt wTTE 0 TO" J 1 DRAIN PIPE LS WID OR , �- / • /I• aCHAR LS 56,9 PER - 0'�• ' No Re 4 EASE. 001 // \ \\�I g= YAP BOOR IIS. PAGES JO -32 - E9 /// S w' RAOD9 \ \ O SET 3/4• NW PIPE TAGQo Ls sere 5 OR. DETAIL 'B' \ �/ PARCEL\ 2t p i1P A/ / MOT TO SCALE ti SET 1/2- REBAR AND CAP IS bele (� DETAIL 'C' EA P. AE / 20.50 AD '�' o 1,10• NOT TO SONE EASE. Ra �r� r t`; \ \ �.\ o CALg11ATED PLAIT NOM" FOUND w SET 11-- moo, mORESS. Emss k P.U.E �i N `� ]0 PCk£ ]fF FCk£ E20' PG&EAST. a1 \\ \ e'Ok Y MEASURED 10 BE NESERVED IN DE}319 !01 \ INE BENEFIT AIF PARCELS 20 k 21 a N �� EASE RI EASE. PI IS.01' u C CALCULATED 6 AND OFFERED FOR DoT2 YON ro !; �'S _ _ _ INE Coto"Y OF BUTTE I I' V ; 2an� W IDe.51' al RECORD DATA PER YIP BOP( 55, PACES ]° - 73 �R SEE DETAIL "B" ( 1 nAli` IF PG&E 14 one'se• ` $�$ ze \ `• $ p R2 RECORD DATA PER MAP B001f 111, PAGES 21 - e VJ 1\ 0 EASE RI L60 N 0]95'11 E\\ P] RECORD DATA PER BUT E COUNtt MGHt OF wAY IAP 6 IS 0031'01• W I30S.5S')N V'�� �` \q 1 A�ONp E:i N 007202• IT Ies1• SEE zo-ee CONASSE7 NOLO 91EET 1 6 J. OARED 6- w ao121r E 13ae.ee' / \ C THEEASEMENTNE FOR 3Bym• L �\ /DETAIL "C" wITE COUNTY FILE NUMBER E-]11 SCALE: I' -300' THE BENEFIT OF s �..�s\ 'B \ \ L ,I RI RECORD DATA PER SERIAL ND. ps-J,Ts]2' Iel.6c ^ ieeelT — T- I pR PARCELS 20 a m PARCEL'20 (` (b209')tl I 1 \ `w )RI S\0PUBLIC U�EASLMEN PER 21.80_AC- 1/4 \ \ b R.M.A. ROAD MAR ENANCE AGREEMENT SH. S0-]9512 k R.Y.A. PER b),Ie•. \ C�� S2� De -30513 k S.Ki19/-OO Sl9S� \ I\ J ; P.U.E. MEDIC UNUTY EASEMENT `e � \ a 0'-�B-ABUTTERS RIGHTS OF ACCESS DEEDED TO CwNtt of OUTTE •9� � N Ro7r3z• ' ' c\ \ 8 �F `A A, dP'Lad q �� DRI. R.• E IeD.J�S� .D� �~r f\\ a _ 9 b 00'3e'srE D2 sr l s �dt Aa \ \ BASIS OF BEARINGS: PARCEL 19 �i �� I ® a OUT63ERB'S��q•T \ \ a THE BASIS OF BEARINGS FOR THIS MAP Is THE LINE '�. 20.10 AC 14 30'32 T;hIrR (RI) yD \ C2 BETI EEN THE FOLRND MONUMENTS AT THE WEST ONE- ;� „ I e9 2 \ \\ a SECCTroON 28 1 CONNOR SIP u NO TH. RANGE LER OF fi B ry \ o Mw DIABLO MERIDIAN. THE BEARING OF SNNE BB �][Zl_ SEND NORTH 0005'11• WEST PER RI. SAN, U Leg / Leg Nx o� A °' , °•. 7-,1• 9- /L]o �o �e �06 Sir 8 PARCEL 17 / \\ ')�• \.._ L], •E� 1 § W A- 20.11 AC. , \ L73 6MNDS aVE PEAC.'E� \ W W e9 W W I=1 e0 • ->' PARCEL 18 ) em .. - to • �: E ' e' /'/x Ao�Tq��JY� \ 20.05 Ac rel �r / �/ \ 1y D?�y ,1 60.00' INGRESS. EGRESS k P.U.E,11 d a _ NO DETER AT" OF THE °i , �4y � a To BE RESER FIT:R m OEEIIs FON ` jp;OT US PARCEL SOUNDARES WAS $ / e / PARCE L 16 qR Z ''! J 1HE BENEFIT OF PARCELS 18 k ID 'G C!(;el-1 80.00' pRiESi EpE54 k I MALE m THIS AREA / // 20.20 AC ANO OFFERED FOR DCOLCATTON TO j�°Ex1,.j PUBLIC URTtt EASEMENT THE COUNTY OF BUTTE �1 PEq S.N. 99-°58535. I � // ABUTTERS RIGHTS OF ACCESS\ - "A PER S.N. 9g-N90-°efllSljg2 � 0.MAPER SN. 95-w9w7, / y1.e� PEERED TO Co11Ntt OF CUREaI(4]e.aX)RI.Rz ,/ PERTR 3/4 P ]]81]8.91' / lL5 3)11 F F c�'4'ET TO PN AND TAO Is 3336 - w)MRI,R2 - _ I LI] di- (3/4- P LS 3330)RI ROAD (N 0095.41 202187' \ LB 9 ,� T 21 9 BASIS OF BEARINGS (2823.18')NI // W •-• !S , (NI W I 3371 w .41 _ 7-n —1- W 1 W M.,J 19 5 1 832B4 W SlAw 6 PARCEL MAP z 4Y I ee eD o. e 3 '' ' -S i w 1/1 cat ]0 2 ) N 0095'11' W 29ISe)' SEC. 28 FOR L s x o •5911 w D.A.J. TRUST I6 3 5s w W.2 cR: ]4 D.A.J. ue. DETAIL 'A' BEING PARCELS 1 AND 4 AND A _1 to .NN En, 4 HOT To SCALE PORTION OF -A-, v /✓ 14 AND 15 PER MAP BOOK 55, PAGES 70 — 73; SITUATE IN SECTIONS NOTES: 23, 24 AND 26, T. 23 N., ,. THE EATMOR BOUNDARY SHOWN WJtEW R. 1 E., M.D.M. IS RECORD PER 145 MAPS 30-32 BUTTE COUNTY — CALIFORNIA 2. B00I ISIS. PAGE 413 PROVIDES FOR A 10 ROAD EASETHE LOCATION OF MOW 5 DEFINEDD OF OF RECORDRD GH AND MAY WAY NOT NorthStar OW L • P1AMIpfS • 4M9[YORS AMOTFF NOTIONTN0RER5 AFFECT THENOTIONSHOYIN PROPERTY. ���:P pEgAgAP01 g01T • OOq CµFgpY 3EFyEEpIR/ • (5b) 193 -IMP FAIL (eb) NN}III] SHEET 2 OF 3 AIIOU9T, IDoe. JOB NO. 0174 . %300M iq-q pgaL- nn v /✓ VerticalTechnology WoXer Engineering 383 Rio Lindo Ave Suite 200, Chico, CA 95926 ec h Ph. (530) 899-8716 Fax (530) 899-1102 Email vertech@sbcglobal.net Structural Calculations Client: Ron Roth Project: Roth Residence Location: Parcel # 20, Indian Cliffs Drive, Chico, CA f� Z0 o. S 47 { 'k Exp. 6l3 /06 BUTTE COUNTY TV�� * BUILDING DIVISION 8/-7(,0(, R®VE CALFp :..-.' P- . Attention: This engineer is not responsi a for site inspection to assure compliance with the standards, sizes, materials, or workmanship ied herein. This engineer is not responsible for any structural element or system not specifically noted in this set of specifications unless authorized in writing by this engineer. Workmanship is to be of the highest quality and in all cases follow accepted construction practice, the latest edition of the Uniform Building Code, and local building department standards. VERTECH ENGINEERING PROJECT: Roth Residence I 6/26/06 STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2001 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (VERTECH ENGINEERING) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. G) SPECIAL INSPECTION: FULL-TIME SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: WELDING OF STRUCTURAL OR REINFORCING STEEL THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1500 PSF PER CBC TABLE 18-1-A. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. (12" TO 24" AS PER LOCAL REQUIREMENTS) E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 2% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 18-1-1 OF 2001 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1805.5 OF THE 2001 CBC. K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED, A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF THE FOUNDATIONS. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI CODE AND CBC APPENDIX, CHAPTER 19. VERTECH ENGINEERING PROJECT: Roth Residence ?� ` 6/26/06 F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. VERTECH RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3- 1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 20'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE:SLAB IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 '/" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: AT TRUSSED ROOF AREA 1. ROOF SHEATHING: '/z" APA RATED EXTERIOR 32/16 STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. 2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. 3. WALL SHEATHING: SEE PLANS B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER IN ACCORDANCE WITH CBC 2306.12. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY OTHERS TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE. WITH CBC 1701.7 AND CBC 2304.4.3. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.6.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 2800 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 2"X 2"X 3/16" PLATE WASHERS LOCATED AT 4'-0" O.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM FROM EACH END OF EACH PIECE. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FOHC (06 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF U480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 % LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2001 CBC TABLE 23 -II -B-1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING L ,.. VERTECH ENGINEERING PROJECT: Roth Residence 3 6/26/06 MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. D.) ALL STRUCTURAL FRAMING MEMBER WITH EXTERIOR EXPOSURE SHALL BE PRESSURE TREATED OR BE OF MATERIAL THAT IS NATURALLY RESISTANCE TO DECAY. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN. ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK- BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICBO REPORT. D.) CRIPPLE WALLS: CRIPPLE WALLS SHALL BEA MINIMUM OF 14" IN HEIGHT. FOR LESSER HEIGHTS, STACK 2X PLATES (AND SHIM AS REQUIRED). E.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. F.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. 7. STRUCTURAL INSULATED PANEL A.) ALL EXTERIOR WALLS SHALL BE : STRUCTURAL SANDWICH PANELS "TYPE S OR L" AND INSTALLED IN ACCORDANCE WITH ICBO EVALUATION REPORT PFC-5002. WALLS SHALL BE CONSTRUCTED WITH A MINIMUM 7/16 APA -RATED EXPOSURE 1 OSB OVER AN EPS PLASTIC CORE. PANELS SHALL BE ATTACHED TOGETHER WITH SPLINES OF 4" X 7/16" OSB MATERIAL THAT ARE NAILED TO THE PANEL FACES WITH 8d BOX NAILS AT 6" O.C., U.N.O. TOP AND BOTTOM PLATES SHALL BE DIMENSIONAL LUMBER SIZED TO MATCH CORE THICKNESS, AND FASTENED TO THE PANEL FACES WITH 8d BOX NAILS AT 6" O.C. B.) TYPE "S" PANELS SHALL HAVE A DOUBLE TOP PLATE. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND THE CBC. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE REVIEWED BY THE ENGINEER OF RECORD PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 10 PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY THE 2001 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. i. VERTECH ENGINEERING PROJECT: Roth Residence 6/26/06 E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = U360, TOTAL LOAD DEFLECTION = U240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD/SNOW LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: 3 D) WIND SPEED: 75 MPH EXP B Q I I I Jc- A" \\e VerTech Engineering Project: Roth Residence Page: Engineer: CMR Date: 5/10/2006 Design of: Gravity Loads Gravity Loads: Slope= 4 to 12 Roof Dead Load Ply 2.5 psf Comp Roofing 5.0 psf Framing 5.0 psf Gyp 2.2 psf Insul 1.0 psf Misc. 1.3 psf Total (sloped) 17.0 psf Total (horiz) 17.5 psf Roof Live Load Residential 20.0 psf (Reducible to 16 psf if slope is >4:12) Wall Dead Load Stucco Siding 10.0 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing @ 16" o.c. 1.7 psf Gyp. 2.2 psf Insul. 1.3 psf Total 17.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf Floor Dead Load Framing @ 16" o.c. 5.5 psf 3/4" ply 2.25 psf Gyp. 2.2 psf Flooring 2 psf Misc. 3 psf Total 15.0 psf Floor Live Load Residential 40.0 psf VerTech Engineering Project: Roth Residence Page: Engineer: CMR Date: 5/10/2006 Design of : Wall Line Shear Forces due to .Seismic Roof 1st Floor Area (ft) Weight (lbs) Roof 2149 37695 Roof Snow (25%) 0 0 Floor 0 0 Height (ft) Length (ft): Weight (lbs) Walls(ext) 9 200 15300 Walls(int) 9 75 2025 Total 55020 Area (ft) Weight (lbs) Roof 5045 88494 Roof Snow (25%) 0 0 Floor/Deck 1227 18344 Height (ft) Length (ft). Weight (lbs) Walls(ext) 10 450 53550 Walls(int) 10 300 11025 Total 171413 Area (ft) Weight (lbs) Roof 0 0 Roof Snow (25%) 0 0 Floor 0 0 Height (ft) Length (ft) Weight (lbs) Walls(ext) 10 0 0 Walls(int) 10 0 0 Total 0 Veq(lbs) Roof Area (ft2) Floor Area (ft) Ultimate Roof 2149 0 14055 1 st Floor 5045 1227 23045 0 0 0 0 VerTech Engineering Project: Roth Residence Engineer: CMR Design of . Wall Line Shear Forces due to Seismic (cont.) Wall Line Roof Level 2nd Level D E F G 5 6 7 8 A B C D E F G H I J K L 1 2 3 4 5 6 7 8 9 10 Trib Area (ft) Line Shear (Ibs) if Floor W/S 376 350 739 739 457 585 656 452 386 1064 568 398 200 720 199 446 340 304 290 175 385 398 587 847 215 237 218 512 532 500 258 258 356 356 321 443 265 1756 1635 3452 3452 2135 2733 3060 1222 1043 2876 1535 1669 1134 2766 1358 1205 919 822 784 473 1041 1076 1586 2289 1320 1661 1200 1384 1438 1351 Page: 9 Date: 5/10/2006 /b 2001 CBC Static Seismic Forces VerTech Engineering Project: Roth Residence Comments: Seismic/Diaphragm Loads Date: 5/10/06 Units: Kips & Feet (UNO) Zone = 3 0.182 1 0.182 1 EQ: Soil type = Sd Soil Profile Types I = 1 Importance Factor Table 16-K R = 5.5 Overstrength and Ductility Factor Table 16-N or 16-P Ca = 0.360 Seismic Coefficient Table 16-Q Cv = 0.54 Seismic Coefficient Table 16-R hn = 19 HEIGHT TO ROOF) Ct = 1 =.020 FOR ALL OTHERS IVI TA = Ct(hn)'" Max TB = 1.4•TA VEQ = (Cv*I'W)/(R'T) Ft = 0.07'T'V (If T<.7, Ft=O) T=J 0.182 1 0.182 1 EQ: Cvl/RT = 0.5394 0.5395 V/W: VEQ = 122.1 122 V: Ft = 0.00 LEVEL STORY HT -77=71 2.5*Ca*1/R 37.1 0.0396 0.1636 9.0 37.1 LEVEL STORY HT HEIGHT WEIGHT HT. X WT. VEQ E VEQ MOT Diaphragm ROOF 9 19 55.0 1045 14.1 14 126 14 10th 0 10 0.0 0 0.0 14 126 0 9th 0 10 0.0 0 0.0 14 126 0 8th 0 1 10 0.0 0 0.0 14 126 1 0 7th 0 10 0.0 0. 0.0 14 126 0 6th 0 10 0.0 0 0.0 14 126 0 5th 0 10 0.0 0 0.0 14 126 0 4th 0 10 0.0 0 0.0 14 126 0 3rd 0 10 0.0 0 0.0 14 126 0 2nd 0 10 0.0 0 0.0 14 1126 0 1st 10 1 10 171.4 1714 23.0 ' 37 1 497 31 126.433 IL /6u VerTech Engineering Project: Roth Residence Page: Engineer: CMR Date: 5/10/2006 Design of : Wall Line Shear Forces due to Wind Wall Line I Trib Area Wind Force Line Shear Roof Level D 115 12.60 1449 E 140 12.60 1764 F 115 12.60 1449 G 140 12.60 • 1764 5 150 12.60 1890 6 170 12.60 2142 7 185 12.60 2331 8 105 11.66 1224 2nd Level A 90 11.66 1049 B 248 11.66 2885 C 158 11.66 1836 D 86 11.66, 1006 E 86 11.66 1006 F 105 11.66 1224 G 105 11.66 1224 H 60. 11.66 699 1 98 11.66 1137 J 98 11.66 1137 K 35 11.66 408 L 29 11.66 338 1 90 11.66 1049 2 90 11.66 1049 3 90 11.66 1049 4 158 11.66 1836 5 150 11.66 1749 6 128 11.66 1486 7 139 11.66 1618 8 159 11.66 1858 9 113 11.66 1312 10 135 11.66 1574 lz 2001 CBC Wind Loads VerTech Engineering (UBC CH16 DIV III) Project: Roth Residence Date: 5/10/2006 Comments: Wind Speed: 75 mph Exposure: B El One Story or Partially Enclosed Multi-StoryStructure Primary Frame Method A Importance: Elevation Elevation Elevation 15 20 25 Windward Wall 7.2 7.8 8.3 Leeward Wall 4.5 -4.8 -5.2 Roof Leeward or Flat Roof -10.8 -11.6 -12.5 Windward Roof Slope <2:12 -10.8 -11.6 -12.5 2:12 to <9:12 -12.6 2.7 -13.6 2.9 -14.6 3.T- 9:12 to 12:12 3.6 3.9 4.2 >12:12 6.3 6.8 7.3 Wind Parallel to Ridge -10.8 -11.6 -12.5 Method B -15.5 -16.7 Parapet Walls On Vertical Projected Area 39.7 12.6 -13.5 13.5 Structure <= 40' High 11.7 12.6 13.5 Structure >40' High 12.6 13.6 14.6 On Horizontal Projected Area -10.8 -11.6 -12.5 Elements and Components not in areas of discontinuity -17.7 2:12 to 7:12 -14.3 7.2 Wall Elements -16.7 8.3 >7:12 to 12:12 -15.2 15.2 -16.5 16.5 All structures 10.8 11.6 12.5 Enclosed and Unenclosed Structures -10.8 -11.6 -12.5 Partially Enclosed -14.3 -15.5 -16.7 Parapet Walls -11.7 11.7 39.7 12.6 -13.5 13.5 Roof Elements Enclosed and Unenclosed Structures Slope <7:12 -11.7 -12.6 -13.5 7:12 to 12:12 -11.7 11.7 -12.6 12.6 -13.5 13.5 Partially Enclosed Slope <2:12 -15.2 -16.5 -17.7 2:12 to 7:12 -14.3 7.2 -15.5 7.8 -16.7 8.3 >7:12 to 12:12 -15.2 15.2 -16.5 16.5 -17.7 17.7 Elements and Components in areas of discontinuity Wall Corners -13.5 10.8 -14.5 11.6 -15.6 12.5 Roof Eaves, rakes or ridges without overhangs Slope <2:12 -20.6 -22.3 -24.0 2:12 to 7:12 -23.3 -25.2 -27.1 >7:12 to 12:12 -14.3 -15.5 -16.7 Slope <2:12 at overhangs, canopies -25.1 -27.1 -29.2 VerTech Engineering Project: Roth Residence Page: Engineer: CMR Date: 5/10/2006 Desian of: Shear Force Summary Wall Line Wind Shear Seismic Shear Controls Roof Level D 1449 1756 Seismic E 1764 1635 Wind F 1449 3452 Seismic G 1764 3452 Seismic 5 1890 2135 Seismic 6 2142 2733 Seismic 7 2331 3060 Seismic 8 1224 1222 Wind 2nd Level A 1049 1043 Wind B 2885 2876 Wind C 1836 1535 Wind D 2454 3425 Seismic E 2769 2769 Wind F 2673 6218 Seismic G 2988 4810 Seismic H 699 1205 Seismic 1 1137 919 Wind J 1137 822 Wind K 408 784 Seismic L 338 473 Seismic 1 1049 1041 Wind 2 1049 1076 Seismic 3 1049 1586 Seismic 4 1836 2289 Seismic 5 3638 3455 Wind 6 3628 4394 Seismic 7 3948 4259 Seismic 8 3082 2605 Wind 9 1312 1438 Seismic 10 1574 1351 Wind Shear Wall Design Program VerTech Engineering Project: Roth Residence Location: Date: 5/10/06 Units (UNO): lbs, in 14 Panel Thickness 3/8 IV Panel Orientation Short Dimension Across Studs v Nail Type 8d Anchor Bold Diam. 1/2 Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Spec Grav Of Framing [C:-:D,::C-C, UBC 21-2, UBC 23-3 Fnd Sill Plate Grade I DF -L • AB in 2X Sill 620 AB in 3X Sill 730 Split Anchorage Reduced Index # Nail Nail Length Diam Embed Cd NDSValue Value 1 10d 3 0.148 1.50 0.84 118 100 2 12d 3.25 0.148 1.75 0.99 118 116 3 -16d 3.5 0.162 2.00 1.00 141 141 4 20d 4 0.192 2.50 1.00 170 170 5 30d 4.5 0.207 3.00 1.00 186 186 6 1/4" Screw 0.25 2.00 1.00 220 220 7 3/8" Screw 0.375 3.00 1.00 400 400 8 A35 450 9 A34 365 Shear Wall Design Edge Nail Alowable SW Joint Fastening SW Joint Fastening AB•Spacing (ft) Load Fastener Cond A Cond B Fastener Cond A Cond B 2X Sill 3X Sill 6 260 2 7.1 0 8 20.8 0 3.17 3.73 4" 350 2 5.3 0 8 15.4 0 2.36 2.77 4, Note 1 380 2 4.9 0 8 14.2 0 1.09 2.56 3, Note 1 490 2 3.8 0 8 11.0 0 0.84 1.98 2, Note 1 640 2 2.9 0 8 8.4 0 NG 1.52 44, Note 1 760 4 3.6 Note 2 8 7.1 Note 2 NG 1.28 33, Note 1 980 4 2.8 Note 2 9 4.5 Note 2 NG 0.99 22, Note 1 1280 4 2.1 Note 2 9 3.4 Note 2 NG 0.76 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with same edge nailing VerTech Engineering Project: Roth Residence Engineer: CMR Design of: Shear Walls Framing Page: 1 C5 - Date: 6/26/2006 Panel Shear Walls Resistive A35 Sill Lateral Wall Attachment Attachment Load Length Length Length Load/ft Edge Nail WallIu Lft1L1 Ll ILl in RoofLevel .............................................................. D1756 ................................................................................................................................................................................................................... 7.25 7.25 7.25 242 R6 or 6" E1764 ................................................................................................................................................................................................................... 7.00 7.00 7.00 252 R6 or 6" F3452 .................................................................................................................................................................................................................... 19.00 19.00 19.00 182 R6 or 6" G3452 ............................................................................................................................................................................................................ 16.00 16.00 16.00 216 R6 or 6" 52135 .................................................................................................................................................................................................................. 13.50 13.50 13.50 158 R6 or 6" 62733 ................................................................................................................................................................................................................. 13.00 13.00 13.00 210 R6 or 6" 7 ..........11,11-1-1,2,24" 3060 ......................................................................................................................................................................... 12.50 12.50 12.50 245 R6 or 6" 8 ............................................................................................................................................................................................................... 30.00 30.00 30.00 41 2ndLevel .................................................................................................................................................... ............................................................... A1049 ................................................................................................................................................................................................................... 24.00 24.00 24.00 44 R6 or 6" B2885 ................................................................................................................................................................................................................... 11.00 11.00 11.00 262 R6 or 6" C1836 .................................................................................................................................................................................................................... 9.00 9.00 9.00 204 R6 or 6" D3425 ................................................................................................................................................................................................................... 28.50 28.50 28.50 120 R6 or 6" E2769 ................................................................................................................................................................................................................... 11.50 11.50 11.50 241 R6 or 6" F6218 .................................................................................................................................................................................................................... 16.75 16.75 16.75 371 4"* G4810 .................................................................................................................................................................................................................... 17.00 17.00 17.00 283 R6 or 4"* H1205 ............................. ......................................................................................................................................................................I............... 13.00 13.00 13.00 93 R6 or 6" 11137 ............................................................................................................................................................................................................ 8.00 8.00 8.00 142 R6 or 6" J1137 .......................................................................................................................................................................................... 9.50 9.50 9.50 120 R6 or 6" K784 .................................................................................................................................................................................................................... Cantilever Column L473 .................................................................................................................................................................................................................... Cantilever Column 11049 .................................................................................................................................................................................................................. 10.00 10.00 10.00 105 R6 or 6" 21076 .................................................................................................................................................................................................................. 10.00 10.00 10.00 108 R6 or 6" 3 .................................................................................................................................................................................................................... 1586 . 9.83 9.83 9.83 161 R6 or 6" 42289 .................. .......... ...........................................................................................................................................................I........................... 12.00 12.00 12.00 191 R6 or 6" 53638 .................................................................................................................................................................................................................. 14.00 14.00 14.00 260 R6 or 6" 64394 .................................................................................................................................................................................................................... 7.00 7.00 7.00 628 3" 74259 ................................................................................................................................................................................................................... 12.50 12.50 12.50 341 4"* 8 ................................................................................I.................. 3082 25.00 25.00 25.00 ...... 123 R6 or 6" 9 1438 .............................................................................................................. 14.00 14.00 14.00 103 ...................................... R6 or 6.� 10 1574"'* 574 10.00 10.00 10.00 157 R6 or 6" VerTech Engineering Project: Roth Residence Engineer: CMR Design of : Shear Walls Stability Page: I fn Date: 6/26/2006 Overturning Overall Length Resistive Gravity Load OT Height OT Moment Ri-ghtin-q Moment Net M/D Leith Wall (ft) (ft) flbm fm (ft_Ib) RoofLevel .................................................................................................................................................... ............................................................................................ D7.25 ................................................................................................................................................................................................................................................... 7.25 136 8 14051.81 3574.25 1494 E7.00 .................................................................................................................................................................................................................................................. 7.00 136 8 14110.2 3332 1698 F .....................4.75............ 4:75 .136 ......................................................................................................................................... 8 6904.44:7 1534.25 1163 G .............. 3.:00 ............ 3.00 .......... 136 ............... 8 ............... 5178.335 ........................................................................................ 612 1543 .5 ............. .13.50 ............ .13.50 .................... 250 ............... ...................... 8 17078.9;3 ................................................................................ 22781.25 -254 613.00 .................................................................................................................................................................................................................................................. 13.00 250 8 21862.53 21125 219 75.00 ................................................................................................................................................................................................................................................... 5.00 250 8 9791.422 3125 1396 830.00 .................................................................................................................................................................................................................................................. 30.00 250 8 9792.9 112500 -2174 2ndLevel ................................................................................................................................................................................ . .............................................................. A24.00 .................................................................................................................................................................................................................................................... 24.00 153 9 9443.154 44064 -831 B3.00 .................................................................................................................................................................................................................................................. 3.00 153 9 7082.365 688.5 2208 C9.00 ................................................................................................................................................................................................................................................... 9.00 153 9 16525.52 6196.5 1377 D9.00 ................................................................................................................................................................................................................................................... 9.00 153 9 9734.915 6196.5 462 E5.50 .................................................................................................................................................................................................................................................. 5.50 153 9 11920.01 2314.125 1887 F4.75 ................................................................................................................................................................................................................................................... 4.75 153 9 15870.14 1726.031 3014 G4.50 .................................................................................................................................................................................................................................................. 4.50 153 9 11459.26 1549.125 2237 H3.25 ................................................................................................................................................................................................................................................... 3.25 153 9 2712.075 808.0313 611 18.00 ..................................................................................................................................................................................................... 8.00 153 9 10230.08 4896 871 J ................................................................................................................................................................................................................................................ 3.50 3.50 153 9 3768.978 937.125 898 KCantilever .................................................................................................................................................................................................................................................... Column LCantilever ................................................................................................................................................................................................................................0................. Column 1 .............. 10.00 ..................... 10.00 .... ............. .153 .... ......... .9 .............. 9443.154 ........................................................................................ 7650 434 .....................10:.0..............10:00.................153 ......................................................................................................................................... 9 9680.768 7650 280 3......................2.67.................2:.67...................153 ......................................................................................................................................... 9 3871.978 544 1268 4 .............. 5.00 .............. 5..00 .............. .153 ............... .9 .................. 8584.182 ......................................... 1912.5 1373 514.00 ................................................................................................................................................................................................................................................... 14.00 153 9 32746.42 14994 1625 6......................7.00..................7.:00...................153 .......................................................................................................................................... 9 39543.75 3748.5 5167 7 ............... 5:00 .............. 5.00 ........... .153 ............... 9 .......................................................................................................... 15333.82 1912.5 2723 8 ................................................................................................................................................................................................................................................... 25.00 25.00 153 9 27739.26 47812.5 -165 9 .................................................................................................................................................................................................................................................. 14.00 14.00 153 9 I 12940.12 14994 -40 1010.00 10.00 153 9 14164.73 7650 906 VerTech Engineering Project: Roth Residence Engineer: CMR Design of : Shear Walls Stability Page: IT Date: 6/26/2006 Segment Segment OT MMT Rightinq MMT Net M/D Length Height Wall (ft) Z ft-Ib(lb) RoofLevel .......................................................................................... ......................................................................................... .............D ............8 ..............0 ............0 .............E ............8 ............ ............ F .............. 9.50 .............. .8 .......I...... 13809 ................. 6137 .............. 872 ............... .............................. ........ 4.:�0......................8......................6904.................1088................1481......... .............5 ............................................ .............8.............. . .............�..........................0........................................... . .............8 ........................................... .............8 .............. . .............0.......................... 0 ........................................... 77.50 .................................................................................................................................................................................... 8 14687 7031 1115, 88 ..................................................................................................................................................................................... 0 0 2ndLevel ........................................................................................................... ..................................................................... ............A .............9 .............� ............ B8.00 ..................................................................................................................................................................................... 9 18886 4896 1953 .............0 .............9 ............. .............0 D19.50 .............................. .............................. 9 ............................... 21092 .............................. 29089 .......... .................... -261 :.... ......................... E6.00 .................................................................................................................................................................................... 9 13004 2754 1861 F .............. .12.00 ........... 9 ............... 40093 .................... 11016 ................ 2515 ................ G .............. 8.00 .............. 9 .............. 20372 .................... 4896 .................... .1996 ............. H .............. .6.50 ........... 9 ............... .5424 .......... .3232 .............. .387 ............... 1 9 0 0 J 6.00 9 6461 2754 771 KCantilever ...................................................................................................................................................................................... Column LCantilever .................................................................................................................................................................................... Column ..............� ............9 .............� ............0 2 .............................. .............9 .......................................... 0 .............................. ........ 4.50.......................9......................6534.................1549................1142........ 4 .............. 7.00 ................... 9 ............... 12018 ................. 3749 ................. .1235 ........:.... .............................. .............9 .............�.......................... �........................................... .............6 .............9 ............ ............ ..............�..................... �:50......................9....................23001................4303...............2550........ 89 .................................................................................................................................................................................... 0 0 9 ........................................... .9 ............... .............. 0 ............................................ 10 9 0 0 Page: IT Date: 6/26/2006 PROJECT � � S VERTECH ENGINEERING PAGE 16 ENGINEER DATE DESIGN OF 14 1 As - 0 9 = -L, -z- i0, s -- -2.2- 9 •Z Roth Residence VisualAnalysis 5.10 Report Company: VerTech Engineering Engineer: Mike Hubley Project File: Cantilever Column Folder: C:\Chad Projects\2006\06-143-Roth Res\ Nodal Loads Load Case ------------------------------- Node Direction Magnitude Dead loads N2 DY -1200.0000 lb Roof Live loads N2 DY -800.0000 lb Seismic loads ------------------------------- N2 DX , 1000.0000 lb Design Group Results Design Load Cases Strength Serviceability Load Case (Deflection Type) ID Number ID Number Name 1 3 Dead loads First Order (Other) - 4 Roof Live loads First Order (Other) - 5 Seismic loads First Order ('W or S') 2 - DL + LL + EQ First Order AISC Steel (ASD) Design Group: DGI, Group Report, Designed As: HSS5X5X.1875 SIZE CONSTRAINTS: none BRACING INFORMATION: Lateral bracing at top flange (+y): Pattern = Unbraced Lateral bracing at bottom flange (-y): Pattern = Unbraced Strong axis bracing (parallel to y): Pattern = Unbraced STEEL PARAMETERS: Fy = 46.001(si FRAME INFORMATION: Braced frame for strong axis bending. Effective length factors: Kz = 2.00, Ky = 2.00 HSS5X5X.1875 INFORMATION: A = 3.28 in A2; d = 5.00, bf = 5.00, tf = 0.17, tw = 0.17 in I = 12.60, J = 19.90 in A4 rz = 1.96, ry = 1.96 in Sz = 5.03, Sy = 5.03 in^3 Extreme Checks Only Combined Stresses Check: Member Load Offset fa Fa fbz Fbz Code Unity Name Case # in Ksi Ksi Ksi Ksi Ref. Check MI 2 0.00 -0.64 9.96 23.86 30.36 H1-3 0.85 Strong Flexure Check: Member Load Offset Mz fbz Lu Cb Fbz Code Unity Name Case # is lb-ia Ksi is Ksi Ref. Check M1 2 0.00-120000.00 23.86 120.00 1.75 30.36 173-1 0.79 Axial Check: Member Load Offset P fa KL/r Cc Q Fa Code Unity Name Case # is lb Ksi Ksi Ref. Check M1 1 0.00 -1311.78 -0.40 122.45 111.55 1.00 9.96 E2-2 0.04 M1 2 0.00 -2111.78 -0.64 122.45 111.55 1.00 9.96 E2-2 0.06 Strong Shear Check: Member Load Offset Vy fvy h/tw Fvy Code Unity . Name Case # in lb Ksi Ksi Ref. Check M1 2 0.00 1000.00 1.15 26.74 18.40 174-1 0.06 -1-Fri May 26 11:20:19 2006 H Nodal Displacements Node ----------------- 1. sTs Result Case Name DX DY RZ ---------------------------------- in in deg N1 DL + LL + EQ First Order 0.00 0.00 0.00000 N1 Dead loads First Order 0.00 0.00 0.00000 N1 Envelope +Extreme Max 0.00 0.00 0.00000 N1 Envelope -Extreme Min 0.00 0.00 0.00000 N1 Roof Live loads First Ord 0.00 0.00 0.00000 N1 Seismic loads First Order 0.00 0.00 0.00000 N2 DL + LL + EQ First Order 1.58 -0.00 -1.12898 N2 Dead loads First Order 0.00 -0.00 0.00000 N2 Envelope +Extreme Max 1.58 -0.00 -1.12898 N2 Envelope -Extreme Min 1.58 -0.00 -1.12898 N2 Roof Live loads First Ord 0.00 -0.00 0.00000 N2 --------------------- ---------------------------------- Seismic loads First Order 1.58 0.00 -1.12898 1.5Ts ate_ -2-Fri May 26 11:20:19 2006 PROJECT ENGINEER DESIGN OF VERTECH ENGINEERING c4kssoa �— PAGE ZI DATE Z-� . ZZ WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN Beam1 WoodWorks® Sizer 2002a May 10, 2006 09:25:35 Critical Results REACTION (lbs) Maximum... Uplift: 0 Bearing: 5062 X3520 4592 4159 062 0' 4' 14'-6" 21'-6" 28'-6" SHEAR [lbs] +V max: 2354 -V max: -2795 Load Combination #8: D+C (pattern: _CC_) 1-1. S 41 + 1c, LI- C� 35'-6" 1 0' 4' BENDING [lbs -ft] +M max: 3771 Load Combination #12: D+C (pattern: C C ) -M max: -4486 -C-C-) - - Load Combination #24: D+C (pattern: _CC -C) 14'-6" 21'-6" 28'-6" 35'-6" 0' 4' V-10. 7 " 14'-6" 21'-6" 28'-6" 35'-6" PROJECT ENGINEER - DESIGN OF. F3c-nw �-- I VERTECH ENGINEERING I - �e = noo Ps. PAGE Z� DATE WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam2 WoodWorks® Sizer 2002a May 10, 2006 09:27:21 Critical Results REACTION (lbs] Maximum... Uplift: 0 Bearing: 3332 020 M; Z51Z �L ZSSD Ll_ 0' 13'-6" SHEAR (lbs] +V max: 2020 2-4.�nZ -V max: -3115 AvazQ O Load Combination #2: D+C 0, 13'-6" BENDING (lbs -ft] +M max: 16085 Load Combination #2: D+C -1(,.g : �3 6085 0, 8 1 -6" 13'-61' 1-1 F- Critical Results REACTION [lbs] Maximum... Uplift: 0 Bearing: 2768 150 2(� WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 2002a May 10, 2006 09:28:17 1s -(P Ir$0 D!. 0' 18'-6" SHEAR [lbs] +V max: 1150 -V max: -2470 Load Combination #2: D+C ^L 0' 18'-6" BENDING [lbs -ft] +M max: 13127 Load Combination #2: D+C 0' 3127 ok. 13'-6" 18'-6" F- Beam4 Critical Results REACTION [lbs] Maximum... Uplift: 0 Bearing: 1279 9 0' WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorks® Sizer 2002a May 10, 2006 09:29:08 SHEAR [lbs] +V max: 1279 -V max: -1129 Load Combination #2: D+C 1279 0' BENDING [lbs -ft] +M max: 3089 +M design: 2993 Load Combination #2: D+C Des Zi -U 1 lo, O z A = l I3 IV,z o k. 12' 12' v v 11-A)N�7 0' 2 '-6" 12' moment < maximum when KL or KD reduces capacity, making smaller moment critical. Beam Sizer Design, Program VerTech Engineering! Project: Roth Res Location: B5 Slope of roof Dead Load 0 :12 Live Load Diam. 12 in TULL Defl. Criteria (U) Length of Beam 16 psf Width tributary to beam: Unbraced Length 240 360 CD 1.25 CF CM 1.00 Cv Ct 1.00 Cfu Cf 1.18 Cr CH 1.00 Cc CL 1.00 Fbe= 133594 RB= 2.3 Total Uniform Load 1.00 Mmax 128 in^4 Vmax Controlling Design EI Req'd Date: 5/10/2006 1.00 le= 4.1 Fb*= 1991 251 pif 4523 ft -Ib 1508 lb ❑ Shear at'd from face? 205 *10^6 #-in^2 2? ❑ Valley Beam 0 :12 Select Beam Diam. 12 in 17.5 psf ❑ Round Member 16 psf DF -L #1 I Horiz. Member 240 360 Fb' 1990 psi 12 ft Fv' 106 psi 7.5 ft 2 ft Height Required 12.0 in OK 1.00 A Req'd 21 in A2 0.94 S Req'd 27 in"3 1.00 1 Req'd 128 in^4 1.00 Controlling Design Deflection 1.00 le= 4.1 Fb*= 1991 251 pif 4523 ft -Ib 1508 lb ❑ Shear at'd from face? 205 *10^6 #-in^2 2? WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beams WoodWorks® Sizer 2002a May 10, 2006 09:30:49 Critical Results REACTION [lbs] Maximum... Uplift: 0 Bearing: 1636 1636 0' 12' SHEAR [lbs] +V max: 1636 -V max: -1636 Load Combination #2: D+C 1636 0' 12' BENDING [lbs -ft] +M max: 4908 Load Combination #2: D+C 4908 0' 6' 12' F] WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam6 WoodWorks® Sizer 2002a May 10, 2006 09:40:12 Critical Results REACTION [lbs) Maximum... Uplift: 0 Bearing: 4349 �g,jr A ` X7.5 os� rel. - j2`-, 9349 0' 3' 14' SHEAR [lbs] +V max: 2633 -V max: -2025 Load Combination #2: D+C 633 `o Zc�,i�•,�L 0' 3' 14' BENDING [lbs-ftl +M max: 5475 Load Combination #9: D+C (pattern: _C) -M max: -3345 Load Combination #2: D+C 5475 0 345 01 3' V-111, 14' F� F- WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam? WoodWorks® Sizer 2002a May 10, 2006 09:41:33 Critical Results REACTION (lbs] Maximum... Uplift: 0 Bearing: 3594 4 0' 2' SHEAR [lbs] +V max: 2323 -V max: -1830 Load Combination #2: D+L -2323 121-� 2.Ou, ��7 • S Jj ",_ D �We A IS ,,17- 12' 0' 2' 12' BENDING [lbs -ft] +M max: 4773 Load Combination #4: D+C -M max: -1860 Load Combination #2: D+L 4773 60 S= 0. 2' 7' -3" 12' COMPANY PROJECT Ail Vj�j ]{ 4 k i h .. SOf7,1VA'AEfORWOOD Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft) 'Pattern Start End 'Load? 4854 Loadl Dead Partial Area 15.00(10.50)* 0.00 10.00 No Load2 Live Partial Area 40.00(10.50)* 0.00 10.00 Yes Load3 Dead Point 2471 1.00 No Load4 Constr. Point 2121 1.00 Yes Loads Dead Point 1097 2.00 No Load6 Constr. Point 1056 2.00 Yes Load? Dead Full Area 8.00(10.00)* No 1L.LVULdry wiaLn (LL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 10, Dead 4349 Value 1714 Live 4854 Ct CL 2523 Total 9203 Vr = Mr = 0.33 = 0.67 = 4237 Bearing: 1.00 1.00 3 3.5 1.00 1.6 Length LVL n -ply, 1.9E, 2600Fb, 1-3/4x11-7/8", 2-Plys Self Weight of 11.98 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs. lbs -ft. or In) Criterion Analysis Value Design Value Anal sis/Desi n. Ct CL Shear Bending(+) Dead Defl'n Live Defl'n Total Defl'n V @d = M = 0.11 = 0.15 = 0.32 = 8540 10862 <L/999 L/802 L/376 Vr = Mr = 0.33 = 0.67 = 9871 17823 L/360 L/180 V/Vr = 0.87 M/Mr = 0.61 0.45 0.48 1.00 1.00 3 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 3 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.25 1.00 1.00 3 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 10862 lbs -ft Shear : LC# 3 = D+L+C, V = 9203, V@d = 8540 lbs Deflection: LC# 3 = D+L+C EI= 927.99e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. g- •, , . ," COMPANY PROJECT Wory�s.. Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Full Area 15.00 (2.00)* Bending(+) No Load2 Live Full Area 40.00 (2.00)* 2.5 Yes Load3 Dead Point 4349 4.00 No Load4 Live Point 4854 4.00 Yes Load? Dead Full Area 8.00(10.00)* No Load6 Dead Full Area 17.50 (3.00)* No Load8 Constr. Full Area 16.00 (3.00)* No Load9 Dead Point 886 7.25 No Load0 Constr. Point 720 7.25 No -LL1WULaly WY ULLI %J -L) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' ,PZ 14'-6" Dead 4924 Design Value 2974 Live 4803 V @d = 8711 2627 Total 9727 Bending(+) 5601 Bearing: M/Mr = 0.93 1.00 Dead Defl'n 2.5 1.00 1.4 Length LVL n -ply, 1.9E, 2600Fb,1-314x14.", 3-Plys Self Weight of 21.18 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In) Criterion Analysis Value Design Value Anal sis/Desi m FACTORS: F CD Shear V @d = 8711 Vr = 13965 V/Vr = 0.62 1.00 Bending(+) M = 33939 Mr = 36415 M/Mr = 0.93 1.00 Dead Defl'n 0.28 = L/625 1.00 1.00 - Live Defl'n 0.26 = L/658 0.48 = L/360 0.55 Total Defl'n 0.68 = L/255 0.97 = L/180 0.71 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 33939 lbs -ft Shear : LC# 2 = D+L, V = 9019, V@d = 8711 lbs Deflection: LC# 3 = D+L+C EI=2280.95e06 lb-in2/ply Total Deflection = 1.50 (Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. r COMPANY PROJECT Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern V @d = 909 960 Total Start End Start End Load? Loadl Dead Full Area 15.00 (8.00)* Length No Load2 Live Full Area 40.00 (8.00)* 0.20 = L/360 Yes -1rlDucdry WIULn lrr.) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. 6 - 3-15 Dead 396 Design Value 396 Live 960 V @d = 909 960 Total 1356 Bending(+) 1356 Bearing: 1.0 1.00 1.0 Length LVL n -ply, 1.9E, 2600Fb,1-3/4x11-7/8", 2-Plys Self Weight of 11.98 plf automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (lbs, Ibs-ft, or In) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear V @d = 909 Vr = 7897 V/Vr = 0.12 1.00 Bending(+) M = 2034 Mr = 17823 M/Mr = 0.11 1.00 Dead Defl'n 0.00 = <L/999 1.00 1.00 - Live Defl'n 0.01 = <L/999 0.20 = L/360 0.05 Total Defl'n 0.02 = <L/999 0.40 = L/180 0.04 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2034 lbs -ft Shear : LC# 2 = D+L, V = 1356, V@d = 909 lbs Deflection: LC# 2 = D+L EI= 927.99e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. M COMPANY PROJECT .WWoof xc oyrkF n Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location [ft) '.Pattern 1100 V @d = 1971 M = 6609 0.08 = <L/999 0.07 = <L/999 0.20 = L/669 1100 Total Start End Start End Load? Loadl Dead Full Area 15.00 (5.00)* Fcp'= 750 No Load2 Live Full Area 40.00 (5.00)* 1.0 Yes Load3 Dead Full Area 15.00(10.00)* No -arinucdry wiacn SIL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0. Dead 1303 Design Value 1303 Live 1100 V @d = 1971 M = 6609 0.08 = <L/999 0.07 = <L/999 0.20 = L/669 1100 Total 2403 1.00 1.000 2403 Bearing: 1.00 1.00 2 Fcp'= 750 1.00 1.00 Length 1.0 1.00 1.0 LVL n-ply,1.9E, 2600Fb,1-3/4x11-7/8", 2-Plys Self Weight of 11.98 pif automatically included in loads; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (Ibs, Ibs-ft, or in) Criterion Analysis Value Design Value Analysis/Design, FACTORS: F CD Shear Bending(+) Dead Defl'n Live Defl'n Total Defl'n V @d = 1971 M = 6609 0.08 = <L/999 0.07 = <L/999 0.20 = L/669 Vr = 7897 Mr = 17823 0.37 = L/360 0.73 = L/180 V/Vr = 0.25 M/Mr = 0.37 0.19 0.27 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2600 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 1.9 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 6609 lbs -ft Shear : LC# 2 = D+L, V = 2403, V@d = 1971 lbs Deflection: LC# 2 = D+L EI= 927.99e06 lb-in2/ply Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 3. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. S LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End ;Load? Pattern Loadl Dead Trapezoidal 60.0 150.0 0.00 13.00 No Load2 Live Trapezoidal 160.0 400.0 0.00 13.00 Yes Load3 Dead Full Area 8.00(10.00)* 0.58 = L/360 No Load4 Dead Point 2035 13.00 No Load5 Constr. Point 1559 13.00 No Load6 Dead Trapezoidal 150.0 113.0 13.00 17.50 No Load7 Live Trapezoidal 400.0 300.0 13.00 17.50 No -iciuuLacy wiu ui Jrc) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 01 17'-6" Dead 2316 3531 Live 2708 4066 Total 5024 7597 Bearing: Bending(+) M = 25660 1.0 1.4 Length PSL, 2.OE, 290OFb, 7x11-7/8" Self Weight of 25.98 plf automatically included in loads; Load combinations: ICBO-UBC; I SECTION vs. DESIGN CODE NDS -1997: (lbs. Ibs-ft. or In ] Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear V @d = 5727 Vr = 15794 V/Vr = 0.36 1.00 Bending(+) M = 25660 Mr = 39805 M/Mr = 0.64 1.00 Dead Defl'n 0.38 = L/549 1.00 1.00 - Live Defl'n 0.45 = L/471 0.58 = L/360 0.76 Total Defl'n 0.83 = L/253 0.88 = L/240 0.95 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 25660 lbs -ft Shear LC# 2 = D+L, V = 6211, V@d = 5727 lbs Deflection: LC# 3 = D+L+C EI=1953.65e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. I LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern V @d = 6488 4286 Total Start End Start End Load? Loadl Dead Full Area 15.00 (8.00)* 0.34 = L/683 No Load2 Live Full Area 40.00 (8.00)* 1.4 Yes Load4 Dead Point 2453 12.00 No Loads Live Point 1895 12.00 No -rrivuLary wiaLn ILL) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' Z 19'-6" Dead 2412 Design Value 2978 Live 3849 V @d = 6488 4286 Total 6261 Bending(+) 7264 Bearing: M/Mr = 0.76 1.00 Dead Defl'n 0.34 = L/683 1.00 1.00 Length 1.2 0.47 = L/496 1.4 PSL, 2.OE, 290OFb, 7x14" Self Weight of 30.62 plf automatically included in loads; I Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: Obs, Ibs-ft, or In) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear V @d = 6488 Vr = 18620 V/Vr = 0.35 1.00 Bending(+) M = 41283 Mr = 54324 M/Mr = 0.76 1.00 Dead Defl'n 0.34 = L/683 1.00 1.00 - Live Defl'n 0.47 = L/496 0.65 = L/360 0.73 Total Defl'n 0.81 = L/287 0.98 = L/240 0.83 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 FV' = 285 1.00 1.00 1.00 2 Fcp'= 750 1.00 1.00 - E' 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 41283 lbs -ft Shear : LC# 2 = D+L, V = 6966, V@d = 6488 lbs Deflection: LC# 2 = D+L EI=3201.33e06 lb-in2 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live •S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Live 1126 149 Start End Start End Load? Loadl Dead Full Area 23.00 (8.00)* 2566 No Load2 Constr. Full Area 16.00 (8.00)* 1465 Yes Load4 Dead Point 1500 6.50 No Load5 Constr. Point 1100 6.50 No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 13' 21' Dead 1591 Value 3861 Value 100 Live 1126 149 2646 237 256 Uplift fb = 1740 Fb' = 2566 317 Total 2716 1456 6507 1465 356 Bearing: 0.18 = L/874 3 Live Defl'n 0.13 = <L/999 0.43 = L/360 Length 1.3 1 0.31 = 3.2 1 0.65 = 1.0 Glulam-Simple, VG West.DF, 24F -V4,3 -118x12" Self Weight of 8.91 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 149 Fv' = 237 fv/Fv' = 0.63 Bending(+) fb = 1740 Fb' = 2566 fb/Fb' = 0.68 Bending(-) fb = 1456 Fb' = 1465 fb/Fb' = 0.99 Dead Defl'n 0.18 = L/874 3 Live Defl'n 0.13 = <L/999 0.43 = L/360 0.31 Total Defl'n 1 0.31 = L/499 1 0.65 = L/240 0.48 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 0.855 1.00 1.000 1.00 1.00 3 Fb'-= 1200 1.25 1.00 1.00 0.977 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 3 = D+C (pattern: C_), M = 10875 lbs -ft Bending(-): LC# 2 = D+C, M = 9098 lbs -ft Shear : LC# 2 = D+C, V = 4017, V@d = 3714 lbs Deflection: LC# 3 = D+C (pattern: C_) EI= 809.99e06 lb -int Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, -=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT � F .:.....:. whwanE rort.w000 atsrcN:< Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] :Pattern 2304 fv @d = 80 fb = 1568 0.50 = L/579 0.42 = L/693 1.16 = L/248 2304 Total Start End Start End Load? Loadl Dead Full Area 17.50(12.00)* 1.5 No Load2 Constr. Full Area 16.00(12.00)* 'Yes 2 *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 24' Dead 2761 Design Value 2761 Live 2304 fv @d = 80 fb = 1568 0.50 = L/579 0.42 = L/693 1.16 = L/248 2304 Total 5065 1.00 0.816 5065 Bearing: 1.00 1.00 2 1.5 1.00 1.5 Length Glulam-Simple, VG West.DF, 24F -V4, 5-1/8x16-1/2" Self Weight of 20.09 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design, FACTORS: F CD Shear Bending(+) Dead Defl'n Live Defl'n Total Defl'n fv @d = 80 fb = 1568 0.50 = L/579 0.42 = L/693 1.16 = L/248 Fv' = 237 Fb' = 2448 0.80 = L/360 1.20 = L/240 fv/Fv' = 0.33 fb/Fb' = 0.64 0.52 0.97 1.00 1.00 0.816 1.00 0.956 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 0.816 1.00 0.956 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 30390 lbs -ft Shear : LC# 2 = D+C, V = 5065, V@d = 4485 lbs Deflection: LC# 2 = D+C EI=3453.27e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, _=no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT Foot1.1h }ryyk: o . „% . . �,::-SOFiWAREfOA'WOOD D[S1CIV May 96 9006 10-30-301 11310 Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 532 Total Start End Start End Load? Loadl Dead IFull Area 17.50 (7.00)* 1.0 No Load2 Constr. lFull Area 16.00 (7.00)* Yes MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0. 9'-6" Dead 641 Value 641 Live 532 Shear 532 Total 1173 106 1173 Bearing: fb = 404 Fb' = 1.0 fb/Fb' = 0.37 . 1.0 Length Timber -soft, D.Fir-L, No.2, 6x10" Self Weight of 12.41 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: ( stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 28 Fv' = 106 fv/Fv' = 0.26 Bending(+) fb = 404 Fb' = 1094 fb/Fb' = 0.37 . Dead Defl'n 0.05 = <L/999 Live Defl'n 0.04 = <L/999 0.32 = L/360 0.13 Total Defl'n 0.11 = <L/999 0.48 = L/240 0.24 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 875 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.3 million 1.00 1.00 2 Bending(+): LC# 2 = D+C, M = 2785 lbs -ft Shear : LC# 2 = D+C, V'= 1173, V@d = 977 lbs Deflection: LC# 2 = D+C EI= 510.84e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow w=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s=S/2, X=L+S or L+C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT o �d1�/1/o rk y .. dOf11YAFE.fOF,3VOOD;D61ClV� ' . Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or'pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Partial Area 15.00 (7.00)* 2.00 7.50 No Load2 Live Partial Area 40.00 (7.00)* 2.00 7.50 No Load3 Dead Point 1714 2.00 No Load4 Live Point 2523 2.00 No Load5 Dead Point 1100 2.00 No Load6 Constr. Point 836 2.00 No Load? Live Point 500 2.00 No -1L10ULdiy w1aLn (IL) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 7'-6" Dead 2323 Design Value 1164 Live 3395 fv @d = 142 2004 Total 5718 Bending(+) 3168 Bearing: fb/Fb' = 0.55 1.00 Dead Defl'n 1.7 1.00 1.0 Length Glulam-Simple, VG West.DF, 24F -V4, 15-1/8x10-1/2" Self Weight of 12.78 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear fv @d = 142 Fv' = 190 fv/Fv' = 0.75 1.00 Bending(+) fb = 1297 Fb' = 2376 fb/Fb' = 0.55 1.00 Dead Defl'n 0.04 = <L/999 1.00 1.00 - Live Defl'n 0.07 = <L/999 0.25 = L/360 0.27 Total Defl'n 0.13 = L/688 0.38 = L/240 0.35 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 0.990 1.00 1.000 1.00 1.00 2 F1' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = '10181 lbs -ft Shear : LC# 2 = D+L, V = 5105, V@d = 5094 lbs Deflection: LC# 3 = D+L+C EI= 889.9le06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind i=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). i t ; COMPANY PROJECT o dwair kx v e�.. 50f7WARE J'ORYVOODD6ICR; .,' Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude t ; COMPANY PROJECT o dwair kx v e�.. 50f7WARE J'ORYVOODD6ICR; .,' Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 65 2540 Total 3068 Start 3857 End Start End Load? Loadl Dead Partial Area 15.00 (7.00)* 0.70 = L/360 10.00 21.00 No Load2 Live Partial Area 40.00 (7.00)* 10.00 21.00 No Load3 Dead Partial Area 17.50 (7.00)* 0.00 10.00 No Load4 Constr. Partial Area 16.00 (7.00)* 0.00 10.00 No -.-UULacy WiuLii %ILI MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 21' Dead 1408 Design Value 1317 Live 1660 fv @d = 65 2540 Total 3068 Bending(+) 3857 Bearing: fb/Fb' = 0.55 1.00 Dead Defl'n 1.0 1.00 1,2 Length I Glulam-Simple, VG West.DF, 24F -V4,:5 -1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; Lateral support: top= at supports, bottom= at supports; Load combinations: ICBO-UBC; SECTION vs. DESIGN CODE NDS -1997: (stress=osl. and In 1 Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear fv @d = 65 Fv' = 190 fv/Fv' = 0.34 1.00 Bending(+) fb = 1237 Fb' = 2266 fb/Fb' = 0.55 1.00 Dead Defl'n 0.30 = L/840 1.00 1.00 - Live Defl'n 0.47 = L/538 0.70 = L/360 0.67 Total Defl'n 0.92 = L/274 1.05 = L/240 0.87 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv ' Cfu Cr LC# Fb'+= 2400 1.00 1.00 1.00 0.944 1.00 0.988 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 3 Bending(+): LC# 2 = D+L, M = 16049 lbs -ft Shear LC# 2 = D+L, V = 3418, V@d = 3003 lbs Deflection: LC# 3 = D+L+C EI=1891.38e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). VerTech Engineering Project: Roth Residence Page: �y Engineer: CMR Date: 5/10/2006 Design of: 6x Timber Column Design Values Per NDS 3.7 VerTech Engineering 6X6 DF-L(N) #1 Fc E d KCE c CD 1000 1600000 5.5 0.3 0.8 1.25 Stability Reduction Column Capacity Obs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.96 955 28899 39407 49916 60425 6 0.93 932 28203 38458 48714 58970 7 0.90 902 27299 37226 47153 57080 8 0.86 865 26156 35667 45178 54689 9 0.82 818 24757 33759 42762 51764 10 0.76 764 23123 31532 39940 48348 11 0.70 705 21323 29077 36831. 44585 12 0.64 643 19459 26535 33611 40688 13 0.58 583 17633 24044 30456 36868 14 0.53 526 15917 21706 27494 33282 15 0.47 474 14354 19573 24792: 30012 16 0.43 428 12953 17664 22374 27084 17 0.39 387 11713 15972 20231 24490 18 0.35 351 10619 14480 183421 22203 19 0.32 310 9656 13167 16679 20190 20 0.29 291 8808 12011 15214 18417 21 0.27 266 8060 10991 13922 16853 22 0.24 245 7399 10089 12779 15470 23 0.23 225 6812 9289 11765 14242 24 0.21 208 6289 8576 10863 13150 25 0.19 192 5823 7940 10058 12175 26 0.18 179 5405 7370 9336 11301 27 0.17 166 5030 6858 8687 10516 28 0.16 155 4691 6397 8103 9808 29 0.14 145 4385 5979 7574 9168 30 0.14 136 4107 5601 7094 8588 VerTech Engineering Project: Roth Residence Page: Engineer: CMR Date: 5/10/2006 Design of: 6x Timber Column Design Values Per NDS 3.7 VerTech Engineering 6X6 DF-L(N) #1 Fc E d KCE c CD 1000 1600000 5.5 0.3 0.8 1.00 Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.94 943 28511 38879 49247 59614 6 0.91 912 27586 37618 47649 57681 7 0.87 872 26373 35963 45553 55143 8 0.82 821 24841 33874 42908 51941 9 0.76 761 23015 31384 39753 48122 10 0.69 694 20989 28621 36253, 43886 11 0.63 625 18906 25781 32656 39531 12 0.56 559 16902 23048 29194 35340 13 0.50 498 15061 20538 26015 31492 14 0.44 444 13421 18302 23183. 28063 15 0.40 396 11984 16342 20700 25057 16 0.35 355 10734 14637 18541 22444 17 0.32 319 9650 13159 16669: 20178 18 0.29 288 8710 11877 15044: 18212 19 0.26 261 7892 10762 13632 16502 20 0.24 237 7179 9789 12400. 15010 21 0.22 217 6554 8937 11321 13704 22 0.20 199 6005 8188 10372' 12555 23 0.18 182 5520 7527 9534 11541 24 0.17 168 5090 6940 8791 10642 25 0.16 156 4707 6418 8130 9842 26 0.14 144 4365 5952 7539 9127 27 0.13 134 4058 5534 7010 8486 28 0.13 125 3782 5158 6533 7909 29 0.12 117 3533 4818 6103 7388 30 0.11 109 3308 4511 5714 6917 VerTech Engineering Project: Roth Residence Page: Engineer: CMR Date: 5/10/2006 Desian of: 4x Timber Column Desian Values Per NDS 3.7 VerTech Engineering DF-L(N) #1 Fc E d KCE c Co 1400 1600000 3.5 0.3 0.8 1.25 Stability Reduction Column Capacity Obs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.80 1124 13773 21644 29515 37385 45256 6 0.70 973 11925 18739 25554. 32368 39182 7 0.58 815 9981 15685 21388' 27092 32795 8 0.48 673 8244 12954 17665 22376 27086 9 0.40 557 6819 10716 14612! 18509 22405 10 0.33 464 5688 8938 12189, 15439 18689 11 0.28 391 4795 7535 10275. 13016 15756 12 0.24 334 4086 6422 8757 11092 13427 13 0.21 287 3518 5529 7539: 9549 11560 14 0.18 250 3057 4805 6552 8299 10046 15 0.16 219 2680 4211 5742 7273 8805 16 0.14 193 2367 3719 5071 6424 7776 17 0.12 172 2105 3307 4510 5713 6915 18 0.11 154 1883 2960 4036; 5112 6188 19 0.10 138 1695 2663 3632 4600 5569 20 0.09 125 1533 2409 3285 4161 5037 21 0.08 114 1393 2189 2985 3782 4578 22 0.07 104 1271 1998 2725 3451 4178 23 0.07 95 1165 1831 2496 3162 3828 24 0.06 87 1071 1683 2296 2908 3520 25 0.06 81 988 1553 2118 2683 3247 26 0.05 75 915 1437 1960 2483 3005 27 0.05 69 849 1334 1819 2304 2789 28 0.05 64 790 1241 1693 2144 2595 29 0.04 60 737 1158 1579 2000 2421 30 0.04 56 689 1083 1476 1870 2264 VerTech Engineering Project: Roth Residence Page:. �5 Engineer: CMR Date: 5/10/2006 Design of: 4x Timber Column Design Values Per NDS 3.7 VerTech Engineering DF-L(N) #1 Fc E d KCE C CD 1400 1600000 3.5 0.3 0.8 1.00 Stability Reduction Column Capacity Obs) le (ft) CP Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.74 1038 12716 19982 27248' 34514 41780 6 0.61 860 10537 16558 22579. 28600 34621 7 0.50 696 8524 13395 18265 23136 28007 8 0.40 562 6890 10828 14765 18702 22639 9 0.33 459 5626 8841 12056 15271 18486 10 0.27 380 4655 7315 9975 12636 15296 11 0.23 319 3904 6135 8365 10596 12827 12 0.19 271 3315 5209 7103 8997 10892 13 0.17 232 2847 4473 6100 7726 9353 14 0.14 202 2469 3880 5291 6702 8113 15 0.13 176 2161 3396 4630 5865 7100 16 0.11 156 1906 2996 4085 5174 6263 17 0.10 138 1694 2662 3629 4597 5565 18 0.09 124 1515 2380 3245 4111 4976 19 0.08 111 1362 2140 2919 3697 4476 20 0.07 101 1231 1935 2639 3343 4046 21 0.07 91 1119 1758 2397 3036 3676 22 0.06 83 1021 1604 2187 2770 3353 23 0.05 76 935 1469 2003 2537 3071 24 0.05 70 859 1350 1841 2333 2824 25 0.05 65 793 1246 1699 2151 2604 26 0.04 60 733 1152 1572 1991 2410 27 0.04 56 681 1069 1458 1847 2236 28 0.04 52 633 995 1357 1719 2080 29 0.03 48 591 928 1265 1603 1940 30 0.03 45 552 868 1183 1499 1814 0A "ie VerTech Engineering Project: Roth Residence Page: �V Engineer: CMR Date: 5/10/2006 Design of: Foundations Soil Bearing: 1500 psf Continuous footings: (fc' = 2500 psi) Width Thickness Cap (RID Reinforcing 12 12 1500 (2) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cont. Spread Footings:(fc'=2500 psi) Reinforcing Cap. Connnector Label Size Thickness Ea Wav Kips . Simpson F1 1'-0" Sq. 12 (1) #4 1.5 PB F1.5 1'-6" Sq. 12 (2) #4 3.375 PB F2 2'-0" Sq. 12 (3) #4 6 PB F2.5 2'-6" Sq. 12 (4) #4 9.375 PB F3 3'-0" Sq. 12 (4) #4 13.5 CB F3.5 3'-6" Sq. 12 (5) #4 18.375 CB F4 4'-0" Sq. 12 (5) #4 24 CB F4.5 4'-6" Sq. 12 (6) #4 30.375 CB F5 5'-0" Sq. 12 (7) #4 37.5 CB F5.5 5'-6" Sq. 12 (5) #5 45.375 CB F6 6'-0" Sq. 18 (8) #5 54 CB F6.5 6'-6" Sq. 18 (9) #5 63.375 CB Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. a �`b /07/2006 22:05 5308991102 FAX To: Philo Hunt -1-7f'F Fax #: (530) 538 -2440 - From: Chad Ratzlaff, PE Subject: Ron Roth Residence VERTECH TRANSMISSION VERTECH ENGINEERING 383 Rio Linda Ave. Ste. 200 CHICO, CA 95928 (530) 899.8716 FAX: (530) 899-1102 PAGE 01 Date: August 8, 2006 Pages: 1, Including this page Philo, See the following calculation and sketch for the moment transfer of the cantilever column into the grade beam. Call if you have any questions. Chad ¢rks'F Fk'— 1S Foy -Frr vP A."o Coas-r"C7' utJ 1-0 E R-Ap w `13L- ^ �`l YI- rc-,C, E5 i A L I • Zap j . . loco �>x�t��: 0 �2(r�• n J5 t C z� 76P CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 1 Project Title.......... Roth Residence Date..07/04/06 14:35:02 Project Address........ Indian Cliffs Drive ******* j Butte County, CA *v7.10* Documentation Author... Donna Wallace ******* Building Permit 399 East 9th Avenue Chico, CA 95926 530-893-4982 Climate Zone........... 11 Compliance Method...... MICROPAS7 v7.10 for Plan Check Date Field Check/ Date 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM CF -1R User4-MP0995 User- Run -Roth MICROPAS7 ENERGY USE SUMMARY Energy Use Standard Proposed Compliance (kTDV/sf-yr) Design Design Margin Space Heating.......... 43.06 40.67 2.39 Space Cooling.......... 24.93 17.60 7.33 Water Heating.......... 12.06 9.00 3.06 Total 80.05 67.27 12.78 *** Building complies with Computer Performance *** *** HERS Verification Required for Compliance *** GENERAL INFORMATION HERS Verification.......... Conditioned Floor Area..... Building Type .............. Construction Type ......... Fuel Type ................. Building Front Orientation. Number of Dwelling Units... Number of Building Stories. Weather Data Type.......... Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... Required 3754 sf Single Family Detached New Propane Front Facing 0 deg (N) 1 2 FullYear Slab On Grade 3 43163 cf 2527 sf 21.1 % of floor area 0.4 Btu/hr-sf-F 0.4 11.5 ft ow (00 SUT'TE COUNTY BU 91"LD1 NGID, IV I S1 ON A22ROVED 912-a/©& 1VSF2 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 2 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM CF -1R User#-MP0995 User- Run -Roth BUILDING ZONE INFORMATION Floor # of # of Cond- Thermo- Vent Vent Area Volume Dwell Peop- it- stat Height Area Zone Type (sf) (cf) Units le ioned Type (ft) (sf) LIVING Residence MSTR BR Residence 2ND FLR Residence Surface Verified Leakage or Housewrap 2242 28015 0.60 2.4 Yes NoSetback 8.0 Standard No 686 6723 0.18 0.7 Yes Setback 8.0 Standard No 826 8425 0.22 0.9 Yes Setback 8.0 Standard No OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Type (sf) or R-val R-val Azm Tilt Reference Comments LIVING 1 Wall Other 530 0.048 22 0 0 90 Yes IV.10 A9 Typical 2 Door Other 24 0.500 0 0 0 90 Yes IV.28 A4 Entry Dr. Unit 3 Wall Other 236 0.048 22 0 90 90 Yes IV.10 A9 4 Wall Other 171 0.048 22 0 315 90 Yes IV.10 A9 5 Wall Other 52 0.048 22 0 45 90 Yes IV.10 A9 6 Wall Other 148 0.048 22 0 45 90 No IV.10 A9 Garage/Storage 7 Door Other 20 0.500 0 0 45 90 No IV.28 A4 Garage 8 Wall Other 110 0.048 22 0 135 90 No IV.10 A9 Storage 9 Wall Other 157 0.048 22 0 135 90 Yes IV.10 A9 10 Wall Other 61 0.048 22 0 180 90 Yes IV.10 A9 11 Wall Other 56 0.048 22 0 225 90 Yes IV.10 A9 12 Wall Other 558 0.048 22 0 180 90 Yes IV.10 A9 13 Wall Other 539 0.048 22 0 270 90 Yes IV.10 A9 14 Wall Other 19 0.048 22 0 135 90 Yes IV.10 A9 29 Roof Other 472 0.026 36 0 0 18 Yes IV.3 A14 Typical 30 Roof Other 484 0.026 36 0 180 18 Yes IV.3 A14 31 Roof Wood 102 0.025 38 0 n/a 0 Yes IV.1 A18 NE Hall MSTR BR 15 Wall Other 229 0.048 22 0 0 90 Yes IV.10 A9 16 Wall Other 30 0.048 22 0 90 90 Yes IV.10 A9 17 Wall Other 40 0.048 22 0 45 90 Yes IV.10 A9 18 Wall Other 30 0.048 22 0 270 90 Yes IV.10 A9 19 Wall Other 101 0.048 22 0 135 90 Yes IV.10 A9 20 Wall Other 196 0.048 22 0 225 90 Yes IV.10 A9 21 Wall Other 160 0.048 22 0 315 90 Yes IV.10 A9 32 Roof Other 92 0.026 36 0 0 18 Yes IV.3 A14 33 Roof Other 62 0.026 36 0 45 18 Yes IV.3 A14 34 Roof Other 93 0.026 36 0 90 18 Yes IV.3 A14 35 Roof Other 100 0.026 36 0 135 18 Yes IV.3 A14 36 Roof Other 21 0.026 36 0 180 18 Yes IV.3 A14 37 Roof Other 162 0.026 36 0 225 18 Yes IV.3 A14 38 Roof Other 93 0.026 36 0 270 18 Yes IV.3 A14 39 Roof Other 63 0.026 36 0 315 18 Yes IV.3 A14 2ND FLR 22 Wall Other 158 0.048 22 0 0 90 Yes IV.10 A9 CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 3 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM CF -1R User#-MP0995 User- Run -Roth OPAQUE SURFACES U- Sheath- Solar Appendix Frame Area fact- Cavity ing Act Gains IV Location/ Surface Type (sf) or R-val R-val Azm Tilt Reference Comments 23 Wall Other 48 0.048 22 0 90 90 Yes IV.10 A9 24 Wall Other 91 0.048 22 0 315 90 Yes IV.10 A9 25 Wall Other 252 0.048 22 0 45 90 Yes IV.10 A9 26 Wall Other 150 0.048 22 0 135 90 Yes IV.10 A9 27 Wall Other 146 0.048 22 0 180 90 Yes IV.10 A9 28 Wall Other 76 0.048 22 0 270 90 Yes IV.10 A9 40 Roof Other 126 0.026 36 0 0 18 Yes IV.3 A14 41 Roof Other 86 0.026 36 0 90 18 Yes IV.3 A14 42 Roof Other 177 0.026 36 0 135 18 Yes IV.3 A14 43 Roof Other 205 0.026 36 0 180 18 Yes IV.3 A14 44 Roof Other 86 0.026 36 0 270 18 Yes IV.3 A14 45 Roof Other 146 0.026 36 0 315 18 Yes IV.3 A14 48 F1oorExt Wood 40 0.048 19 0 n/a 0 No IV.21 A4 2nd Floor LR PERIMETER LOSSES Appendix Length F2 Insul Solar IV Location/ Surface (ft) Factor R-val Gains Reference Comments LIVING 46 SlabEdge 224 0.730 R-0 No IV.26 Al Typical MSTR BR 47 SlabEdge 96 0.730 R-0 No IV.26 Al FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments LIVING 4 Wind Front (N) 10.0 0.400 0.400 0 90 Standard FG4/Vinyl DP Low -e 5 Wind Front (N) 24.0 0.400 0.400 0 90 Standard FG5/Vinyl DP Low -e 6 Wind Front (N) 16.0 0.400 0.400 0 90 Standard FG6/Vinyl DP Low -e 7 Wind Front (N) 2.5 0.550 0.670 0 90 Standard FG7/DEFAULT NM DP FX Clr 8 Door Front (N) 7.0 0.530 0.670 0 90 Standard FG8/DEFAULT NM DP Clr 9 Wind Front (N) 2.5 0.550 0.670 0 90 Standard FG9/DEFAULT NM DP FX Clr 10 Door Front (N) 42.0 0.400 0.400 0 90 Standard F101NM DP Low -e 11 Wind Right (NW) 12.0 0.400 0.400 315 90 Standard FR1/Vinyl DP Low -e 12 Door Front (NE) 17.8 0.400 0.400 45 90 Standard FL1/NM DP Low -e 13 Wind Left (SE) 15.0 0.400 0.400 135 90 Standard BL1/Vinyl DP Low -e 14 Wind Back (S) 30.0 0.400 0.400 180 90 Standard BG1/Vinyl DP Low -e 15 Wind Back (SW) 15.0 0.400 0.400 225 90 Standard BR1/Vinyl DP Low -e 16 Door Back (S) 84.0 0.400 0.400 180 90 Standard BG2/NM DP Low -e 17 Wind Back (S) 15.0 0.400 0.400 180 90 Standard BG3/Vinyl DP Low -e 18 Wind Back (S) 15.0 0.400 0.400 180 90 Standard BG4/Vinyl DP Low -e 19 Wind Back (S) 15.0 0.400 0.400 180 90 Standard BG5/Vinyl DP Low -e 20 Door Back (S) 63.0 0.400 0.400 180 90 Standard BG6/NM DP Low -e CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 4 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM CF -1R User#-MP0995 User- Run -Roth FENESTRATION SURFACES Exterior Area U- Act Shade Orientation (sf) factor SHGC Azm Tilt Type Location/Comments 30 Wind Front (N) 12.0 0.400 0.400 0 90 Standard F11/Vinyl DP Low -e 41 Door Back (S) 40.0 0.400 0.400 180 90 Standard BG9/NM DP Low -e 42 Wind Back (S) 13.5 0.400 0.400 180 90 Standard 310/Vinyl DP Low -e 43 Wind Back (S) 15.0 0.400 0.400 180 90 Standard B11/Vinyl DP Low -e 44 Wind Back (S) 13.5 0.400 0.400 180 90 Standard B12/Vinyl DP Low -e MSTR BR 1 Wind Front (N) 15.0 0.400 0.400 0 90 Standard FG1/Vinyl DP Low -e 2 Wind Front (N) 15.0 0.400 0.400 0 90 Standard FG2/Vinyl DP Low -e 3 Wind Front (N) 15.0 0.400 0.400 0 90 Standard FG3/Vinyl DP Low -e 21 Wind Left (SE) 18.0 0.400 0.400 135 90 Standard BL2/Vinyl DP Low -e 22 Wind Left (SE) 18.0 0.400 0.400 135 90 Standard BL3/Vinyl DP Low -e 23 Wind Left (SE) 18.0 0.400 0.400 135 90 Standard BL4/Vinyl DP Low -e 24 Wind Back (SW) 18.0 0.400 0.400 225 90 Standard BR2/Vinyl DP Low -e 25 Wind Back (SW) 18.0 0.400 0.400 225 90 Standard BR3/Vinyl DP Low -e 26 Wind Back (SW) 18.0 0.400 0.400 225 90 Standard BR4/Vinyl DP Low -e 27 Wind Back (SW) 10.0 0.400 0.400 225 90 Standard BR5/Vinyl DP Low -e 28 Wind Right (NW) 10.0 0.400 0.400 315 90 Standard FR2/Vinyl DP Low -e 29 Wind Right (NW) 10.0 0.400 0.400 315 90 Standard FR3/Vinyl DP Low -e 2ND FLR 31 Wind Front (N) 10.0 0.400 0.400 0 90 Standard F12/Vinyl DP Low -e 32 Wind Front (N) 10.0 0.400 0.400 0 90 Standard F13/Vinyl DP Low -e 33 Wind Front (N) 10.0 0.400 0.400 0 90 Standard F14/Vinyl DP Low -e 34 Wind Front (N) 12.5 0.400 0.400 0 90 Standard F15/Vinyl DP Low -e 35 Wind Left (E) 15.0 0.400 0.400 90 90 Standard LG1/Vinyl DP Low -e 36 Wind Front (NE) 12.0 0.400 0.400 45 90 Standard FL2/Vinyl DP Low -e 37 Wind Left (SE) 15.0 0.400 0.400 135 90 Standard BL5/Vinyl DP Low -e 38 Wind Left (SE) 15.0 0.400 0.400 135 90 Standard BL6/Vinyl DP Low -e 39 Wind Back (S) 15.0 0.400 0.400 180 90 Standard BG7/Vinyl DP Low -e 40 Wind Back (S) 15.0 0.400 0.400 180 90 Standard BG8/Vinyl DP Low -e OVERHANGS WindowOverhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension LIVING 4 Window 10.0 n/a 5.0 3.0 0.3 n/a n/a 6 Window 16.0 n/a 4.0 3.0 0.6 n/a n/a 7 Window 2.5 0.8 3.0 13.5 3.5 13.5 5.8 8 Door 7.0 2.3 3.0 13.5 4.3 13.5 7.3 9 Window 2.5 0.8 3.0 13.5 3.5 13.5 10.2 10 Door 42.0 6.0 7.0 13.5 4.1 7.5 13.5 11 Window 12.0 n/a 4.0 3.0 0.3 n/a n/a 12 Door 17.8 2.7 6.7 9.0 2.3 9.0 3.8 13 Window 15.0 n/a 5.0 9.0 0.3 n/a n/a 14 Window 30.0 n/a 5.0 9.0 0.3 n/a n/a 15 Window 15.0 n/a 5.0 9.0 0.3 n/a n/a 16 Door 84.0 n/a 7.0 14.0 2.0 n/a n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 5 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM CF -1R User#-MP0995 User- Run -Roth OVERHANGS Window Overhang Area Left Right Surface (sf) Width Height Depth Height Extension Extension 17 Window 15.0 n/a 5.0 7.5 0.3 n/a n/a 18 Window 15.0 n/a 5.0 7.5 0.3 n/a n/a 19 Window 15.0 n/a 5.0 7.5 0.3 n/a n/a 20 Door 63.0 n/a 7.0 9.0 2.0 n/a n/a 30 Window 12.0 n/a 4.0 2.0 0.3 n/a n/a 41 Door 40.0 n/a 6.7 3.0 0.3 n/a n/a 42 Window 13.5 3.0 5.0 3.0 1.3 3.0 2.8 43 Window 15.0 n/a 5.0 3.0 0.8 n/a n/a 44 Window 13.5 3.0 5.0 3.0 1.3 2.8 3.0 MSTR BR 1 Window 15.0 n/a 5.0 3.0 0.3 n/a n/a 21 Window 18.0 n/a 6.0 3.0 0.3 n/a n/a 22 Window 18.0 n/a 6.0 3.0 0.3 n/a n/a 23 Window 18.0 n/a 6.0 3.0 0.3 n/a n/a 24 Window 18.0 n/a 6.0 3.0 0.3 n/a n/a 25 Window 18.0 n/a 6.0 3.0 0.3 n/a n/a 26 Window 18.0 n/a 6.0 3.0 0.3 n/a n/a 27 Window 10.0 n/a 5.0 3.0 0.3 n/a n/a 2ND FLR 34 Window 12.5 n/a 5.0 3.0 0.3 n/a n/a 35 Window 15.0 n/a 5.0 3.0 0.3 n/a n/a 37 Window 15.0 n/a 5.0 3.0 0.3 n/a n/a 38 Window 15.0 n/a 5.0 .3.0 0.3 n/a n/a 39 Window 15.0 n/a 5.0 3.0 0.3 n/a n/a 40 Window 15.0 n/a 5.0 3.0 0.3 n/a n/a SLAB SURFACES Area Slab Type (sf) LIVING Standard Slab 1701 MSTR BR Standard Slab 826 HVAC SYSTEMS Verified Number Verified Verified Verified Verified Maximum System of Minimum Refrig Charge Adequate Fan Watt Cooling Type Systems Efficiency EER or TXV Airflow Draw Capacity LIVING Room 2.0 0.570 AFUE n/a n/a n/a n/a n/a NoCooling 2.0 13.00 SEER No No No No No MSTR BR Furnace 1.0 0.800 AFUE n/a n/a n/a n/a n/a NoCooling 1.0 13.00 SEER No No No No No CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 6 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM CF -1R User#-MP0995 User- Run -Roth Number System of Minimum Type Systems Efficiency 2ND FLR Furnace NoCooling 1.0 1.0 System Type LIVING HVAC SYSTEMS Verified Verified Verified Verified Verified Maximum Refrig Charge Adequate Fan Watt Cooling EER or TXV Airflow Draw Capacity 0.800 AFUE n/a n/a n/a n/a n/a 13.00 SEER No No No No No HVAC SIZING Verified Total Sensible Design Maximum Heating Cooling Cooling Cooling Load Load Capacity Capacity (Btu/hr) (Btu/hr) (Btu/hr) (Btu/hr) Room 41108 n/a n/a n/a NoCooling n/a 26776 32110 n/a MSTR BR No MSTR BR Furnace 17843 n/a n/a n/a NoCooling n/a 10828 12984 n/a 2ND FLR R-0 No No No Furnace 13836 n/a n/a n/a NoCooling n/a 9032 10831 n/a Total 72787 46636 55926 n/a Sizing Location............ No CHICO EXP STA Winter Outside Design...... 22 F Winter Inside Design....... 70 F Summer Outside Design...... 100 F Summer Inside Design....... 75 F Summer Range ............... 37 F DUCT SYSTEMS Verified Verified Verified System Duct Duct Duct Surface Buried Type Location R -value Leakage Area Ducts LIVING Room None R-n/a n/a n/a n/a NoCooling Attic R-6 No No No MSTR BR Furnace Conditioned R-0 No No No NoCooling Conditioned R-0 No No No 2ND FLR Furnace 12InAttic R-6 No No No NoCooling 12InAttic R-6 No No No CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 7 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM CF -1R User#-MP0995 User- Run -Roth SUPPLY DUCT SYSTEM DETAILS 1 Instantaneous Gas Standard 2 n/a n/a R-n/a WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R -value Light 1 Instantan 0.76 n/a n/a R- n/a n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified non-standard Duct Location. This building does not have a cooling system installed. This building incorporates a non-standard Water Heating System. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF -4R installation certificate. *** This building incorporates HERS verified non-standard Duct Location. REMARKS The Master Bedroom Zone contains the Master Bedroom, Bath 41, Walk-in Closet, Laundry, and Study. The Second Floor Zone contains Bedroom #2, Living, Toilet, Duct Duct Attic Duct Length Dia Duct Buried Attic Insulation Description Location (ft) (in.) R -Val Duct R -Val Type MSTR BR 1 Main Conditioned 35 6.0 R-0.0 No R-n/a n/a WATER HEATING SYSTEMS Number Tank External Heater in Energy Size Insulation Tank Type Type Distribution Type System Factor (gal) R -value 1 Instantaneous Gas Standard 2 n/a n/a R-n/a WATER HEATING SYSTEMS DETAIL Standby Internal Tank Recovery Rated Loss Insulation Pilot System Efficiency Input Fraction R -value Light 1 Instantan 0.76 n/a n/a R- n/a n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates HERS verified non-standard Duct Location. This building does not have a cooling system installed. This building incorporates a non-standard Water Heating System. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods and *** *** must be reported on the CF -4R installation certificate. *** This building incorporates HERS verified non-standard Duct Location. REMARKS The Master Bedroom Zone contains the Master Bedroom, Bath 41, Walk-in Closet, Laundry, and Study. The Second Floor Zone contains Bedroom #2, Living, Toilet, CERTIFICATE OF COMPLIANCE: RESIDENTIAL COMPUTER METHOD CF -1R Page 8 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM CF -1R User#-MP0995 User- Run -Roth REMARKS Shower, and Bedroom #3. Duct insulation is not required when ducts are located entirely within conditioned space. COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. DESIGNER or OWNER Name.... Ron & Alma Roth Company. Address. 2o2o Os w� C/ -,. r4 i 73 Phone... 530-342-6210 License. Signed.. 71yb6 ate ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed. ate DOCUMENTATION AUTHOR Name.... Donna Wallace Company. Address. 399 East 9th Avenue Chico, CA 95926 Phone... 530-893-4982 Signed.. QeOv) yk.A- 7/+/(0 ate MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 1 Project Title.......... Roth Residence Date..07/04/06 14:35:02 Project Address........ Indian Cliffs Drive ******* Butte County, CA *v7.10* Documentation Author... Donna Wallace ******* Building Permit Climate Zone..... Compliance Method 399 East 9th Avenue Chico, CA 95926 530-893-4982 ... 11 ... MICROPAS7 v7.10 for Plan Check Date Field Check/ Date 2005 Standards by Enercomp, Inc. MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM MF -1R User#-MP0995 User- Run -Roth Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supersede the items marked with an asterisk (*). When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. BUILDING ENVELOPE MEASURES De- En- sign- force- n/a er ment *150(a): Minimum R-19 insulation in wood framed ceiling or equivalent U -factor in metal frame ceiling XX 150(b): Loose fill insulation manufacturer's labeled R -Value XX *150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not apply to exterior mass walls) XX *150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor XX 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door covering the entire opening of the firebox b. Outside air intake with damper and control, flue _XX_ damper and control XX 2. No continuous burning gas pilot lights allowed 150(f): Air retarding wrap installed to comply with Sec. 151 _XX_ meets requirements specified in ACM Residential Manual XX 150(8): Vapor barriers mandatory in Climate Zones 14,16,only XX 150(1): Slab edge insulation - water absorption rate for the insulation material without facings no greater than 0.3%, water vapor permeance rate no greater than 2.0 perm/inch XX_ 118: Insulation specified or installed meets insulation quality standards. Indicate type and include CF -6R form XX 116-17: Fenestration Products, Exterior Doors and Infiltration Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage XX 2. Fenestration products (except field -fabricated) have label with certified U -factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification XX 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed XX MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 2 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM MF -1R User#-MP0995 User- Run -Roth SPACE CONDITIONING, WATER HEATING AND PLUMBING SYSTEM MEASURES n/a 110-113: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA 150(1): Setback thermostat on all applicable heating and/or cooling systems 150(j): Water system pipe and tank insulation and cooling systems line insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R12 or greater XX_ 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 internal and indicated on the exterior of the tank showing the R -value XX 3. The following piping is insulated according to Table 150 A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes shall be insulated to Table 150B 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A XX 4. Steam hydronic heating systems or hot water systems >15 psi, meet requirements of Table 123-A XX 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance and wind 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed entirely in conditioned space XX_ 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation XX *150 (m) : Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used 2. Building cavities, support platforms for air handlers, and- plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in t d De- En- sign- force er ment XX XX XX XX XX XX cavi ies an support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts XX MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 3 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM MF -1R User#-MP0995 User- Run -Roth 3. Joints and seams of duct systems and their components shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands XX 4. Exhaust fan systems have back draft or automatic dampers _XX_ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers XX 6. Protection of Insulation. Insulation shall be protected from damage due to sunlight, moisture, equipment mainten- ance and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material XX 7. Flexible ducts cannot have porous inner cores —XX - X114: 114:Pool and Spa Heating Systems and Equipment 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the heater, weatherproof operating instructions, no electric resistance heating and no pilot light XX 2. System is installed with: a. At least 36 inches of pipe between filter and heater for future solar heating b. Cover for outdoor pools or outdoor spas. _XX_ 3. Pool system has directional inlets and a circulation pump time switch XX_ 115: Gas-fired central furnaces, pool heaters, spa heaters or— rhousehold householdcooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) XX 118(1): Cool Roof material meets specified criteria XX RESIDENTIAL LIGHTING MEASURES De- En- sign- force n/a er ment 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, and do not contain a medium screw base socket (E24/E26). Ballast for lamps 13 watts or greater are electronic and have an output frequency no less than 20 kHz 150(k)l: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain _XX_ only high efficacy lamps as outlined in Table 150-C, luminaire has factory installed HID ballast XX 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50 percent of the wattage, as determined in Sec. 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires XX 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) that does not turn on automatically or have an always on option XX MANDATORY MEASURES CHECKLIST: RESIDENTIAL MF -1R Page 4 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -FORM MF -1R User#-MP0995 User- Run -Roth 150(k)4: Permanently installed luminaires located other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft2), OR are controlled by a dimmer switch OR are controlled by an occupant sensor(s) that complies with Section 119(d) that does not turn on automatically or have an always on option XX 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are certified air tight to ASTM E283 and labeled as air tight (AT) to less than 2.0 CFM at 75 Pascals XX 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy luminaires (not in- cluding lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d) XX 150(k)7: Lighting for parking lots for 8 or more vehicles shall— have lighting that complies with Sec. 130, 132, and 147. Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Sec. 130, 131, and 146 XX 150(k)8: Permanently installed lighting in the enclosed, non - dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires OR are controlled by an occupant sensor(s) certified to comply with Section 119(d) XX HVAC SIZING HVAC Page 1 Project Title.......... Roth Residence Date..07/04/06 14:35:02 Project Address........ Indian Cliffs Drive ******* Butte County, CA *v7.10* Documentation Author... Donna Wallace ******* I Building Permit 399 East 9th Avenue Chico, CA 95926 530-893-4982 Climate Zone........... 11 Compliance Method...... MICROPAS7 v7.10 for 2005 Standards by Enercomp, Inc. Plan Check Date Field Check/ Date MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -HVAC SIZING User#-MP0995 User- Run -Roth GENERAL INFORMATION Floor Area ................. Volume ..................... Front Orientation.......... Sizing Location............ Latitude ................... Winter Outside Design...... Winter Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range ............... Interior Shading Used...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 3754 sf 43163 cf Front Facing 0 CHICO EXP STA 39.7 degrees 22 F 70 F 100 F 75 F 37 F Yes Yes Yes 0.19 HEATING AND COOLING LOAD SUMMARY deg (N) Heating Cooling (Btu/hr) (Btu/hr) Opaque Conduction and Solar...... 29941 Glazing Conduction and Solar..... 15292 Infiltration ..................... 22353 Internal Gain .................... n/a Ducts ............................ 5201 9367 17799 7396 2520 9554 Sensible Load .................... 72787 46636 Latent Load ...................... n/a 9290 Minimum Total Load 72787 55926 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. HVAC SIZING HVAC Page 2 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -HVAC SIZING User#-MP0995 User- Run -Roth HEATING AND COOLING LOAD SUMMARY BY ZONE ZONE 'LIVING' Floor Area ....................... 2242 sf Volume ........................... 28015 cf Heating Cooling Description (Btu/hr) (Btu/hr) Opaque Conduction and Solar...... 18466 5353 Glazing Conduction and Solar..... 9292 10031 Infiltration ..................... 13350 4417 Internal Gain .................... n/a 1512 Ducts ............................ 0 5463 Sensible Load .................... 41108 26776 Latent Load ...................... n/a 5334 Minimum Zone Load 41108 32110 ZONE 'MSTR BR' Floor Area ....................... 686 sf Volume ........................... 6723 cf Heating Cooling Description (Btu/hr) (Btu/hr) Opaque Conduction and Solar...... 7034 1822 Glazing Conduction and Solar..... 3514 4706 Infiltration ..................... 4085 1351 Internal Gain .................... n/a 454 Ducts ............................ 3211 2495 Sensible Load .................... 17843 10828 Latent Load ...................... n/a 2157 Minimum Zone Load 17843 12984 HVAC SIZING HVAC Page 3 Project Title.......... Roth Residence Date..07/04/06 14:35:02 MICROPAS7 v7.10 File-ROTH Wth-CTZ11S05 Program -HVAC SIZING User#-MP0995 User- Run -Roth ZONE 12ND FLR' Floor Area ....................... 826 sf Volume ........................... 8425 cf Heating Description (Btu/hr) Opaque Conduction and Solar...... Glazing Conduction and Solar..... Infiltration ..................... Internal Gain .................... Ducts ............................ Sensible Load .................... Latent Load ...................... 4441 2486 4918 n/a 1990 13836 n/a Cooling (Btu/hr) 2192 3061 1627 554 1597 9032 1799 Minimum Zone Load 13836 10831 .4 California Department of Forestry and Fire Protection Butte County Fire Department Fire Safe Requirements Permit#. 0 G - % &Lo Under authority of Public Resources Code Section 4290, the following checked items are required by CDF/Butte County Fire Department and made part of this permit These requirements are minimums and may be superseded by Butte County local regulations, which equals or exceeds these standards. .Butte County Building Inspectors will make compliance inspections. 1272.00 Maintenance of Defensible Space Measures [X] To ensure continued maintenance of properties in conformance with these *standards and measures and to assure continued availability, access, and utilization of the defensible space provided for these standards during a wildfire, provisions for annual maintenance shall be included in the development plans and/or shall be provided as a condition of the permit, parcel or map approval. Public Resources Code 4291 information will be provided. 1273.10 Driveways [X] .(a) All new driveway construction or an extension of an existing driveway shall comply with Public Resources Code 4290 roadway requirements. [X] (b) All driveways shall provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. [X] (c) Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where the driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart [X] (d) A turnaround shall be provided to all building sites on driveways over 300 feet in length, and shall be within 50 feet of the building. 1273.02 Roadway Surface [X] The surface shall provide unobstructed access to conventional drive vehicles, including sedans and fire engines. Surfaces should be established in conformance with local ordinances, and be capable of supporting a 40,000 pound load. 4" of class 2 aggregate base shall be required for all driveways, turnouts,'and turnarounds. 1273.03 Roadway Grades [X] The grade for all driveways shall not exceed 15 percent. Grades above 15% shall have 4" of class 2 aggregate base and 2" of asphalt concrete. No driveways allowed in excess of 20%. 1273.04 Roadway Radius [X] (a) No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shall be added to curves of 50-100 feet radius; 2 feet to those from 100-200 feet. [X] (b) The length of vertical curves in roadways, exclusive of gutters, ditches, and drainage structures designed to hold or divert water, shall be not less than 100 feet. 1273.05 Roadway Turnarounds [X] Turnarounds are required on driveways and dead-end roads as specified in this article. The minimum turning radius for a turnaround shall be 40 feet from the center line of the road. If a hammerhead -T is used, the top of the "T" shall be a minimum of 60 feet in length. 1273.06 Roadway Turnouts [X] Turnouts shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. Revised 02/28/06 C CI 0 ts E Q U I R E M E N T S �'4 1273.07 Roadway Structures [X] (a) All driveway, road, street, and private lane roadway structures (Bridges, culverts, and other appurtenant strictures which supplement the roadway bed or shoulders) shall be constructed to carry at least the maximum load and provide.the minimum vertical clearance as required by Vehicle Code Sections 35550, 35750 and 35250. [X] (b) Appropriate signing, including but not limited to weight or vertical clearance limitations, one-way road or single lane conditions, shall reflect the capability of each bridge. [X] (c) A bridge with only one traffic lane may be authorized by the local jurisdiction; however, it shall provide for unobstructed visibility from one end to the other and turnouts at both ends. 1273.11 Gate Entrance [X] (a) Crate entrances shall be at least two feet wider on both ends then the width of the traffic lane(s) serving that gate. [X] (b) All gates providing access from a road to a driveway shall be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on that road. [X] (c) Where a one-way road with a single traffic lane provides access to a gated entrance, a 40 foot turning radius shall be used. 1274.08 Addresses for Buildings [X] All buildings shall be issued an address by the local jurisdiction which conforms to that jurisdiction's overall address system. Accessory buildings will not be required to have a separate address; however, each dwelling unit within a building shall be separately identified. 1274.09.Size of Letters. Numbers and Symbols for Addresses [X] Size of letters, numbers and symbols for addresses shall be a minimum 3" letter height, 3/8" stroke, reflectorized, contrasting with the background color of the sign. 1274.10 Installation. Location and Visibility of Addresses [X] (a) All buildings shall have a permanently posted address, which shall be placed at each driveway entrance and visible from both directions of travel along the road. In all cases, the address shall be posted at the beginning of construction and shall be maintained thereafter, and the address shall be visible and legible from the road on which the address is located. [X] (b) Address signs along one-way roads shall be visible from both the intended direction of travel and the opposite direction. [X] (c) Where multiple addresses are required at a single driveway, they shall be mounted on a single post. [X] (d) Where a roadway provides access solely to a single commercial or industrial business, the address sign shall be placed at the nearest road intersection providing access to that site. 1276.01 Setback for Structure Defensible Space [� (a) All parcels 1 acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road [ ] Your parcel is larger then 1 acre but your minimum setback for buildings and accessory buildings is less then 30 feet from all property lines and/or the center. of the road. You are required to meet the same practical effects requirements listed on page three. [ ] (b) For parcels less than 1 acre, the local jurisdiction shall provide for the same practical effect. See page three for same practical effect requirements. Revised 02/28/06 Same Practical Effect for Buildings less then 30 feet from property line: [ ] If the Building Setback is less then 30 Feet from all property lines and/or the center of the road, the following shall be required; • Class A roof • Fully enclosed eaves on entire structure • Fire rated metal doors on side -toward property line with insufficient setback • Siding on entire structure from the following list: (a) Stucco -3 coat . (b) Non combustible Hardi-Board, Plank or similar siding (c) Masonry (d) Metal (e) Other Butte County Fire Department approved materials 1276.02 Disposal of Flammable Vegetation and Fuels [X] Disposal, including chipping, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction, and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit Other Requirements- Installation of Residential Fire Sprinklers [X] If your property was part of a parcel.split after January 1,.1991, you are required to install residential fire sprinklers. It is your responsibility to inspect the official parcel map to confirm if sprinklers are required. JUL I g 2006 Date Revised 02/28/06 Darren Read Fire Protection Planning LONGFELLow LUMBER CO. INC. Quality Design • Floor, Wall & Roof Systems 89 Loren Avenue • Chico, CA 95928-7434 Phone (530) 893-0112 • (800) 678-0112 Fax (530) 893-0140 E -Mail: trusses@longfellowlumber.com z 0� Customer: RON ROTH Address: INDIAN CLIFFS RD. CHICO AP#: Job No: ROTH RESIDENCE ENGINEER Mitek Industries, Inc. Redong (Ray) Yu 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 (916) 676-1900 APPROVED INSPECTION AGENCY Timber Products Inspection, Inc. P.O. Box 20455 Portland, OR 97220 (503) 254-0204 s� ROTH RESDIENCE INDIAN CLIFFS DR. CHICO FIELD - - - - - - - - -- FIELD FRAME LONGFELLOW LUMBER CO. INC. Quality Truss Design - .Roof & Floor Systems 89 Loren Avenue - Chico, CA 95928-7434 Phone (530) 893-0112 - (800) 678-0112 Fax (530) 893-0140 E-Mail: trusses@longfellowlumber.com mill LONGFELLOW LUMBER HANGER KEY KEY- HANGER KEY- HANGER 1- LUS24 23- HGUS28-2 2- LUS26 24- HGUS28-3 3- LUS28 25- THJA26 4- MUS26 26- SUUR24 5- HUS26 27- SUUR26 6- HUS28 28- 3X6 TRULOX 7- HHUS26-2 29- 5X6 TRULOX 8 HHUS28-2 30- THA29 9- 31- 10- 32- 11- 33- 12- 13- 20- HGUS26 21- HGUS28 22- HGUS26-2 HK122204 May 31, 2002 Longfellow Lumber 89 Loren Avenue Chico, CA 95928 RE: Trusses supporting A.C. Loads MiTek Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 6761900 MiTek Industries, Inc. truss designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2X scab of equal size and grade as the top cord is required for the full panel length carrying the load. Attached with I Od nails at 12" o.c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. For commercial building span of truss shall be limited to 30'- 0" maximum. If you have any questions, please call meat 1-800-772-5351. QRpfESSfp� ONc 2� NO.0049919 EXP -30-04 RedongXof- Director F 86 Western Operations RY/ek PAGE 1 OF _No19 _A T L TEAAL 69A(E hCTA L_. i S _vs►t�� �2 RE Ptnc�utr c�F� �(�Ac�s A7' �/z or AT i/! TRU!:5F5 C3' 2.�" 10j.012,10C O.G. TY�. 2 t20WS � RAGE: WITP rP. _ rot- j?�_= GMT . NOT � _ —.y2 �►�s p� o��( =� -lop Q El'' 0.&., TYP.' I�pRAGE: H A)(. srLXW q VOP, Y� I T 6R}�. 8;RA6� HUST �,E: D0 % THE: LeH(AV4 OP V4 T�tS DETAIL 15 TO L'�E: U5E P A5 AN PLT. %OR ONE: CONTINUOUS LATERAL t:RAGE. TRU5-r-, ?_5 c NOTE: 2X3, 2X4, OR 1X4 GRADED LUMBER LATERAL BRACE PER TRUSS DESIGN WITH 2-1 OD PER WEB (TYP). MAR Z 7 -2002 BRACE MAY BE ATTACHED TO EITHER NARROW FACE OF WEB. (SEE NOTE BELOW)' RESTRAINT X�aLJIRED AT EAG- E:Nb OF t�,RAGE: ANp AT 20'-0" INTERNALS. RE:PE^R TO flit> -al SUHHARY SkiE:E:T POR RE:GOHHE:NpATIONE OF THE: TRU55 ELATE: INSTUTE NTFAI EYfA`(U1F. 'AM0 t>`(TEKME qc- Ok i2 /4r PtAPHR �_rO.cR P-- IA' 1�7 PC- ccaffjo: 6a P�TAIL-- �- 1�0'T� % ►yf I TEI= �� Tr E �iA?�':-E � �Y'� ;�ff+Y FEt�..a c C- 7i1� 2y3 0 24A5 ix4 CONT BRACE AT BRACE MEMBERS LONGER THAN 12' ATTACH AT MIDPOINT OF BRACE W/ 2-Bd NAILS GABLE END 51W 2x4 HF STROWBACK MAIL TO LEDGER W 10d012'OLJ — 2x4 HF LEU6ER MAIL TO VERTICAL IN IOd NAIL5) s �o �A35 BRACE TO FLAT �I �H-3 AT 48' OL. NOTE: THIS DETAIL MAY BE USED FOR TR65ES WITH PITCHED BL. ALSO. (0) OPTION TO WEB PLATING: U5E (3) - 2' KRE STAPLES (0072 VIAJI5 &A) TOENAILED THRU CHORD INTO WEB I THRU WEB INTO CHORD ON ONE FACE FOR A TOTAL OF 6 STAPLES. (PI). (50 I (HI) M)5T BE PLATED. ARCy� �- � CA `3-IOd NAILS EACH END 6-IOd COMMON 2x6 DIA60NAL NAILS BRACE 048' OL. OA MAX MRACED LEN6TH OF &ABLE END STUD. (2x4 FIR -LARCH) - STANDARD = - 01 AND BTR = l'-9' - T R 55E5 —� TC DL 15.0 P5F NOTE: GABLE END M16N BASED BC OL PSF BG LL OA PSF ON l5 MPH WIND, EXPO��IRE B' TOTJ-D. 50.0 P5F AT 0-25 FEET MEAN HE16HT. DURFAC. 1.15 TYPE OF JOB DETAIL ,NOB NAME �oN6F uoN LUMBER CITY, 5TATE CHICO, CALIFORNIA Date: 10-18-02 Drawn: AK Job no.: 02-116 Gary Hawkins ARCHITECT (530) 892-2700 1370 RIDGEWOOD DR.,'SrE.1 O FAx:(530)8934532 CHICO. CA 95973 garyalchosbcglobalnet Symbols Numbering System A& General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3/4' *Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. 6-4-8 dimensions shown in ft -in -sixteenths Injury u or DamagePersonal In Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. J� and securely seat. diagonal or X -bracing, is always required. See BCSII. 2. Never exceed the design loading shown and never 1 2 3 TOP CHORDS ci-z c27 4 stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and o WEBS coo all other interested parties. ��' For 4 x 2 orientation, locate Oz U ��' p b 4. Cut members to bear tightly against each other. Plates 0-'/16" from outside U � Q pM:" a 5. Place plates on each face of truss at each edge of truss. C7-8 ca cse O joint and embed fully. Knots and wane at joint BOTTOM CHORDS locations are regulated by ANSI/TPI1. 'This symbol indicates the required direction of slots in 8 7 6 5 6. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPII. `Plate location details available in MITek 20/20 7. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for PLATE SIZE THE LEFT. use with fire retardant or preservative treated lumber. The first dimension is the width CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 9. Camber is a non-structural consideration and is the 4 x 4 perpendicular to slots. Second responsibility of truss fabricator. General practice Is to dimension is the length parallel amber for dead load deflection. c to slots. 10. Plate type, size, orientation and location dimensions LATERAL BRACING CONNECTOR PLATE CODE APPROVALS shown indicate minimum plating requirements. Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing if indicated. ICBG 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at BEARING SBCCI 9667, 9730, 96048, 9511, 9432A spacing shown on design. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. number where bearings occur. IRS 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. Industry Standards: ANSI/TPII: National Design Specification for Metal MiTek® 16. Install and load vertically unless indicated otherwise. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSII: Building Component Safety Information, e Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mll-7473 © 2004 MITek® Job Truss Truss Type QtYPly] in ROTH RES. ROTH0522 A2 FINK 5 821874579 Vert(LL) 0.11 8-10 >999 240 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Fri Jun 30 14:34:32 2006 Page 1 -3-0-0 6-10-14 13.0-0 19-1-2 26-0-0 29-0-0 3-0-0 6-10-14 6-1-2 6-1-2 6.10-14 3-0-0 Scale = 1:51.9 5x6 = 2x8 � 3x4 = 3x4 = 3x4 = 2-0.0 B-11-4 17.0.12 26-0.0 1i LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.11 8-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.19 8-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.05 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 140 lb LUMBER BRACING TOP CHORD 2 X 6 OF SS G TOP CHORD BOT CHORD 2 X 4 DF No.18Btr G BOT CHORD WEBS 2 X 4 OF Std G WEBS REACTIONS (Ib/size) 6=1104/0-5-8, 11=1271/0-5-8 Max Horzl1=11(load case 3) Max Uplift6=64(load case 4), 11=-69(load case 3) Sheathed or 5-11-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. Except 6-0-0 oc bracing: 2-11.. 1 Row at midpt 3-11 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=162!707, 3-12=1621/33, 4-12=-1473/54, 4-13=-1712!70, 5-13=1860/48, 5-6=2092/33, 6-7=0/44 BOT CHORD 2-11=624/187,10-11=0/1485,9-10=0/1409,8-9=0/1409,6-8=0/1908 WEBS 3-10=50/95, 4-10=11/241, 4-8=28/521, 5-8=-309/2, 3-11=-2325/129 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 Ib down and 6 Ib up at 11-0-0, and 175 Ib down and 6 Ib up at 15-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-0=14, 1-4=52, 4-7=52 Concentrated Loads (lb) Vert: 12=175(F) 13=-175(F) ® WARNING - Verify deeiyn Parametem and READ NOTES ON THIS AND INCLUDED MITER REPERENCE PAGE M177473BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paromenters and proper incorporation of component's responsibility of building designer - not truss designer. &acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfiy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute. 5113 D'Onotrio Drive, Madison, WI 53719. �OQ,?,pFESS/ON�I S. r�ti� Fy LU C 046433 rn * E -07 TFOF F July 3,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9%10 M iTekm Job russ Truss Type ty y ROTH RES. ROTH0522 A3 FINK 1 1 821874580 r..�nron�.o,t,,,..ne. r.. u.. rr.:,.., r� oceoo �. o. . � .-.�_� BCLL 0.0 Rep Stress Incr NO Job Reference o tional ___ s Jul t d zuua Mi I eK Inaustnes, Inc, Fn Jun 30 14:34:33 2006 Page 1 -3-0-0 6-10.14 13-0-0 19.1-2 26.0-0 29-0-0 3-0-0 6.10-14 6.1.2 6.1.2 6-10-14 3-0-0 Scale = 1:51.9 5x6 = CONN. OF GABLE STUDS BY OTHERS. 1.5x4 11 3x4 = 3x4 = 3x4 =• 2-0.0 8.114 17-0-12 26-0-0 2.0-0 B-11-4 B•1-8 8-114 l0� LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.04 14-16 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.06 14-16 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) -0.01 7 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 154 lb LUMBER BRACING TOP CHORD 2 X 6 OF SS G TOP CHORD Sheathed or 10-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 OF Std G OTHERS 2 X 4 OF Std G REACTIONS (Ib/size) 16=1232!7-5-8, 14=950/9-5-8, 22=900!7-5-8, 9=196/9-5-8, 10=-68/9-5-8, 11=38/9-5-8,12=30/9-5-8,13=-48/9-5-8. 21=278/7 -5 -8,20=44f7 -5-8,19=7f7-5-8. 18=38/7-5-8, 17=5017-5-8, 7=518/9-5-8 Max Horz22=11(load case 3) Max Upliftl 6=81 (load case 3), 22=90(load case 3), 10=68(load case 7), 13=119(load case 2), 21=278(load case 1), 17=120(load case 2), 7=-43(load case 4) Max Grav16=1232(load case 1), 14=989(load case 7), 22=901(load case 6), 9=197(load case 7), 10=3(load case 4), 11=51(load case 2), 12=84(load case 2), 13=33(load case 5), 21=82(load case 3), 20=65(load case 2), 19=29(load case 2), 18=90(load case 2), 17=33(load case 3), 7=538(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-3=1129/648.34=1109/680, 4-5=-64/595, 5-6=44/1144.6-7=54/300,7-8=0/66 BOT CHORD 2-22=539/154, 21-22=539/144, 20-21=539/144, 19-20=539/144, 18-19=539/144, 17-18=539/144, 16-17=539/144, 15-16=168/100, 14-15=168/100, 13-14=134/62, 12-13=134/62, 11-12=134/62, 10-111=-134/62.9-110=134/62, 7-9=134/62 WEBS 4-16=-669/12, 6-14=877/18, 3-22=585/17, 5-16=584!75, 5-14=-60/54 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 J& WARNING - Verljy deasgn parameters and READ NOTES ON THIS AND INCLUDED A=K REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for loteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall shvcture is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage. delivery. erection and bracing, consult ANSI/TPII Quality CrBeda. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 5153 D'Onofrio Drive. Madison. WI 53719. �OQEtOFESS/ S. pNgl Fti (D M LU C 046 33 T. 7tr E t-07 TF0 O��\ July 3,2006 7777 Greenback Lane �m Suite 109 Citrus Heights, CA, 95610 MiTeks Job russ Qty Ply ROTH RES. ROTH0522 A3 821874580 FINK 1 1 . Lonafellow Lumber Co. Inr Chin, Ca as4M7A'%A A I r;h.A Job Reference (optional) —u a am a o zuw ma i eK mausmes, mc. rn Jun 30 14:34:33 2005 Page 2 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 2-7=-14, 1-2=78(F=26), 7-8=-78(F=-26) Trapezoidal Loads (plf) Vert 2=-78(F=-26}to-5=128(F=76), 5=128(F= -76) -to -7=-78(F=-26) ® WARNING - VerV fy deMgn parameter and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU.747J BEFORE USE 7771 G eenback Lane �m Design valid lou use only with MiTek connectors. This design is based only upon paromelers shown, and is for on individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component a responsibility of building designer -not Truss designer. Bracing shown Citrus Heights, CA, 95810 is tar Ioterol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of theM1 erector. Additional pernanent bracing of the ove,roll structure is the responsibifily of the building designer. For general guidance regarding fabrication, quality conhol storage, delivery. erec8on and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS11 Bunding Component MOW Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job cuss fusstype ry y ROTH RES. ROTH0522 B7 DBL. HOWE 1 TCDL 10.0 821874581 I Qnofellow Lumber Ce. Ire rhir„ ce QSQXL7AId A I BCLL 0.0 2 Job Reference (optional) i Plate Q.zuu s aul 17 zuub MI fek Industries, InC. Fri Jun 30 14:34:33 2006 Pagel 42-12 7-2-13 10-5-8 13-8-3 16-8.4 20-11-0 42-12 3-0-1 3.2-11 3-2.11 3-0-1 42.12 Scale = 1:34.5 4x4 = 2x4 11 4x6 = 5x6 = 5x8 = 2x4 11 42-12 7-2-13 10-5.8 13.8.3 16.8-4 20.11-0 42-12 3-0-1 3-2-11 3.2.11 3-0-1 42-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.09 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.17 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.04 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 214 lb LUMBER BRACING TOP CHORD 2 X 4 DF N0.18Btr G TOP CHORD Sheathed or 4-5-13 oc purlins. BOT CHORD 2 X 6 DF SSG BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 1=4308/0-5-8,8=4805/0-5-8 Max Horz 1=8(load case 4) Max Uplift1=146(load case 3), 8=153(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=9057/319, 2-3=-7235/267, 3-4=-4965/201, 4-5=-4962/202, 5-6=4294/169, 6-7=142/58 BOT CHORD 1-13=280/8430,12-13=280/8430.11-12=213/6848, 10-11=213/6848.9-10=-115/4033,8-9=17/122.8-14=17/122, 7-14=-17/122 WEBS 2-13=-63/1586, 3-12=90/2268,4-10=122/2901, 5-9=808/12, 6-8=3667/111, 2-12=1780/75, 3-10=-2743/108, 5-10=17/850, 6.9=134/4543 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-14=-476(F=-462),7-14=14,1-4=52.4-7=52 A WARNING - V-IfY deargn Fammete- and READ NOTES ON ME AND INCLUDED MITER REFERENCE FAGS MU- 73 BEFORE USS. Design vaid for use only with ANTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poromenters and proper incorporation of component's responsibifily of building designer- not truss designer. Bracing shown is fa lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 5113 D'Onohio Drive. Madison, WI 53719. �O9ROFESS/pN9l ,`�c``` ���R S. TjNC Fti C 0 433 * 7 C July 3,2006 7777 Greenback Lane r_• Suite 109 Citrus Heights, CA, 95610 I MOW O NSS NSS ype ty y TCLL 16.0 ROTH0522 82 FINK 7 821874582 =Reference Longfellow Lumber Co.. Inc.. Chico. Ca. 9592a-7434. A. J. Gihnn BCLL 0.0 Rep Stress Incr YES onel 6.200 s Jul 13 2005 M1Tek Industries, Inc. Fri Jun 30 14:34:34 2006 Page 1 30-0 5-7-14 10-6x0 15.42 21-0.0 24-0-0 3-0.0 5-7-14 410-2 410.2 5-7-14 30.0 Scale = 1:43.8 5x6 = Jx4 = 3x4 = 3x4 = 7-3-4 138-12 21-0-0 Ii LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.05 2-10 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.09 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 6 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight 110 lb LUMBER TOP CHORD 2 X 6 OF SS G BOT CHORD 2 X 4 OF No.1&Btr G WEBS 2X4OFStd G REACTIONS (Ib/size) 2=847/0-3-8,6=847/0-3-8 Max Horz2=10(load case 3) Max Uplift2=59(load case 3), 6=59(load case 4) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=1397/10, 3-4=1222/43, 4-5=-1222/43, 5-6=1397/10, 6-7=0/44 BOT CHORD 2-10=011257.9-10=0/937,8-9=0/937,6-8=0/1257 WEBS 3-10=-203/0,4-10=16/373.4-8=16/373.5-8=203/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard OQ?,OF ESS/pN9 C W C 04W3 T July 3,2006 ® WARNING - 9ertfy dnsfgn par—Ue and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 BEFORE USE. 7777 Greenback Lanecm Design valid for use only with Nulek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibil ly of the building designer. For general guidance regarding M1 fabrfcotion, quality control, storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Job Truss nlSs ype Qty Ply ROTH RES. ROTH0522 B3 MONO TRUSS 2 1 821874583 1 nnafeeawwreherca Inn cher r osa�a,eae a c:�e 2-9 >999 240 Job Reference o tional 6.200 s Jul 13 2005 MiTek Industries, Ine. Fri Jun 30 14:34:35 2006 Page 1 -3=0-0 5.6-210-6-0 3-0-0 5-6-2 411-14 3x4 :�: Scale = 1:25.4 5 5-6.2 32-0 10-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) IGdefl Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.01 2-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 2-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 8 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 61 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Std G REACTIONS (Ib/size) 2=477/0-3-8, 8=370/0-3-8 Max Horz2=102(load case 3) Max Uplif12=44(load case 3), 8=19(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=367/0, 3-4=35/69, 4-5=5/0 BOT CHORD 2-9=-4/294,8-9=-4/294.7-8=0/0.6-7=0/0 WEBS 3-9=7/1155,3-8=385/6,4-7=4/111. 4-8=136/6 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard oV?po ESS/pyo S. TjNGII �c'L QQ F� cm IX C 046833 S 1t\ E 41-07 /* July 3,2006 ® WARNING - Ver jfy deAgn pasametem and READ NOTES ON THIS AND INCLUDED m7TER REFERENCE PAGE MD•7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Welt connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 � Applicability of design paramenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall strvclure is the responsibility of the building designer. For general guidance regarding fabrication. quality control storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Crtterlo, DSB-89 and BCSII Building Component SatM iTek� ey Information available from Truss Plate Institute. 583 D'Onoh53 io Drive, Madison, WI 719. Job russ I russ Type Qty Ply ROTH RES. ROTH0522 Cl KINGPOST 3 1 R21B74584 Vert(LL) 0.01 4-6 >999 240 Job Reference (Optional) s Jul 1 s zuuo ml I ek Inaustnes, Inc. Fn Jun 30 14:34:35 2006 Pagel -3-0-0 5-9-0 11-6.0 14$0 30.0 5-9-0 5.9-0 3-0-0 Scale = 1:28.4 5x6 = 5-9-0 13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.16 Vert(LL) 0.01 4-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a BCDL 7.0 Code UBC97/ANSI95 (Matrix) Weight: 59 lb LUMBER TOP CHORD 2 X 6 DF SS G BOT CHORD 2 X 4 DF No.t&Btr G WEBS 2 X 4 DFStd G REACTIONS (Ib/size) 2=532/0-5-8.4=532/0-5-8 Max Horz2=6(load case 3) Max Uplift2=52(load case 3), 4=52(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-486/0, 3-4=486/0, 4-5=0/44 BOT CHORD 2-6=0/411, 4-6=0/411 WEBS 3-6=7/188 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 10.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure B ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. LOAD CASE(S) Standard �O?,po ESS/ pN�l S. T/,yc Fti Q LU C 04633 rn Mt UML11 7 July 3,2006 ® WARNING - Vert jy deatgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual buffing component. Suite 109 Appficobirity of design pofamenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsill ffity of the erector. Additional permanent bracing of the overall structure is the responsibifity of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSI/7711 quality Criteria, DSB-89 and BCSII BuBding Component Mi Tek� Safety Information available from Truss Plate Institute. 583 D'Onohio Drive. Madison. WI 53719. 1A 60.0 INGRESS -;. ::UaLIC UTIL)T`( EASC \ 30INGRESS AND \\ \ EGRESS- EASE_ N J�t�4o,\� \ 30' PG 8 P F -A5 N 0702f 3'011 ` w \ \ 1`103-55'11 E 4 �\ 4 9. 64 Residence for Ron Roth and Alma Hayes 2-030 530-342-6210 Ch- , Gd % Parcel Indian Springs Lot 20 Butte County, California Assessor Parcel No. 047-230-149-000 21.96 ac = 956,578 sq ft Structure Footprint (sg ft House 2527 Porch 1322 Garage and shop 1804 Total 5653 Parcel area covered with structure = 0.6 ,'- \ Vim �; r , S 2,8006'5""'W 3J, B SL Cp /Dl�f�0 PUSS D \� J �u 5• \ S = 60.00 mr'RE-S, EGRrSS, \ SOUSE \\�\ AUS PUBLIC UTILITY !:',A5;:7r� \ IN 06022 "75 \A' -91 S S© BL 30 3,5 L s •s'.\ �, 50 BSL \ `�,`�� 30'13.5 50 s 5 S 0 �'20'47" w -��OIN\ -- ---- - ---- nv dg� Curve Radius Length Delta C4 300.00' 214.56' 40 0 58'41" C9 300.00' 21.10'. 04 ° 01'45" C11 300.00' 121.86' 23 ° 16'22" C12 200.00' 63.41' 18 0 10'01" C13 200.00' 68.77' 19 °42'01" C14 200.00' 97.72' 27 0 59'39" C15 200.00' 26.60' 07 0 37'17" C17 200.00' 80.98' 23°12'00" C36 300.00' 223.77' 42°44''16" N 2 0'.5(.'27" E !y 01'J4' 26" E 24,4 N ,6 v, 9q4 14,-58�c} X221 . v S 16o 55 3 ' . F- 1-3 1g7.S� S 136.53' U P /1=20a `M JUN 07 2006 Chico, CA W �-A IfV'G `j5C r t.Cr z \� AND PUDLIC UTILITY �A�� \ 30 ING2E5S%ND EGRESS PASS_ A/ 14 4 ,\� 36` PG 3 5 = N 0702-93,91" 'VV \ \ i\,103'55'11 ! " ;,�,� 49.8.51` _ �\ 49.64 OV ^�f j:►- 30' B 5 L_ ,�s '` '/ ; \ \sem: cc8 S 206 51 "'W � P0 PUS' D t' SI,- 45 1 Residence for Ron Roth and Alma Hayes ° C11G 1 530-342-6210 04 1 Parcel Indian Springs Lot 20 Butte County, California Assessor Parcel No. 047-230-149-000 21.96 ac = 956,578 sq ft Structure Footprint (sq ft House 2527 Porch . 1322 Garage and shop 1804 Total 5653 Parcel area covered with structure = 0.6% 60.00 EGRESS \ / c \s. ....1 \6= :its PUBLIC vTiLIr` =;5� j 1�oUSE \ ,Upd°22`3' w 30' GSL, V 50 S5 L 61, 50` a S L- -9� W _v^ -- Curve Radius Length Delta N 20'S(."27`� E M N _ 36 ori 944, 141 C4 300.00 214.56, 40 (58'41" t 0`56 v Q S 1 553-' E C9 300.00' 21.10'. 04 ° 01'45" 13 6.53` C11 300.00' 121.86' 23 ° 16'22" N 01 °14' 26 E C12 200.00' 63.41' 18' 10'01" 24.4( C13 200.00' 68.77' 19042'01" Environmental Health C14 200.00' 97.72' 27 ° 59'39" -��—T(_ ��� C15 200.00' 26.60' 07 0 37'17" JUN 0 7 2006 C17 200.00' 80.98' 23 ° 12'00""s 20c C36 300.00' 223.77' 42-44'16" Chico.�� 1 WARNING ! BES1I-B1 SUMMARY SHEET - GUIIIDE FOR HANDLIING, IINSTALLIINBUN, D BRAC�I�NG OF METAL PLATE CONNECTED �11SSES GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, installing and temporary bracing of trusses. Refer to BCSI 1-03 Gude to Goad Practice for Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-63 Summary Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no est6n marcados de ningun modo qua identifique la frecuencia o localizad6n de IDs arriostres (bracing) temporales. Use las recomendaciones de manejo, instalad6n y arriostre temporal de los trusses. Vea el fjll = BCSI 1-03 Guia de Buena Practic Dara el Manejg, Instalacidn y Aniostre de los Trusses de Madera Connectados ren Placas de Metalpara para mayor informad6n. Los dibujos de diseno de IDs trusses pueden especificar las localizations de IDs arriostres permanentes en IDs m(embros indlvlduales en compresl6n. Vea la hoja resrimen SCSI -B3 Data IDS arriostres oermanentes y refuerzos de los m(embros secundarios (webs) para mayor informad6n. EI resto de arriostres permanentes son la responsabil(dad del Disenador del Edifido. ® The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de un manejo, instalaci6n y arriostre inadecuados, puede ser la cafda de la estructura o akin peor, muertos o herldos. Banding and truss plates have sharp edges. Wear ® gloves when handling and safety glasses when cutting banding. Empaques y placas de metal tienen bordes afilados. Use guantes y lentes protectores cuando corte los empaques. HANDLING - MANE30 QAllow no more No permita mas Use special care in than 3" of deflec- de 3 pulgadas de © windy weather or tion for every 10' pandeo por cada 10 near power lines of span. pies de tramo. and airports. a 1a 3 ,4�, e•max. ,a ,a QPick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEEK OR LESS MORE THAN ONE WEEK V QBundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la tierra por Una semana o mas deben ser elevados can bloques a cada 8 o 10 pies. QFor long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilaci6n. Utilice cuidado especial en dias ventosos o cerca de cables eldctricos o de aeropuertos. Spreader bar for truss bundles O O QCheck banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. Avoid lateral bending. — Evite la flexi6n lateral. ® Do not store No almacene unbraced bundles verticalmente IDs upright. trusses sueltos. Do not store on No almacene en uneven ground. tiers desigual. HAND ERECTION — LEVANTAMIENTO A MANO QTrusses 20' or . ; ;%`; ; ` 1-7f Trusses 30' or less, support lJ less, support at . . at peak. f/ quarter points. f Levante Levante de del pico los los cuartos trusses de 20 de tramo los pies o menos. trusses de 30 E Trusses up to 20' ♦ pies o menos.Trusses up to 30' Trusses hasty 20 pies -4Trusses hasta 30 pies HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing Is installed and truss is fastened to the bearing points. Sostenga cada truss en posici6n con la gr6a hasta que el arriostre temporal est6 instalado y el truss asegurado en los soportes. Do not lift trusses over 30' by the peak. No levante del pito IDs lasses de mbs de 30 pies. Greater than 30' Mas de 30 Dies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO FOR LONGITUD DEL TRUSS 60' or less Approx. 1/2 —►� truss length Tagline TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Toe -in ��i��� / TE be In Spreader bar 1/2 to 2/3 truss length Tagtine TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Locate Spreader bar Attach above 'r stif(badk 10 o.c. Max. mid -height Spreader bar 2/3 to �— 3/4 truss length TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60 PIES BRACING - ARRIOSTRE ® Refer to BCSI-62 Summary Sheet - Truss Installa- S tion and Temporary BradnD for more Information. Vea el res6men BCSI-B2 - Instalac(6n de Trusses 4 y Arriostre Temporal para mayor informad6n. Do not walk on unbraced trusses. No camine en trusses sueltos. Top Chord Temporary Lateral QLocate ground braces for first truss directly Bracing (TCTLB) in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en Ifnea con cada Una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well t— before erection of additional trusses. J< min. BRACING FOR THREE PLANES OF ROOF EL ARRIOSTRE EN TRES PLANOS DE TECHO QThis bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este m6todo'de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD —CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon itud de Tramo Es aciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies m3x(mo 45' to 60' 6' o.c. max. . 45 a 60 pies 6 pies maximo 60' to 80'* 4' o.c. max. 60 a 80 ies* 4 pies m6ximo *Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero para trusses de mas de 60 pies. Q See BCSI-82 for TCTLB options. Vea el BCSI-82 para las options de TCTLB. \ BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ® Refer to BCSI-87 Maximum lateral brace spacing Summary Sheet every 10 truss 10' D.C. for 3x2 chords - Temporary and Permanent Bradno 15 15' o.c. for 4x2 chords Diagonal braces same spacing ,0, Of every 15 truss for Parallel Chord 1-1/4" 5' spaces (30' max.) Tliiss�5 for more 1-3/4° 7' information. 2" 2t 8' Vea el res6men BCSI-87 - Arriostre ® Do not proceed with construction until all bracing is securely _ I ' and properly in place. temporal y nermanente ria The end diagonal trusses de cuerdas brace for cantilevered ReIDlelas para mayor trusses must be placed Lateral braces informad6n. on vertical webs in line 2x4x12' length lapped with the support. over two trusses. INSTALLING - INSTALACION Tolerancesnaas for Out -of -Plane. — Tolera para Fuera-de-Plano. M j Be. Max. Max. Truss Length —► r Bow Length +++�� ------ Length Length -------.......---- l� �— Length ► • 3/4° 12.5' 7/8° 14.6' ® Refer to 0QJ-J a_ Summary Sheet - Gable End Frame @rdsdng- Repeat diagonal braces. Vea el res6men BCSI-B6 - Arriostre Repita 105 arriostres del truss terminal dlagonales. de un tedlo a dos aquas, a Set first five trusses with spacer pieces, then add diagonals. Repeat process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres dlagonales. Repita dste procedimiento en grupos de cuatro trusses hasty que todos los trusses estdn Instalados. 2) BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web members DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! Tolerances for D/50 D (ft.) Diagonal braces Out-of-Plumb.t 1/4" 1' every 10 truss Tolerancias para 1/2" 2' spaces (20' max.) 10'-15' max. 1.3/8°J29.2' same spacing Clay Tile as bottom chord lateral bracing Some chord and web members not shown for clarity. DIAGONAL BRACING IS VERY IMPORTANT iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! Tolerances for D/50 D (ft.) 1. 16.7' Out-of-Plumb.t 1/4" 1' 1.1/8° 18,8' Tolerancias para 1/2" 2' 1-1/4° 20.8' Fuera-de-Plomada. a 1.3/8°J29.2' Plumb 3/4" 3' Clay Tile ore ibob 1" 4, 1-1/2° 1-1/4" 5' 1-3/4°D/So max - r - 1-1/2° 6'2 1-3/4° 7' 2" 2t 8' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construcc(6n hasta que tDdos IDs arriostres estdn colocados en forma apropiada y Segura. Do not exceed maximum stack heights. Refer to l Summary Sheet -Construction Loading for more Information. No exceda las m3ximas alturas recomendadas. Vea el res6men BCSI-84 Cacga de Construcci6n para mayor informad6n. Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses individuales. Materiel Height (h) Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bund Concrete Block e" Clay Tile 3-0 tiles high QPlace loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. 1-7i Position loads over load bearing walls. LJ Coloque las cargas sobre las parades soportantes. ALTERATIONS — ALTERACIONES ® Refer to BCSI-B5 Summary Sheet. - Truss Damage. lobsite Modifications and Installation Errors. Vea el res6men B I -B Danos dtrusses.Modificaciones n la Obra v mores d Instala i6n Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No carte, altere o perfore ning6n mlembro estructural de los trusses, a menos que estd especificamente permitido en el d(bujo del diseno del truss. ® Trusses that have been overloaded during construction or altered without the Truss Man ufacburer's prior approval may render the Truss Manufadurees limited warranty null and void. Trusses que se han sobrecargado durante la construccl6n o han sido alterados sin Una autorizad6n previa del Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the contractor and crane operator (if applicable) are ca- pable to undertake Me work they have agreed to do on a particular project. The contractor should seek any required assistance regarding construction practices from a competent pad. The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put Boor and roof trusses into place SAFELY. These recommendations for handling, installing and bracing wood trusses are based upon the collective experience of leading technical personnel In the wood truss Industry, but must, due to the nature of responsibilities Im h ed, be presented only as a GUIDE for use by a quailfied Building Designer or Erection/Installation Contractor. it Is not Intended that these recommendations be Interpreted as superior to any design specification (provided by either an Architect, Engineer, the Buidlrg Designer, the Erection/Installation contractor or otherwise) for handling, Installing and bracing wood trusses and it does not preclude the use of other equlvalent methods For bracing and providing stability for the walls and columns as may be determined by the truss Erection insmllatbn Contractor. Thus, the wood Truss Council of America and the Truss Plate institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the remmmerdations and information contained herein. WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE 6300 Enterprise Lane ° Madison, WI 53719 218 N. Lee St., Ste. 312 ° Alexandlyd, VA 22314 608/274-4849 ° www.woodtruss.mm 703/683.1010 ° www.tpinst.org BIWARN11x17 20050501 iADVE RTE N CLIA! HO]A RESUMEN DE LA GUTA DE BUENA PRACTICA PARA EL MANEJO, INSTfALACION Y ARR'IOSTRE DE LOS TRUSSES DE MADERA CONECTADOS CON PLACAS DE METAL M 01 NOTES: TUDS 1. FRAMING: USE 2" NOMINAL OR WIDER DOUGLAS FIR LARCH, PT DF FNDN -SILL, S AT 24" O.C. MAX, BLOCK ALL PANEL EDGES. 2. SHEATHING: USE APA RATED (32/16) SHEATHING U.N.O, APPLY SHEATHING AND NAILING TO BOTH SIDES OF WALL WHERE SPECIFIED "2 SIDES" EE NAIL AT AL 3 EDIGES USE 8d COMN OR 8d GUN PLATE, MUD SILL, LS (POSTS, AND 1 HOLD DOWN COMPLPANEL STUDS, FIELD NAIL AT 12" O.C. 12d/16d SINKER SHANK DIA. =0.148", 20d COMMON SHANK DIA. =0.192", SDS DENOTES "SIMPSON" SELF DRILLING SCREW STAGGER SOLE FASTENING AND PRE—DRILL PILOT HOLES (MAX 75% NAIL DIA.) TO AVOID SPLITTING WALL ELEMENTS. 4. USE 3X NOMINAL FRAMING AT ABUTTING PANEL EDGES AND STAGGER NAILING. ICAL SHEAR WALL SCHE s TYP�� D. STUDS AT 24 O.C. .. No. 8 47 2 SSKI NO SCALE ,- Exp. 6130 ' )�?uc T ' �,;� G7 0 2003 �F Chit t Date Project g�21/07 (� —1 VER TECH RO TH RESIDENCE ENGINEERING /E Sheet Ecu 383 RIO LINDO AVE. X2 CHI COQ l� / l S S K 1 I I Chico, Colifornio 959266 (530) 899-8716 FAX (530) 899-1102 gg �-fI a t� n Z- tea. S4732 � Exp.6/3orcO ' ` UG 2 4 2006 SOF CA!-k� F PLANS HAKE F? EV1 D ONLY FOR Code; AMC WITH ATTA IED Ml IMUi AL CONS 3° drC �-fI a t� n Z- tea. S4732 � Exp.6/3orcO ' ` UG 2 4 2006 SOF CA!-k� F PLANS HAKE F? EV1 D ONLY FOR Code; AMC WITH ATTA IED Ml IMUi AL CONS OR MATION co w u..ra4r y � Cg V u- Q� Q� Q� dY1M1� s TMTM xxWN 0, J. Go yr� pA 1 F - AUG 2 5 2006 J05 NO, ROTH RES. - _SHEET -TPUSS R_L.ROTH2A w RAFT 27.TP07 FILE Copy AUG 15 2006 oF SHEETS ;h i 3° S f' k 'P r, f i. qt 2. rj n � 5 R f f i r 'r r, jE 8; .+ X z OR MATION co w u..ra4r y � Cg V u- Q� Q� Q� dY1M1� s TMTM xxWN 0, J. Go yr� pA 1 F - AUG 2 5 2006 J05 NO, ROTH RES. - _SHEET -TPUSS R_L.ROTH2A w RAFT 27.TP07 FILE Copy AUG 15 2006 oF SHEETS ;h i r cc Na. 4732 s EXP.�ol CM -W AUG 2 2006 TIJESE PLAN HAVE REE APAINVID ONLY R WWI ANCI Yell HED MRUG'7laRAL C&CULATION5 FOUNDATION NOTES 1. THIS FOUNDATION TO BE A "DOUBLE POUR" SYSTEM, 2. ALL EXTERIOR CONC, SLABS TO HAVE 1/4" .12" MIN. SLOPE. 3. ANCHOR BOLTS TO BE INSTALLED AS PER SEC. 1806.6 OF U. B. C. 4. CONCRETE SUB --CONTRACTOR TO VERIFY ALL CONDITIONS & DIMENSIONS BETWEEN FLOOR PLAN & FOUNDATION PLAN PRIOR TO POURING CONCRETE. 5, ADD "FIBER MIX—STEALTH" TO HOUSE SLAB ONLY, AS PER MANUF. SPECS. 6, GRAVEL BASE TO BE SATURATED w/ WATER TO A DEPTH OF 2" MIN. PRIOR TO SECOND POUR. 7, PROVIDE "BURKE FILM CONCENTRATE" OVER HOUSE SLAB AS PER MANUF. SPECS. FOUNZ,) ATION FLAN. 1/511 = I, oil R s S :i { i 'J u of j j2 = F. f' A Sr 3 i'. S. ;�jCYj :3 2 t S i S i } PI y f { 1 K , 1 f � i ;3 11.1 £G ?K` DRAWN 0, 1 c. DATE AUG 2 5 2006 JOE3 NO, ROTH RE6, 3r: RE SHEET VINDW6 IN GARQ.GE K Z �7EI� tb7 l / f AUG 2 3 2006 or- swa r -_7f �� L rIMVIueitu, a Ll -z: — 11 d �� A 13111mall lao 'OVAK % N 0. Al 'Y lq y V , �el A 4 w II do > 000" Alfg -tAl awIlyy a.# vV k A, Alcl i �-4 A 'I , ,�Lap V. 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