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HomeMy WebLinkAbout042-100-053Butte 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) 538-7785 Facsimile www. buttecou nty. neVdds ADMINISTRATION * BUILDING *PLANNING June 28, 2006 Perry Whitfield PO Box 3258 Chico, CA 95927 Re: Application for LLA, LLA 06-22 A.P. Number(s) 042-100-053, 054 Dear Applicant: On June 28, 2006, the Department of Development Services made the finding that the Lot Line Adjustment on the above referenced property is exempt from environmental review, and approved the project subject to the conditions on the attached page. Should you appeal the decision of the Dept. of Development Services, please submit your appeal, in writing, with the appeal fee of $50.00, to the Clerk of the Board of Supervisors, 25 County Center Drive, Oroville, California 95965, prior to 4:00 p.m., July 10, 2006. The conditions 'of approval must be,met within thirty-six (36) months from the date of approval by the Department of Development Services or the approval will be considered null and void. If you have any questions concerning this matter, please contact this office at (530) 538- 7601, Monday through Friday, 8:00 a.m. to 4:00 p.m. Sily t larco Assistant Director of Development Services TS/ cc: Elizabeth & Lloyd Hightower, PO Box 3258, Chico, CA 9.5927 L & L Surveying, PO Box 671, Paradise, CA 95967 Environmental Health Department Building Division CONDITIONS OF APPROVAL Perry Whitfield, LLA, LLA 06-22, 042-100-053, 054: lot line adjustment to create parcel frontage on Kennedy Avenue for APN 042-100-053, located on the south side of Kennedy Avenue, approximately 2,750 feet west of Highway 32 (2711 & 2737 Kennedy 1. New lot or parcel lines shall comply with setback requirements of applicable zoning and building ordinances. 2. Deeds and plats (if required) shall be submitted to the Department of Public Works, Land Development Division, for checking and approval prior to recordation and shall contain the notes specified below. Include a legal description signed by a registered civil engineer licensed prior to 1982 ora professional land surveyor. 3. Provide documentation from a title company on the applicant's choice verifying any deed of trust affected has been partially re -conveyed or modified to reflect the lot line adjustment and to prevent the creation of any additional lot or parcel. 4. Prior to recordation of deeds, provide documentation verifying payment of taxes as reguired by Subsection (b) of Section 20-95 of the Butte County Code and as specified in Article 8 of Chapter 4 of Division 2 of Title 7 of the Government Code, commencing with Section 66492. 5. Install the septic system (tank and leach lines) within the new property lines and at least 5 feet from property lines and 50 feet to the existing well. Deed Note (To be placed on any deed to effect lot line adjustment) The purpose of this deed is to effect a lot line adjustment as approved by the County of Butte on The above described lands are to be combined with and become a part of those lands as described in the deed to as filed for record in Butte County Official records at Serial Number Book at Page r. No additional lots or parcels are created hereby. The scope of review of said lot line adjustment was limited as specified in Government Code Section 66412(d), and approval of it does not constitute assurance that future applications for building permits or other land use entitlements on the modified lots or parcels will be approved by the County of Butte. Plat Note (to be placed on any required Plat) This plat does not constitute a legal description of the lots or parcels depicted and does not show all easements of record on or affecting said lots or parcels. Lot Line Adjustment Conditions of Approval - Butte County Butte County Department of Development Services TIM SNELLINGS, DIRECTOR; PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile ADMINISTRATION * BUILDING * PLANNING MEMORANDUM i TO: Project File FROM: Mark Michelena, Senior Planner SUBJECT: Lot Line Adjustment for Perry Whitfield and Elizabeth & Lloyd Hightower, APN 042-100-053 & 042-100-054 DATE: June 26,-2006 Project Description and Site Characteristics • Lot Line Adjustment to move the common lines between the two project parcels. • APN 042-100-053 is currently 9.7 acres in size. With this lot line adjustment, the parcel would remain 9.7 acres. • 042-100-054 is currently 0.44 acres in size. With this lot line adjustment, the parcel would remain 0.44 acres. • The two parcels were created by a previous boundary modification in 1980 by a third part' . • The project parcels are located on the south side of Kennedy Avenue, approximately 1,900 feet east of Muir Avenue. • APN 042-100-054 is developed with a single family dwelling that was established prior to buidling permits. • APN 042-100-053 received building permits for the development agricultural accessory buildings. • The project parcels are zoned A-5 (Agricultural 5 -acre minimum) and designated by the Land Use Element of the Butte County General Plan as Orchard and Field Crops. • The project site is located in Supervisory District # 4. ■ Butte County Department of Development Services ■ Page I of 4 ■ ■ Whitfield and Hightower, LLA 06-22, June 26,'2006 ■ Project Anal • The purpose of this lot line adjustment is to provide parcel frontage for APN 042- 100-053. The proposed lot frontage will meet the minimum 65 feet required by the zone. APN 042-100-053 (9.7 acres) is and will remain consistent with the A-5 zoning. The parcel is deemed conditionally consistent with the general plan land use designation. - Predominate existing parcel sizes range from 5 to 10 acres. The average parcel size with a half mile of the project parcels is 4.73 acres. Adjacent to or in the general vicinity of urban boundaries. The project parcels are located approximately 100 feet west of the Chico Urban Area. Present status of agricultural production will not be significantly impaired. The. usable agricultural area on APN 042-100-053 will not be impacted. The transfer of land will be in the area between the existing agricultural accessory buildings on APN 042-100-053 and the existing residence on APN 042-100- 053. There will be not impact to surrounding agricultural operations since a residential dwelling already exists on the smaller parcel (APN 042-100-054) and any residential dwelling to .be built on APN 042-100-053 will need to be located to reduce impacts to surrounding agricultural uses. • APN 042-100-054 (0.44 acres) is currently and will remain not consistent with the zoning -(A-5) and the general plan land use designation (OFC). • Staff has determined under Butte County Code that the lot line adjustment will be an improved design by creating parcel frontage for a currently land locked parcel. CEQA Issues This project is exempt from the requirements of the California Environmental Quality Act (CEQA) under a Section 15305(a) exemption (minor lot line adjustments). ACTIONS FOR CONSIDERATION: Staff recommends that the Director take the following action: I. Find that the project is exempt from environmental review under Section 15305(a) of the California Environmental Quality Act (CEQA). A Class 5 exception consists of minor alterations in land use limitations in areas with an average slope of less than 20%, which do not result in any changes in land use or density,. including but not limited to minor lot line adjustments, side yard, and set back variances not resulting in the creation of any new parcel. Because the project is exempt from the provisions of CEQA, the payment of fees pursuant to Fish and Game Code Section 711.4 and 14 CCR 753.5 is not required. ■ Butte County Department of Development Services ■ Page 2 of 4 ■ ■ Whitfield and Hightower, LLA 06-22, June 26, 2006 ■ II. Approve the Lot Line Adjustment for James and Nancy Barnes, APN 042-100-053 and 042-100-054, Project # LLA 06-22, based on the following findings: A. The lot line adjustment will be an improved design by creating lot frontage that meets the zoning requirements for a landlocked parcel. B. The resulting parcels will remain the same size as the original parcels. C. The proposed Lot Line Adjustment is consistent with the requirements of Butte County Code Section 20-95 (b). K:\Planning\PROJECTS\LLA\Whitfield LLA 06-22\LLA Memorandum Draft.doc ■ Butte County Department of Development Services ■ Page 3 of 4 ■ ■ Whitfield and Hightower, LLA 06-22, June 26, 2006 ■ EXHIBIT A Lot Line Adiustment for Perry Whitfield and Elizabeth & Lloyd Hightower, on APN 042-100-053 & 042-100-054, File # LLA 06-22 I. CONDITIONS OF APPROVAL: New lot or parcel lines shall comply with setback requirements of applicable zoning and building ordinances. 2. Deeds and plats (if required) shall be submitted to the Department of Public Works, Land Development Division for checking and approval prior to recordation and shall contain the notes specified below. 3. Provide documentation from a title company of the applicant's choice verifying any deed of trust affected has been partially re -conveyed or modified to reflect the lot line adjustment and to prevent the creation of any additional lot or parcel. 4. Prior to recordation of deeds, provide'documentation verifying payment of taxes as required by Subsection (b) of Section 20-95 of the Butte County Code and as specified in Article 8 of Chapter 4 of Division 2 of Title 7 of the Government Code, commencing with section 66492. Install the septic system (tank and leach lines) within the new property lines and at least 5 feet from property lines and 50 feet to the existing well. Deed Note (To be placed on any deed to effect lot line adjustment) The purpose of this deed is to effect a lot line adjustment as approved by the Butte County Director of Public Works on . The above described lands are to be combined with and become a part of those lands as described in the deed to as filed for record in Butte County Official Records at Serial Number Book Page .. No additional lots or parcels are created hereby. The scope of review of said lot line adjustment was limited as specified in Government Code Section 66412(d), and approval of it does not constitute assurance that future applications for building permits or other land use entitlements on the modified lots or parcels will be approved by the County of Butte. Plat Note (To be placed on any required Plat) This plat does not constitute a legal description of the lots or parcels depicted and does not show all easements of record on or affecting said lots or parcels. ■ Butte County Department of Development Services ■ Page 4 of 4 ■ ■ Whitfield and Hightower, LLA 06-22, June 26, 2006 ■ CONDITIONS OF APPROVAL Perry Whitfield, LLA, LLA 06-22, 042-100-053, 054: lot line adjustment to create parcel frontage on Kennedy Avenue for APN 042-100-053, located on the south side of Kennedy Avenue, approximately 2,750 feet west of Highway 32 (2711 & 2737 Kennedy New lot or parcel lines shall comply with setback requirements of applicable zoning and building ordinances. 2. Deeds and plats (if required) shall be submitted to the Department of Public Works, Land Development Division, for checking and approval prior to recordation and shall contain the notes specified below. Include a legal description signed by a registered civil engineer licensed prior to 1982 or a professional land surveyor. 3. Provide documentation from a title company on the applicant's choice verifying any deed of trust affected has been partially re -conveyed or modified to reflect the lot line adjustment and to prevent the creation of any additional lot or parcel. 4. Prior to recordation of deeds, provide documentation verifying. payment of taxes as reguired by Subsection (b) of Section 20-95 of the Butte County Code and as specified in Article 8 of Chapter 4 of Division 2 of Title 7 of the Government Code, commencing with Section 66492. 5. Install the septic system (tank and leach lines) within the new property lines and at least 5 feet from property lines and 50 feet to the existing well. Deed Note v (To be placed on any deed to effect lot line adjustment) The purpose. of this deed is to effect a lot line adjustment as approved by the County of Butte on The above described lands are to be combined with and become a part of those lands as described in the deed to as filed for record in Butte County Official records at Serial Number Book at Page No additional lots or parcels are created hereby. The scope of review of said lot line adjustment was limited as specified in Government Code Section 66412(d), and approval of it does not constitute assurance that future applications for building permits or other land use entitlements on the modified lots or parcels will be approved by the County of Butte. Plat Note (to be placed on any required Plat) This plat does not constitute a legal description of the lots or parcels depicted and does not show all easements of record on or affecting said lots or parcels. Lot,Line Adjustment Conditions of Approval - Butte County OLD 0 SANITATION CLEARANCE TO: Building Department FROM: Environmental Health RE: Release f H94 on a Sanitation Clearance DATE: �/ 69C'? OWNER: G /� R� 0 LOCATION: �2- % 3 7 :�r AP NUMBER:.n4a_ Im — o BUTTE CONY JUN 2 0 2006 DEVELOP SERA EAI IVES NT The above parcel has now received our final approval for the sanitation clearance for both the sewage disposal system and the water supply. NOTES AND ADDITIONAL COMMENTS: , 7� ENVIRONMENTAL HEALTH SPECIALIS r` BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530)891-2834 (CHICO) OFFICE #: (530) 538-7541 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class: License Number: Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). I, as owner of the property, am exclusively contracting with licensed. contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of the dsines s a ofessions Code Date:S I� L)6 Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation insurance, as required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: Policy .® I certify that in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if 1 should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Dale: S' /g' 06 Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY 1 hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Address: PERMIT NO. BPO52411 Issued Date: 05/18/2006 APN: 042-100-053-000 Site Address: 2737 KENNEDY AVE CHI Map Index: Description: NSF (4107) GAR (1092) COV (716) BRZWY (105) Owner: WHITFIELD WENDELL PERRY DBA KENNEDY KIWI P O BOX 3258 CHICO, CA 95927-3258 Applicant: WHITFIELD WENDELL PERRY DBA KENNEDY KIWI P O BOX 3258 CHICO, CA 95927-3258 Contractor: License #: Architect: Engineer: HUBLEY, MICHAEL D. q 6020 S.F. Total Square Ft: O/ _7 Valuation: $306,299.00 Census Code: s hereby to do wo PERMIT EXPIRES pplic#le provisions of the Butte County Code and/or for iclYffes- have _been paid. Date: ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ . Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized age t of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any officip orm or doi ent of Butte County. I hereby authorize represent/ativves of Butte County to enter upon the above mentioned property for inspection purposes. Print Name: /�/ �Ql/�/ W/I 9 Signature: Date: /Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 l �� y�-7(p. 0 8' �VTT� U TE COUNTY ° ° DEPARTMENT OF DEVELOPMENT SERVICES ° ° BUILDING PERMIT APPLICATION o _ o AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 ° ° OFFICE #: (530) 538-7541 ` c0U N'�� A FEE WILL BE REQUIRED AT TIME OF APPLICATION "PLEASE PRINT CLEARLY'"*' OWNER Last Name �� first Name e I Address 2_TS7 7 ke nn 2 \� City Gh I e� state c A Zip q59?3 Phone 530-332- 9565 530. 520-652-0 E-mail IARcHaEcTIENGiNEER • CONTRA TOR Name Address 03 io L IAA Ave Z D Address State OL City Phone J3,, p pl_ g7/& o t State Zip Phone Address Fax E-mail Lic. # Class IARcHaEcTIENGiNEER • 2 `T — [ 1 I VNP Address 03 io L IAA Ave Z D City i U State OL Zip ' z& Phone J3,, p pl_ g7/& o t Fax E-mail S Nu ber APPLICANT NAME Name W, -Per !_ I lC, Address �po. BOX 3 2,6,? City Ch1CA State CAI Zip 95927 Phone630 - 52o—(.62o Fax E-mail For office use on Zoning Flood Zone SRA Yes Oce. I Typ Const. Subdivision Name Map Book Page Lot # Planner Date Approved: PERNUT NO. LOCATION AP# 6 1 C6 - Os Property Address 2 73 7 / _l)4 RUQ ! UCity�' / �U Cross Street MUAP 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 UVLK 1 -UK ZiUt3MITTAL REQUIREMENTS L, K:\FORMS\BUILDING FORMS\BldgApplSubRgmts.doc Page 1 of 2 Description o Scope of Work: r'2.2Z v r Sq. Footage ❑ Structure Built without Permits ❑ Proposed Change of Occupancy C-0 ✓ (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must he 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. �ivedby: Amount: I � • � Bldg SRA #: L t1�5qg' Date 9 � C� � 6—S Sheriff SMIP / 09'��/ Other REV 7-27-04 WILLDAN Scott Rutherford (530) 538-7160 srutherford a)buttecounty.net Plans Transmittal For Review Per Contract 09/12/2005 Applicant: Whitfield, Wendell Permit No: 05-2411 Project Type: Nsf 042-100-053 ` 100% 70% Plan Check Fees $ 1,710.43 $ 1,197.30 $ 1,197.30 W ILLDAN Fee $ 1,197.30 Copies Attached: Qty Chk 0 Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other 7 County Center Drive Oroville, CA 95965 (530) 538.7601 Telephone (530) 538.7785 Facsimile N TO: ' FROM: 1 SUBJECT' O DATE: WILLDAN Scott Rutherford (530) 538-7160 srutherford a)buttecounty.net Plans Transmittal For Review Per Contract 09/12/2005 Applicant: Whitfield, Wendell Permit No: 05-2411 Project Type: Nsf 042-100-053 ` 100% 70% Plan Check Fees $ 1,710.43 $ 1,197.30 $ 1,197.30 W ILLDAN Fee $ 1,197.30 Copies Attached: Qty Chk 0 Application Site Plan Review FEMA Elevation Certificate Building Plans Truss Calculations Energy Calculations Structural Calculations Residential Plan Review Guide Residential Construction Requirements Other Other COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET OWNER: `�, l �� ASSESSOR PARCEL NUMBER Proposed Building Use: Permit Technician: ) `D Date: . /E I 0 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. [ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. � 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. �;;u 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No 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 A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Installation manual, including marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate. ❑ 11. Letter of intent for non-residential buildings ❑ 12. Hazardous Material Form 13. Acknowledgement of building permit application without required clearances. ❑ 14. Other Re i ing items needed to issue the permit. (May require additional plan review upon receipt of the following items.) Sanitation and site plan approval from the Environmental Health Department in ❑ Chico O Oroville, as applicable ❑ �T&�Fire Sprinklers............................................................................................ f 9f t 17.. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 18. Soils Report and/or Engineered Foundation required ........................................... ❑ 19. Erosion Control Plan Required........................................................................ ` 1 (i ees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ City of Chico Plumbing permit........................................................................ ' 23. te plan and business license approval from the City of Biggs ............. ❑................ Californiaalifornia Department of Forestry plan approval ❑ paid. Sent by: 124. Planning approval for (A) UseD�(B)Parking: (C) Parcel Check: ..✓.... . l01 6 C , 125.46ontact Land Development about - Improvements, - Drainage ........................ 1 26. NPDES Form..:.......................................................................................:... ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... Cl 28. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 29. Worker's Compensation Carrier and Policy Number .......................................... tT 30. Owner -Builder Verification ( ✓Given to owner, _Mailed to owner) ..................... ❑ 3 Letter of Signature authorization.................................................................... el 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: , q �S 37. Other: When issued Telephone 9 5�0 5 5,;to VS) -band hold for pickup. I have been informed of�We above items and requirements for obtaining a building permit. Applicant: Date:!2 U5 1. Index permit application for the above items numbered: ) QPlan Check Letter 2. Additional items requirW 4,q4 Contractor, designer caner as advised of the above data by phone, ❑ mail, ❑ counter, b Date:4 AS— Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Plans reviewed by: Date: Plans approved by: I I i 11%- Date: - Structural reviewed by • Date: Structural approved by: i Date: Note transfer by: Date: Yellow: Building Division COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES — BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 PHONE (530)538-7541, FAX (530)538-2140 SCHEDULE OF RECEIPT OF FEES Website: www.buttecounty.net/dds on,E. Wh,i-}�e�d PROPROSED BUILDING USE I '` 1. BUILDING PERMIT FEES --- Balance Due ....................: $ --- FEMA Flood elevation review ... $ -- Additional plan checking Fee.... $ �1 G ` 2. SCHOOL DISTRICT FEES ` &'12' -LO dim (paid at School District Office) (form available after Plan Check) 3. SHERIFF FEES (paid at Building Division) Commercial (sq. ftg.)..... X $0.03 = $ Sq.Ftg. 4. RECREATION DISTRICT FEES W _fN001 15 0,11mr (paid at Recreation District Office) (form available after Plan Check) 5. RESIDENTIAL DEVELOPMENT IMPACT FEES COUNTY WIDE (per dwelling) $ , CHICO URBAN AREA (per dwelling) $ EL MEDIO FIRE DISTRICT (per dwelling) $ A.P. # t (Z- O5 DATE Z 6 RECEIPT # DATE REC. -D 6 5-1) 1&" - " NORTH CHICO SPECIFIC PLAN (per dwelling) Zoning $ aVF( 6. SRA FIRE INSPECTION AND PLAN CHECK FEE $204.98 (paid at Building Division) 7. WATER TENDER FEES BATTALION # $200.00 (paid at BuildingDivision) 8. SMIP 3v " ✓ �.�0 S—/� �d 6 9. DRAINAGE FEE 10. OTHER 11. OTHER At time of permit application, I was advised the above fees are required to be paid prior to issuance of the permit. These fees may be changed during tl plan ct}q�' ting process. APPLICANT DATE 9-S OS Pursuant to Government Code Section 66020, you are hereby notified that items, 2, 3, 4, 5, 6, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original -Building Division Yellow -Applicant Pink -Owner (rev. 7/05) 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.)l personally plan to provide the mmaljor labor and material for construction of this proposed property improvement: YES [ ✓] NO [ ]. 2. I HAVE [ d ] HAVE NOT [ ] signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: ADDRESS: PHONE - CONTRACTOR'S LICENSE NO: 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: PHONE: CONTRACTOR'S LICENSE NO: 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK lJo,nr i SIGNED: PROPERTY OWNER: DATE: (/- ,3� -OS NOTE: This Owner -Builder verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. Rev'd 11/4/2004 Butte County Department of .Development Services ADMINISTRATION * BUILDING * GIS * PLANNING 7 County Center Drive Oroville, CA 95965 (530) 538.7541 Telephone (530) 538.2140 Facsimile �%'i�vrvn'a".:�'��"n'ich.5r.;'^air'_-'.'''�t�}::`;t=2: "'r,,'+tu_r;�r« i9s'.'�`I f ';;?,•.�ti��a '�[�?7�'`'s...`°r;'' �'.,,^r.. ..t?�' `�r '.::�:C:'•a; Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that your plan to subcontract, you should be aware of the following information for your benefit and protection: o If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $200 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. o If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers' compensation insurance, disability insurance costs, and unemployment compensation contributions. o There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. o For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board in your community or at 1020 N Street, Sacramento, California 95814. Please complete and return the enclosed owner -builder verification from so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. X Micitiel C. Vieil, C.B.O. Ma ager, Building Inspection NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. arfof Public Vlorks ;• �s„ e P rr�er� -,,� C o u n t y o f g U t e j� :':.•�' ;,✓ �� LAND DEVELOPMENT DIVISION J. Michail Crump, Director Storm Water ManagementPro;ram �'•. s ® 7 County Center Drive 11 �j'� 5 / Oroville, CA 95965 (530) 538-7266 �Uc WOF� (FAX) 538-7171 National Pollutant Discharge Elimination System (NPDES) Phase 11 Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgement BLESS THAN 1 ACRE) Project Description: Project Location and/or Parcel Number: O/_/2 --10D' 0S 3 By signing below, I, the project ownerlowner's agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that L therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site build -outs of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water,Permit from the State of California Regional Water Quality Control Board for a project. that disturbs one acre or more of land may result in revocation of grading and/or other permits or other sanctions provided by law. Signed: Title: Date: Qg -O� Butte CountyDepartrnent of DevelopmentServlces ° 0 7 County Center Drive �,.. u ° �. <- ° Oroville, CA 95965 00aG. •-- (530) 538-7601 Telephone °�, y° (530) 538-7785 Facsimile 0041 (BUILDING PERNUT APPLICATION WITHOUT REQUIRED CLEARANCES I request and authorize the Building Division to process this building permit application through the plans examination process WITHOUT first obtaining all necessary, related permits and clearances from other regulatory entities, including but not limited to, Planning, Environmental Health, Land Development, County Fire, and Agriculture. I hereby acknowledge: o I need to submit applications for septic and/or well to Butte County Environmental Health immediately. • I am required to bring the approved Environmental Health site plan and approved sanitation: clearance to the Building Division as soon as clearance is obtained 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 r wire 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: APN: NZ -100-052 Building site address: X37Permit No.: I have read, understood and accept the terms and conditions as expressed herein as indicated by my submission of the a ove-referenced building permit application and my signature below: SIGNATURE OF APPLICANT DATE K_FnrmVB1dQPermitwithoutClearances020705 SITE PLAN REVIEW APPLICATION Date: Lo_ky/6,s— AP# a�faZ Permit Number (if applicable) O 5 —)--L// Bin Number APPLICANT INFORMATION Parcel Size: ♦ . A . Owners Name: / Owners Address: 7 3 7 (�iit/� C4c, CJ�- 9, V 7.3 Telephone No.: Site Address: 5 z ek Proposed Use: Zone:" —� Residential New Single Family Residential ❑ Single Family Addition ❑ Single Family Remodel ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition Other ❑ Septic ❑ Agricultural Exempt Building ❑ Other: Explanation/Issue: ❑ Commercial Remodel ❑ Industrial Remodel ❑ Well ❑ Agricultural Buffer Form DEVELOPMENT SERVICES INFORMATION (For Staff Use GP: dF(f, Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval ❑ Resolved y1Date 5' 1 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: A ' S Applicable Building Setbacks: General Plan: OFC - ❑ Setbacks identified on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. ❑ Use PermiVMinor Use Permit Permit Number: Date of Approval: 7 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front Side s i 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 PermiVMinor Use Permit Permit Number: Date of Approval: 7 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 _a D Co-p-rments: /�14�i/t�S . /a�2� l S x ct rh , ga CIV ❑ 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 M Subdivision Map/Parcel Map: Map Date of Recording: Lot: Book: Page: 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 Authorized 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: 2� e Phone: 530.,E 5 - �jc� Mailing Address TO , soy 3 ?--,5T Ck, f c- CA gS�a E -Mail address Assessor's Parcel Number: Oq L - 7 epi) - d, 3 Reason you believe you qualify for the unusual circumstances exception: 157 S��t. loc_s Ad G.,�/cry ;0,- 300 -e' Liu �e �-Z,0rk(L ?--Y-os Owner or Authorized 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 this ................................................................................................................................................... Internal Dept. Contact Info: ❑ Env. Health ❑ Planning ❑ Building ❑ Other Contact Person: Phone: ......................................................................................................................................................................................... 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: w,W.rs 4e. Agricultural Department Signature: Date: _ ZE26 YMC 7/1/03 WILLDAN Serving Public Agencies November 28, 2005 Scott Rutherford Butte County Building Department 7 County Center Drive Oroville, CA 95965 (530) 538-7169 (530) 538-2140 FAX BUTTE COUNTY PLAN REVIEW REPORT Status: Approved Jurisdiction Job No: 05-241 f Assessor's Parcel No: 042-100-053 Description: Whitfield -NSF Willdan Project No: 14353-1892-M Dear Mr. Rutherford: Willdan has completed a plan review of submitted plans and documents for the above referenced project and recommends your approval with the conditions noted on the 2"d page of this letter. The plans and documents provided for this review that have been found in compliance with the applicable codes are: * Plans: Two (2) copies, sheets AO through A3.1, E1.1. E1.2, S1.1 through S1.3, SN, SDI, SD2, dated 8/8/05 by Buttitta & Associates. * Structural Calculations: Two (2) copies dated 9/2/05 by Vertical Technology Engineering. * Truss Calculations: Two (2) copies dated 8/23/05 by Longfellow Lumber Co., Inc. r * Energy Calculations: Two (2) copies dated 7/26/05, revisions dated 11/07/05 by Max Ramirez. * Misc. Documents: Two (2) copies Elevation Certifications dated 9/2/05. The plans have been stamped with the Willdan approval stamp and dated. According to our previous letters relating to this project, the superseded plans and documents will be discarded within '10 days unless we receive other instructions. On the pages to follow is the identification of the codes and standards applicable to the project, a code analysis, conditions -of -approval and identification of any deferred submittals. Cc: Alice Mefford amefford@buttecounty.net Vertech Engineering, Fax: 530-899-1102 R A W I LLDAN : Serving Public Agencies APPLICABLE CODES Our review was based on requirements of the 2001 California Building Standards Code found in the California Code of Regulations, Title 24: • Part 2, known as the California Building,Code (CBC). • Part 6, known as the California Energy Code, and Energy Commission Standards (CECS). CODE ANALYSIS Specific Use Type of Occupancy Type of Construction Stories 151 Floor Sq Ft 2 "d Floor Sq Ft Total Sq Ft W4 444 .NSF R-3 V -N' 1 ;° 4107 N/A 4107 COV PORCH R-3 V -N 1 716 N/A 716 GARAGE U-1 V -N 1 1092 N/A 1092 CONDITIONS OF APPROVAL 1. Approval is contingent upon the review, requirements and approval of other departments and/or agencies that have jurisdiction over this project. 2. Revisions and/or notes as red -lined on the plans; 3. All plan sheets shall be signed by designer or person responsible for the plans as required by California Health & Safety Code Section 5536.1: 4. The Title -24 -CF -1R -form ;shall be signed by the designer, owner or other person taking responsibility for the project design and -the Title -24 -documentation author (where different). CES 10-103(a)1 and California Residential Manual 1.4.8 5. Field inspector to verify installation of existing or new smoke detectors in all existing bedrooms and hallways .leading to bedrooms (may be either battery operated or 110 volt with battery backup) as required when the valuation of any addition made to a Group R -occupancy exceeds $1000 per CBC 310,.9.1.2 through CBC 310.9.1.5 6. Gable -End Truss calculation submittal is deferred to Butte Co.'s review at their discretion. 7. Upon completion of the structure, the elevation of the lowest floor shall be certified by a registered professional engineer or surveyor '& verified by a Butte Co. building inspector to be properly elevated, & the cert. & verification provided to the Flood Plain Administrator. SPECIAL INSPECTION NEEDS. Our plan review reveals no special inspection needs pursuant to CBC 1701. DEFERRED SUBMITTALS Our plan review reveals no deferred submittals. Tom Trueb Plans Examiner Page 2 of 2 Ricardo Guzman, S.E. Structural Plans Examiner Butte County 05-2111. W.illdan 143534892-.M..PC'21" BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FORM O FEATHER RIVER RECREATION AND PARK DISTRICT (FRRPD) XCHICO AREA RECREATION AND PARK DISTRICT (CARD) 0 PARADISE RECREATION AND PARK DISTRICT (PRPD) ❑ DURHAM RECREATION AND PARK DISTRICT (DRPD) Assessor Parcel Number (s)S�/ Building Permit Number DS,;2W Property Owner (s) k "i Project Location /Address Subdivision Name Assessable Sq. Ftge Type of Residential Development (check one) New Development ✓Single Family -Detached Single Family -Attached Alteration/Addition(s) Non-Residential'to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) verified by Building Department Comments: uil ing Department Repr to ve ate ❑ FRRPD 2 CARD ❑ PRPD 0 DRPD certifies that: WP PTF 1EL"'D S-tO- 657, Applicant Name Phone Number �01 &A Chen CCL iSiz7 Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: Remarks: Paid by Check N 17 - Recreation and Park Dwelling Units @ $ % 01 per unit for a total of $ oC Square Feet @ $ per sq foot for a total of $ Paid by Cash: _ Receipt No: Date BUTTE COUNTY SCHOOLS IMPACT.FEE CERTIFICATION FORM (One form per Building) School District_ h (( Building Department No. S n d I A.P. Number DI49-1UU-Vy3 Jurisdiction: Q City =zlcounty Property Owner Property Location/Address a7 kle M Subdivision Lot No. Residential Development Q Q Q Sq. Footage No o Living Mobile Home Addition/ 'Supplemental to (Group. R) Units Installation Conversion Permit # '••(No foundation inspection) :........................................................................................ Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice of Limited Use Facility document) Commercial/Industrial 0 0 Sq. Footage New Addition (Including Exterior Roofed Areas) uildmg Department Repres rJ -3ti Date District Identification No. �Q o (O C-,-)- l 0 c-0 Un f '�-► Q � School District certifies that „ (Applicant) .0, 0 6 X 3ary (Street Address) (Phone Number) CIS Gv �'J 9- ;� 9 (City) J (State) (Zip Code) / QQ / r, has complied with the requirements of Resolution No. (Ga - a by payment of $ 1 / /• (011 representing _4 16 7 square feet. 771- Paid by Check # ,� Remarks: i B 2926 _ ULL MITIGATION $ - Date Notice: You may protest the Imposition of the fees Identified above by submitting 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 will prohibit you from challenging the Imposition of the fees In any court action. H, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Forth, the School District Is notified by the applicable Local Planning Agency that this project Is being reviewed under the Callfomta Envlronmental duality Act (CEQA), this project may be subject to additional school fees to fully mfilgate Its Impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) feeform.xls (3r05Wnm PLAN REVISION Owner's Name: 111�7_bL-2� AP#: 62 t/ 2 -a 5 BP#: 05--2L/// Received By: Ca_n Date:—(-/ —/7--o6 Time: Contact Person & Phone Number: PC� PURPOSE OF RE -SUBMITTAL OR REVISION ❑ Permit* Application Data Sheet Item ❑ *Engineering *Plan Revision ❑ . *Requested by Building Inspector's Correction Notice - Inspector's Name: ❑ Requested by Plan's Examiner - Plan Examiner's Name: ❑ Other,: r *If revising a plan which has already been issued, submit two (2) drawings reflecting the revision for plan review along with your approved plans. If engineering is involved in this revision, the engineer must put his requirements on these drawings and wet stamp and sign two sets of engineered drawings. Revised drawings must clearly show changes proposed and locations involved. WHEN APPROVED, PROCESS AS FOLLOWS: ❑ Mail to Owner/Contractor at this address: _ Call G �5-24_n, and hold for pick-up. ❑ Deliver with next inspection. Minimum revised plan check fee to be collected .at time of submission of revision, plans examiner will determine if additional plan checking fees are needed: .Minimum $54.99 Receipt #: 0 L Fee not required for revisions requested by plans examiner prior to issuance of permit. ❑ Additional Fee Amount: Receipt #: Revised 2/04 I TO: ui ding Division - Development Services FROM:Environmental Health D1. USE ONLY Plot Plan Attached (�E— Floor Plan Atfached�— Sent to 8D/DS / jze Sao SUBJECT: Sanitation Clearance r A 2 ? kC-1 ,24/a V14 6,<A - IW -0 5-3 Owner Location AP# Plan Approved for: Sewage Disposal: ✓ Water Supply: Public Private Well Clearance for dwelling. Other ,-,Hold final for —�� i rance O.K. for: NOTE: Environmental Health Special Building Clearance 9/2005 Da e � t AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 2006®0019217 Recorded i REC FEE 16,0@ Official Records I County of I COPIES 3,50 Butte I CMCE J. GRUBBS 1 County Clerk-Recorderl I I JC 011:22AIi1 17 -Apr -20% I Page 1 of 4 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: C paSe-S I , 2 , aid S , Date PROPERTY OWNERS: State of Caff ;a ;. a County of 5,017 rA ' "a4 On SCC 3 avoS before me, personally appeared GU. /`�E.2,Q ► CSU r-1 &"C.O personally known to me (or proved to me on the basis q6atisfactory evidence) to be the person(03 whose name(9) is/are subscribed to the within instrument and acknowledged to me that he/she4b" executed the same in his/hef their authorized capacity'ie911 and that by his/heFk*eir signatureXon the instrument, the personS4or the entity upon behalf of which the person acted, executed the instrument. WITNESS my hand d official seal. Signature Seal: WENDEII L. YVNITFIELD _ Comrrdssbrr* 1616110 n ( Notary PubdC • Ca CffdO A.P. # ` Santa Clara County My Comm. E)0w Nov 23, 2009 SL LEGAL DESCRIPTION FOR FIDELITY Page 1 of 3 NATIONAL TAX SERVICE ORDER Loan No. 3733920 Wendell Perry Wldtfield THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: PARCEL I -A: A PORTION OF LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIXTH SUBDIVISION OF THE JOHN BIDWELL RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER 3, 1901, IN BOOK 5 OF MAPS, AT PAGE(S) 30, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT IN THE CENTER OF KENNEDY AVENT7E ON THE NORTH LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWEST CORNER OF SAID LOT 31 BEARS WEST, 183.78 FEET, SAID POINT BEING ALSO THE NORTHEAST CORNER OF A PARCEL OF LAND DESCRIBED IN DEED TO MRS. TANSIE ALICE PURCELL, RECORDED OCTOBER 13, 1949, IN BOOK 501, PAGE 252, OFFICIAL RECORDS; THENCE CONTINUING EAST ALONG THE NORTH LINE OF LOT 31, A DISTANCE OF 144.-22 FEET TO THE NORTHWEST CORNER OF A PARCEL OF LAND DESCRIBED IN DEED EXECUTED BY H. L. PURCELL TO JEAN M. BEATTY, RECORDED FEBRUARY 2, 1916, IN BOOK 149 OF DEEDS, PAGE 2.21, BUTTE COUNTY RECORDS; THENCE SOUTH ALONG THE WEST LINE OF SAID BEATTY'S PARCEL OF LAND TO THE SOUTHWEST CORNER OF SAID PARCEL, SAID SOUTHWEST CORNER BEING IN THE CENTER OF CHANNEL SLOUGH, AND ALSO BEING THE SOUTH LINE OF SAID LOT 31; THENCE WESTERLY DOWN THE CENTER OF SAID SLOUGH AND THE SOUTH LINE OF LOT 31 TO A POINT WHICH BEARS EAST 83.78 FEET FROM THE WEST LINE OF SAID LOT 31; THENCE LEAVING SAID SOUTH LINE AND PARALLEL WITH AND 83.78 FEET EAST OF THE WEST LINE OF SAID LOT 31, NORTH 1514.06 FEET, MORE OR LESS, TO AN IRON PIPE ON THE SOUTH LINE OF A JOINT OWNERSHIP WELL SITE; THENCE EAST, 5.0 FEET TO AN IRON PIPE; THENCE NORTH 25.0 FEET TO AN IRON PIPE; THENCE WEST 5.0 FEET TO AN IRON PIPE; THENCE PARALLEL WITH ANP 83.78 FEET EAST OF THE WEST LINE OF SAID LOT 31, NORTH 153 FEET TO AN IRON PIPE, SAID PIPE ALSO BEING THE SOUTHWEST CORNER OF THE ABOVE MENTIONED TANSIE ALICE PURCELL PARCEL OF LAND; THENCE EAST ALONG THE SOUTH BOUNDARY LINE OF SAID PARCEL, 100 FEET TO AN IRON PIPE MARKING THE SOUTHEAST CORNER OF SAID PARCEL; THENCE NORTH ALONG THE EAST BOUNDARY LINE OF SAID PARCEL, A DISTANCE OF 120 FEET TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM.THE FOLLOWING DESCRIBED PARCEL OF LAND: A PORTION OF LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIXTH SUBDIVISION OF THE JOHN BIDWELL RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER 3, 1901, IN BOOK 5 OF MAPS, AT PAGE(S) 30, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: l LEGAL DESCRIPTION FOR FIDELITY Page 2 of 3 NATIONAL TAX SERVICE ORDER Loan No. 3733920 Wendell Perry Whitfield PARCEL -1-A --CONTINUED BEGINNING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWEST CORNER THEREOF BEARS WEST 183.78 FEET; THENCE SOUTH, A DISTANCE OF 138.50 FEET; THENCE EAST, A DISTANCE OF 75.00 FEET; THENCE SOUTH, A DISTANCE OF 26.50 FEET; THENCE EAST, A DISTANCE OF 41.72 FEET; THENCE SOUTH, A DISTANCE OF 58.50 FEET; THENCE EAST, A DISTANCE OF 27.50 FEET; THENCE NORTH, A DISTANCE OF 223.50 FEET TO THE CENTER OF SAID KENNEDY AVENUE; THENCE WEST, ALONG SAID CENTER OF KENNEDY AVENUE, A DISTANCE OF 144.22 FEET TO THE TRUE POINT OF BEGINNING. AP#: 042-100-053-000 PARCEL -1-B: AN EASEMENT FOR INGRESS AND EGRESS AND PUBLIC UTILITY EASEMENT, DESCRIBED AS FOLLOWS: A.PORTION OF LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIXTH SUBDIVISION OF THE JOHN BIDWELL RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER 3, 1901, IN BOOK 5 OF MAPS, AT PAGE(S) 30, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A NON-EXCLUSIVE EASEMENT 60 FEET IN WIDTH FOR ROADWAY AND PUBLIC UTILITY PURPOSES, ALONG WITH THE RIGHT OF USE AND MAINTENANCE FOR SAID PURPOSES, TOGETHER WITH THE RIGHT TO HARVEST, MAINTAIN, PLANT AND/OR REPLANT ANY CROPS WITHIN SAID EASEMENT, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWEST CORNER OF SAID LOT 31 BEARS WEST, A DISTANCE OF 183.78 FEET; THENCE SOUTH, A DISTANCE OF 138.50 FEET; THENCE EAST, A DISTANCE OF 60.00 FEET; THENCE NORTH, A DISTANCE OF 138.50 FEET TO THE CENTER OF KENNEDY AVENUE; THENCE WEST, ALONG THE CENTER OF KENNEDY AVENUE, A DISTANCE OF 60.00 FEET TO THE TRUE POINT OF BEGINNING. PARCEL II: AN UNDIVIDED ONE-HALF INTEREST IN THE FOLLOWING DESCRIBED- PARCEL OF LAND: COMMENCING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWEST CORNER THEREOF BEARS WEST, 83.78 FEET; THENCE SOUTH, 273.0 FEET TO AN IRON PIPE LEGAL DESCRIPTION FOR FIDELITY Page 3 of 3 NATIONAL TAX SERVICE ORDER Loan No. 3733920 Wendell Perry Whitfield PARCEL II - CONTINUED MARKING THE POINT OF BEGINNING FOR THIS DESCRIPTION; THENCE EAST, 5.0 FEET TO AN IRON PIPE; THENCE SOUTH, 25.0 FEET TO AN IRON PIPE; THENCE WEST, 25.0 FEET TO AN IRON PIPE; THENCE NORTH, 25.0 FEET TO AN IRON PIPE; THENCE EAST, 20.0 FEET TO THE POIN1 OF BEGINNING. AP#: 042-100-040-000 s . t AND WHEN RECORDED MAIL TO: UTTE COUNTY BUI.LDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 '20'06-0019217 Recorde„ i REC FEE 161.E Osfficial Recoras County of i COPTP 3, 12 Butte C414-1ACc J. BR+JBB-B I Coupty Clerk-Recor-derl i I J 0,li.ccn 17-f4pr-EtK i Page 1 of 4 AGRICULTURAL. STATEMENT OF ACKNOWLEDGMENT FOR RESIDENTIAL DEVELOPMENT Section '2b-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: p�SeS (, 2 , aid 3 , Date /.-;L 2 j - 200-5 PROPERTY OWNERS: State .of C'al:fcrr.@w ) County of On SGC 0 before me, personally appeared GU. Pe -/2w V (10 personally known to me (or proved to me on the basis 4satisfactory evidence) to be the person(g) whose name(g) is/ase subscribed to the within instrument and acknowledged to me that he/sheMtey executed the same in his/her-/tlieir authorized capacityfiol and that by his/herfEheir signatureoon the instrument, the personS4 or the entity upon behalf of which the persono acted, executed the instrument. WITNESS my hand and official seal. Signature__1/ _ � Seal. WENDEII L. WHITFIELD Comn-"on # 1616110 y Notary Public - CCO060r! A.P. # Sonto Clara Cou My Come. Eras Nov 23.2009 yc s LEGAL DESCRIPTION FOR FIDELITY NATIONAL TAX SERVICE ORDER Loan No. 3733920 Wendell Perry Whitfield Page 1 of 3 THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: PARCEL I -A: A PORTION OF LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIXTH SUBDIVISION OF THE JOHN BIDWELL RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNTA;.ON"DECEMBER 3, 1901, IN BOOK 5 OF MAPS, AT PAGES) 30, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM'WHICH POINT THE NORTHWEST CORNER OF SAID LOT 31 BEARS WEST, 183.78 FEET, SAID POINT BEING ALSO THE NORTHEAST CORNER OF A PARCEL OF LAND DESCRIBED IN DEED TO MRS..TANSIE ALICE PURCELL, RECORDED OCTOBER 13, 1949, IN BOOK 501, PAGE 252, OFFICIAL RECORDS; THENCE CONTINUING EAST ALONG THE NORTH LINE OF LOT 31, A DISTANCE OF 144.22 FEET TO THE NORTHWEST CORNER OF A PARCEL OF LAND DESCRIBED IN DEED EXECUTED BY H. L. PURCELL TO JEAN M. BEATTY, RECORDED FEBRUARY 2, 1916, IN BOOK 149 OF.DEEDS, PAGE 2.21, BUTTE COUNTY RECORDS; THENCE SOUTH ALONG THE WEST LINE OF SAID BEATTY'S PARCEL OF LAND TO THE SOUTHWEST CORNER OF SAID PARCEL, SAID SOUTHWEST CORNER BEING IN THE CENTER OF CHANNEL SLOUGH, AND ALSO BEING THE SOUTH LINE OF SAID LOT 31; THENCE WESTERLY DOWN THE CENTER OF SAID SLOUGH AND THE SOUTH LINE OF LOT 31 TO A POINT WHICH BEARS EAST 83.78 FEET FROM THE WEST LINE OF SAID LOT 31; THENCE LEAVING SAID SOUTH LINE AND PARALLEL WITH AND 83.78 FEET EAST OF THE WEST LINE OF SAID LOT 31, NORTH 1514.06 FEET, MORE OR LESS, TO AN IRON PIPE ON THE SOUTH LINE OF A JOINT OWNERSHIP WELL SITE; THENCE EAST, 5.0 FEET TO AN IRON PIPE; THENCE NORTH 25.0'FEET TO AN IRON PIPE; THENCE WEST 5.0 FEET TO AN IRON PIPE; THENCE PARALLEL WITH AND 83.78 FEET EAST OF THE WEST LINE OF SAID LOT 31, NORTH 153 FEET TO AN IRON PIPE, SAID PIPE ALSO BEING THE SOUTHWEST CORNER OF THE ABOVE MENTIONED TANSIE'ALICE PURCELL PARCEL OF LAND; THENCE EAST ALONG THE. SOUTH BOUNDARY LINE OF SAID PARCEL, 100 FEET TO PST IRON PIPE MARKING THE SOUTHEAST CORNER OF SAID PARCEL; THENCE NORTH ALONG THE EAST BOUNDARY LINE OF SAID PARCEL, A DISTANCE OF 120 FEET TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM.THE FOLLOWING DESCRIBED PARCEL OF LAND: A PORTION OF LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIXTH SUBDIVISION OF THE JOHN BIDWELL RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER 3, 1901, IN BOOK 5 OF MAPS, AT PAGE(S) 30, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: LEGAL,DESCRIPTION FOR FIDELITY Page 2 of 3 NATIONAL TAX SERVICE ORDER Loan No. 3733920 Wendell Perry Whitfield PARCEL I -A - CONTINUED BEGINNING AT A POINT IN THE CENTER OF KENNEDY p, LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWESTCORNERT NORTH BEARS WEST 183.78 FEET; THENCE SOUTH, A DISTANCE OF 138.50 FEET; THENCE EAST, A DISTANCE OF 75.00 FEET; THENCE SOUTH, A DISTANCE OF 26.50'FEET; THENCE EAST, A DISTANCE OF 41.72 FEET; THENCE SOUTH, A DISTANCE OF 58.50 FEET; THENCE EAST, A DISTANCE OF 27.50 FEET, - THENCE N0R7jff,, A DISTANCE OF 223.50 FEET TO THE KENNEDY, AVENUE; THENCE WEST, CENTER OF SAID ALONG SAID CENTER OF NCENNEDy A A DISTANCE OF 144.22 FEET TO THE TRUE POINT OF BEGINNING. VENUE, AP#: 042-100-053-000 PARCEL I -B: AN EASEMENT FOR INGRESS AND EGRESS AND PUBLIC UTILITY EASEMENT, DESCRIBED AS'FOLLOWS: A.PORTION OF LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIXTH SUBDIVISION OF THE JOHN BIDWELL RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE, 'STATE OFOK 5 OF MAPS, AT PAGCOUNTY OF BUTTE CALIFORNIA, ON DECEMBER 3, 1901, IN BOOK 30, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A NON-EXCLUSIVE EASEMENT 60 FEET IN WIDTH FOR ROADWAY AND PUBLIC UTILITY PURPOSES, ALONG WITH THE RIGHT OF USE AND MAINTENANCE FOR SAID PURPOSES, TOGETHER WITH THE RIGHT TO HARVEST, MAINTAIN, PLANT AND/OR REPLANT ANY CROPS WITHIN SAID EASEMENT, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWEST CORNER OF SAID LOT 31 BEARS WEST, A DISTANCE OF 183.78 FEET; TNCE DISTANCE OF 138.50 FEET; THENCE EAST, A DISTANCEOFJ60.00 FEET; THENCE'NORTH, A DISTANCE OF 138.50 FEET TO THE CENTER OF KENNEDY AVENUE; THENCE WEST, ALONG THE CENTER OF KENNEDY AVENUE, A DISTANCE OF 60.00 FEET TO THE TRUE POINT OF BEGINNING. PARCEL II• AN UNDIVIDED ONE-HALF INTEREST IN THE FOLLOWING DESCRIBED PARCEL OF LAND: COMMENCING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWEST CORNER THEREOF BEARS WEST, 83.78 FEET; THENCE SOUTH, 273.0 FEET TO AN IRON PIPE Y LEGAL DESCRIPTION FOR FIDELITY Page 3 of 3 NATIONAL TAX SERVICE ORDER Loan No. 3733920 Wendell Perry Whitfield PARCEL II - CONTINUED MARKING THE POINT OF BEGINNING FOR THIS DESCRIPTION; THENCE EAST, 5.0 FEET TO AN IRON PIPE; THENCE SOUTH, 25.0 FEET TO AN IRON PIPE; THENCE WEST, 25.0 FEET TO AN IRON PIPE; THENCE NORTH, 25.0 FEET TO AN IRON PIPE; THENCE EAST, 20.0 _FEET TO THE POINT OF BEGINNING. AP#: 042-100-040-000 r E.H. USE GAILY • ''w Sol Plan AnacfhodNd Floor Plan Anzgftd :i®ni to ®.D. T Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance 273-7 17 el, AVe Owner �� Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for Wig. Other clearance O.K. f6r: NOTE: �2 Environmental Yalth Specialist V Date 8/96 . Deos eme- Y) guiLD C\ Environmental Health MAY 2 n 2003 p�1 4 0q2- lac?- 053. Chico, California AD Dar.ALZ Applin 258 4, ? Flom P�Uh�. SITE PLAN REVIEW APPLICATION Date: 2-1 O— AP# Permit Number (if applicable) D 3 — 3 L, APPLICANT INFORMATION Parcel Size: xl L Owners Name: ►�l I-� i T -F % 1� , P>✓ rz rz y Owners Address: �' 0, S3 ® C H) Telephone No.: Situs Address:)CC--/VN V Proposed Use: . Residential ❑ New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer ❑ Multi -family ❑ Single Family Remodel Non-residential ❑ New Commercial ❑ Commercial Addition ❑ Commercial Remodel ❑ New Industrial ❑ Industrial Addition ❑ Industrial Remodel Other ❑ Septic ❑ Well Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE DEVELOPMENT SERVICES INFORMATION (For Staff Use) M Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval IN Site Plan Stamped Approved By if _121 Date Page 1 of 5 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: ❑ Snow Load Area: ❑ Land Conservation Act Minimum Acreage: ❑ Verify residence can be built per contract ❑ Nitrate Action Plan (See Environmental Health for standards) ❑ Watershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ❑ SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (Se attached • Flood Zone: • Flood Panel No.: (3 Y 85 Index Date: 16-8— 9 ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ❑ North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ❑ Chapman/Mulberry (See attached standards and requirements) ❑ Cohasset Area (See attached standards and requirements) ❑ Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ----------------------------------------------------------------------------------------------------------------- ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: A Applicable Building Setbacks: ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 Zoning Code Streets & Highways Fire Prevention Subdivision Map Front O LL Side S Side Street Rear Height Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 ej Applicable Development Fees: Standard Fees Amount Formula ❑ Fire ❑ School* ❑ Parks/Recreation ❑ Roads ❑ Sheriff ❑ Drainage ❑ NCSP/CSA 87 ❑ Chico Urban Area — Road ❑ Thermalito Drainage Area ❑ Thermalito Urban Area ❑ Other Subdivision Map Special Fees ❑ Water Tender ❑ Road Improvement ❑ North Oroville Area ❑ Other (per map) * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time of the building permit. Parcel Created By R Deeds: Date of Creation 6—S 8 / Legal Access Provided: ❑ No Yes Deed of Reference: 261J f,.-;, — ZOI ' Legal Access Required ❑ No Yes Parcel Frontage on Publicly Maintained Road: il No ❑ Yes, Road Name: Complies with County Standards for Deed Creation:❑ No ❑ Yes Comments: L Lia b6iE2) Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ❑Provide Deed of Creation ❑ Obtain a Certificate of Compliance ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). ❑ Construct road to: ❑ Meet Parcel size required by zone ❑ Meet current Environmental Health Department requirements Page 3 of 5 II Subdivision Map/Parcel Man: Map Date of Recording: ❑ Use Permit/Minor Use Permit Permit Number: Book: Page: Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for road maintenance, and stop sign maintenance. I� Page 4 of 5 t n n n 0 Summary of Specific Requirements: This information provided in this summary is based on the application information and on the best available data at the time of review. CAMy Documents\Building Permit Site Plan Reviewl.doc Page 5 of 5 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP040507 03-036, 03 - 1g07 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION [effect. hereby affirm under penalty of perjury that I am licensed under Issued Date: 02/19/2004 APN: 042-100-053-000 rovisions of Chapter 9 (commencing with Section 7000) of Division 3 of e Business and Professions Code, and my license is in full force and SiteIAddress: 2737 KENNEDY AVE CHI License Class : License Number: 11 Map Index: Date: Contractor: k OWNER -BUILDER DECLARATION Description: 10 CIRCUITS AND 3 TRAPS TO BP 03-1907 1 hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: WHITFIELD WENDELL PERRY permit to construct, alter, improve, demolish, or repair any structure, prior j to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of DBA KENNEDY KIWI the Contractor's State License Law (Chapter 9 commencing with Section P O BOX 3258 7000) of Division 3 of the Business and Professions Code) or that he or CHICO CA 95927-3258 she is exempt therefrom and the basis for the alleged exemption. Any , violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500):): GYliI, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not r intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant•- WHITFIELD WENDELL PERRY owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, j provided that such improvements are not intended or offered for i sale. If however, the building or improvements are sold within one c year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of r sale.). a ❑ I, as owner of the property, am exclusively contracting with `r licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed c pursuant to the Contractors' State License Law.). Contractor: f ❑ 1 am Exempt under Article 3 of t siness and Professions Code Date: Z l9 Owner: WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for License #: workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation insurance, as Architect: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation Engineer: insurance carrier and p6licy number are: f�- Carrier: ` Policy#: Total Square Ft: 0 S. F. 3- certify that in the performance of the work for which this permit is Valuation: $0.00 issued, I shall not employ any person in any manner so as to C become subject to the workers' compensation laws of California,ensusode: ia, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. YV Date: Z/dr Applicant: WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages- as provided for in Section 3706 of the Labor code, interest, and attorney's fees. - .1 � — -- -� ­ . [ 17 CONSTRUCTION LENDING AGENCY This perm) is h eby issued the applicable provisions of the Butte County Code and/or '— I hereby affirm that there is a construction lending agency for the Resolutions do work indic d %or which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) a - &6 Name: By: Date: PERMIT EXPIR ON: Address: Date ❑ 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authoriFrn ent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any offi ' I form uent of Butte County. I hereby authorize representatives of Butteo nto nter pon the above mentioned property for inspection purposes Print Name: �1 �.�' `G Signature: Date: G/ Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 07 INTER -DEPARTMENTAL MEMORANDUM O TO: BUILDING DIVISION, OROVILLE 0/ FROM: (N , ENVIR. HEALTH, CHICO DATE: RELEASE ENV. HEALTH HOLD ON BUILDING FINAL FOR: OWNER NAME: SEPTIC: ✓ WELL: AP##: Oya ' �U "O S 3 ADDRESS/LOCATION: -V737 Comments: GL/memos/releasehold BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BP040507 PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSUANCE, OR IF WORK IS DONE IN VIOLATION OF ANY COUNTY OR STATE LAWS. LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under Issued Date' 02/19/2004 APN' 042-100-053-000 provisions of Chapter 9 (commencing with Section 7000) of Division 3 of ' the Business and Professions Code, and my license is in full force and effect. Site Address: 2737 KENNEDY AVE CHI License Class: License Number: Map Index: Date: Contractor: Description: 10 CIRCUITS AND 3 TRAPS TO BP 03-1907 OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a Owner: WHITFIELD WENDELL PERRY permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of DBA KENNEDY KIWI the Contractor's State License Law (Chapter 9 commencing with Section P O BOX 3258 7000) of Division 3 of the Business and Professions Code) or that he or CHICO, CA 95927-3258 she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): mrli1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an Applicant:" WHITFIELD WENDELL PERRY owner of property who builds or improves thereon, and who does such work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ❑ 1, as owner of the property, am ,exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed Contractor: pursuant to the Contractors' State License Law.). ❑ 1 am Exempt under Article 3 of t siness and Professions Code Date: Z �Q O"/ Owner, WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury oneof the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for License #: workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ I have and will maintain workers' compensation insurance, as Architect' required by Section 3700 the Labor Code, for the performance of Engineer: the work for which this permit is issued. My workers' compensation insurance carrier and p6licy number are: Carrier: Total Square Ft: 0 S. F. Policy#: M--, certify that in the performance of the work for which this permit is Valuation: $0.00 issued, I shall not employ any person in any manner so as to Census Code' become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Z C� Applicant: L WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of O)�. compensation, damages as provided for in Section 3706 of the Labor j��•iJ code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the This perm is eby issued the applicable provisions of the Butte County Code and/or Resolutior}s do work indic d e for which fees have been paid. performance of the work for which this permit is issued (Sec 3097 Civ.) Name: By � Date: � G Address: PERMIT EXPIR ON: Date ❑ 1 hereby certify that the use of this facility. shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. ❑ Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized gent of the owner. I agree to comply with 'ment of Butte County. I hereby all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance5R�� authorize representatives of Butte/Co nt o nter pon the above mentioned property for inspection purpos Print Name: P/ G`� Signature: G L/ Date: Owner ❑ Contractor ❑ Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 O.B.-1 OWNER -BUILDER VERIFICATION Attention Properly 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 erif, 'on is received. I personally plan to provid the major labor and materials for construction of the proposed Qproperty improvement : YES NO ❑ I HAVE4 HAVE NOT ❑ signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction: NAME: PHONE: CONTRACTOR'S LICENSE NO. I plan to provide portions supervise, and provide the mayor NAME: ADDRESS: work, but I have hired the following person to coordinate, PHONE: CONTRACT'OR'S S. I will provide some of the work but I have contracted (hired) the work indicated: - 1� ADDRESS PHONE NO. persons to provide E OF WORK 'SIGNED: PROPERTYOWNERr'�'\' DATE: Z D� NOTE. This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INF'OR1VdATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party ofrecord on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: 0 If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. 0 If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to seveial obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not cavy out these obligations, and these risks are especially serious with respect to worker's compensation insurance. For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, lvrc 1 C. Vi ira, C.B.O. ger, Building Inspection NOTE: This Owner Buflderbtformation is required by Section 19830 of the California Health and Safery Code OVER BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. 6`KJS DATE: 2_t�-O APN. D,(� /-Z-.' (OD- 053 ZONING: A G S NEAREST CROSS STREET: 1 I TRACTILOT#: SITE ADDRESS: 2,73? Rvv, CITY, ZIP: OWNER NAME-.,T7:>� g (-f ��� S3o-332-RS� STREET ADDRESS: FAX CfTY, ZIP: C� L CA G� ` E-MAIL APPLICANT NAME: -gq,/V\� PHONE: STREET ADDRESS: FAX: CITY, ZIP: E-MAIL CONTRACTOR NAME: STC PHONE: STREET ADDRESS: FAX CIN, ZIP: E-MAIL UCENSE NUMBER: LICENSE TYPE: ARCHITECT/ENGINEER NAME: �� 99 e l�J PHONE: STREET ADDRESS: FAX CITY, ZIP: UCENSE NUMBER E-MAIL: DESCRIPTION OR SCOPE OF WORK: AAJ u4�' R /q - ❑ Structure Built without permits ❑ Proposed Change of Occupancy (note previous use) EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fees 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. For office use only: Notes: Application Received by: Date: Receipt number: —39 Amount Received:�� �� NOTES _ _ _R_ESIDENTIAL - 042-100-053 03=1907 PERMIT N0: _ WHITFIELD, PERRY ` 2737 KENNEDY AVE, CHICO 1 GARAGE/SHOP b e,. #� SPECIAL CONDITIONS i CHECKED BY SRA FLOOD CERTIFICATE REQ. Y FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER (Jr _ OFFICE COPY + 1 Address II GAS 1 I Meter By Date ELECTRI M ter By Date/ol�__19 i ,JOI§ FINALED (Date) i 'Signature J=OK 0 = Not OK . = Not Readyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s Footings; Soils -Size -Depth -Spacing -Connectors -Steel 1. Zoning Requirements -Setbacks -Easements 4. 2. Soils; Special MH Support Sketch 5. 3. Sewer; Location -Test -Fall -C/O -Concrete 6. 4. Water; Location -Test -Easement Needed (Sketch) 7. 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 8. 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /" L "ft./ P LPG 9. 7. Well Clearance & Disconnect 10. 8. Utility Clearance 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 8. 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line Health Department Approval 3. Gas; MH Test -Demand -Valve -Connector 10. 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector Light Niche 6. Water; MH Test -Regulator -Connector 12. 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch Date 11. Cert. of Occupancy Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged .9. Exits 10. License Decals 11. Verifv #'s with Office Date Card B-1 Date + Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = NotOK = NotAApplicable p . = Not Ready RESIDENTIAL Date UNDERFLOOR (Plans) OK except #'s Date 1. Zoning -Setbacks -Easements -Flood -Slope Date 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth Garage Fire Protection Framing -RC Channel 5. Stemwalls, Main; Steel-Blockouts-Wrapped Property Line Firewall & Openings 6. Stemwalls, Garage; Steel-Blockouts-Wrapped Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 6a. Hold Downs and Special Anchors 56. 7. Slab, Steel -Wrapped 57. 8. Piers -Fireplace Ftg.-Steel 58. 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Date 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test Date 11. Water Pipe; Test -Anchors -Regulator -Service Test Date 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation (Single & Duplex) Date FRAMING (Continued) 47. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 17. Water Htr; Vent -Access -Combustion Air Baffle Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 18. Water Pipe; Test & Anchor -Nail Protection Garage Fire Protection Framing -RC Channel 19. D.W.V.; Test Fittirgs & Anchor -Nail Protection Property Line Firewall & Openings 20. Shower Pan; Test, First Floor -Tub Access Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 21. Test Tub & Shower, Second Floor -Tub Access 56. 22. Gas Pipe; Sixe & Anchors 57. 23. Fire Sprinkler; Test 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ !ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral 0 Yes 0 No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Clearance Looked under Floor 0 Yes Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insu'ation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing Date 44. Draft Stop in Walls (rat proof) Date 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs Date 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purl in -Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes 83. Following Instld./Drive O Yes O No/Walks O Yes O No/Planters O Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Ap val 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive •; Oroville, California 95965 • Telephone (530) 538-n _ P€KNIT No. (�>'� (Rev. 12/96) APPLICATIONANDPERMIT �.® -t ASSESSOR PARCEL NUMBER 042-100-053 ZONING F-5 BUILDING PERMIT OWNER whitfield. T)erry TELEPHONE SO. Fr, OCC. BUILDING VALUATION —n . OWNER'S MAILING ADDRESS PO BOX 3255 CHICO CA 95927-3258 N�R77ACTOR'S NAME CONTRACTORS OW TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 207.00 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 134-55 BUILDING ADDRESS 2737 KENNEDY Energy Plan Checking Fee $ $ PERMIT FEE _ 361.55 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other GARAGE/STG SPECIFY Each Trap7.00 Solar or heat um water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel)g Utilities ❑ Installation ❑ Other ❑ Describe Work: 001081 PORT M Oj E1I2E/BA'4 0M ADD ESE TO go, 03-03p,5 Gas piping stem 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Fling Fee 20.00 Main Service 20.AORLESS 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 in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: XI, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCUP. OR ADDNS. ( 3 ACC. BLns. s0 3.,v FT. NON-RESI�T MULTI.OUTLET @7,50 22 50 POWERLE APPARATUS 8 SING OUTLET CIR. Ex. Occup. OUTLET OR FIXTURES BAL zO .,0 O .50 Ex. Occup. ouTLEtDrsA .=.) EE 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE S 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 Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall 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' co!ppensati0h provisions of section 3700 of the Labor Code, I shall forthwith ply ose provisions. X _ Date 40-00:3 _ )nature of Wicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction of structures over 3 stories in height. MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE S Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST. TYPE TOTAL FEE $ 427.05 HAZ. D. FEES IFLOOD MP _� COF PARCEL _ PD HD ISSUE This permit is hereby issued under of the Butt County Code and/or indicate ove for h"ch fees h /)r�21A B PERMIT EXPIRES ON ov the applicable provisions Resolutions to do work e b en paid. ate V Det, ReceiptNo. 382260 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE ..... , .. . BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 _ }} CORRECTION ,NOTICE OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above add pe and should be corrected. Please notice this office when correction of work is comple d. If you have any questions pertaining to this matter, or need additional explanation, WI contact. this office immediately. f 4-r �. /) rig -T . /i !•' I "' C / 1 �/�__C� ✓:� Date 2 Inspector REV 10/92 .`, , �:. ti.. stir..—.._•rv�..-+.�..y,y.--.s.iy;y�rv�t�'.. t'�.^.. r -ti.... .re—..,.--..... �... ,.`..� vwti.--.. ' i.�,:� - -° COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE -e u —Iq PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is complete I you have any questions pertaining to this matter, or need additional explanation, please ontact this office immediately. x Date t z Inspector REV 10/92 O.B.-1 OWNER-BUII.,DER 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. nl I personally plan to provide the major labor and materials for construction of the proposed property improvement: YES, NO ❑ 2 I HAVE HAVE NOT ❑ signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction: NAME ADDRESS: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: 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 G D: PROPERTYOWNER: 0 R DATE: - - 0,7 OTE: This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Coda This verification must be completed and returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INFORMATION Dear Property Owner: O.B._ I An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself; you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded. by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. . If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ♦ If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is '$300 or more for the entire project, and such persons are not licensed as contractors or subcontractors; then you may be an employer. ♦ If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation innwmce. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. rely, Mic I C. Vi ira, C.B.O. M er, Building Inspection NOTE: This Owner-BuiMerinforrnation is required by Section 19830 of the California Health and Safety Code OVER Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX Non -Residential Buildings Energy Conservation Standards Statement of Intent for Non -Heated and/or Non -Air Conditioned Buildings Please print clear and legible! Owner's Name: j� L ` �l VI1�T IPI Date: C" U-63 Assessor Parcel Number: � 053 Building Permit Number: Occupancy of Building: I hereby certify that I do not intend to heat or cool this building in such a manner as to be subject to other than the mandatory sections of the State Energy Requirements. I understand that if I do heat or cool this building in the future, that I will be subject to the energy requirements in effect at that time. I understand that if I change the use or occupancy of this building in the future, that I will be subject to the energy requirements in effect at that time for that specific occupancy. I also understand that if I become subject to the energy requirements in the future, it may be necessary to redesign and/or alter any of the following: 1. The building envelope. 2. The insulation requirements of the heating, ventilation, and air conditioning systems. 3. The heating, ventilating, and air conditioning equipment. 4. The water heating system. 5. The lighting of the building to comply with the regulations. I understand that any of the above changes will require me to obtain the necessary permits, inspections, and approvals from the Butte County Building Division. Signature of the Building Owner: Mailing Address: /_1 oil Telephone Number: 5,30, - 3 3 Z_ - 90-c- 65 NOTES a RESIDENTIAL,­­­-, H. 4 042=100053�V03-0384 WHITFIELD PER,.RY O' PERMIT ;.,2 KENNEDY AVE, CHICO } . I or V0► 3 - t� ,� �►-c z SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. j SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER f -f i ,F r f I ' t . ►JOB FINALED (Date) a Signature V = OK OK = Not Applicable O- = Not R6ady , 1 +MOBILE HOME Date ' MOBILE HOME UTILITIES (Plans) OK except #'s , 1. Zoning Requirements -Setbacks -Easements Well Clearance & Disconnect 2. Soils; Special MH Support Sketch 8. 3. Sewer; Location -Test -Fall -C/O -Concrete 3. 4. Water; Location -Test -Easement Needed (Sketch) 1� t 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete Wood Awn.; Posts-Beams-Rttrs.-Connectors ' Shthg.-Frg-Bracing 6. Gas; Location -Test -Wrap;-/ /" L'ft. r r MISCELLANEOUS Date DECKS, COVES, CARPORT GARAGE Plans) OK except #'s / P Nat. or / /"L"ft./ PLPG 7. Well Clearance & Disconnect 8. Utility Clearance 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 1� t 4. Wood Awn.; Posts-Beams-Rttrs.-Connectors ' Shthg.-Frg-Bracing Date Card B-1 Date Card B-1 Date Card B-1 Date . Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except#'s 8. 1. Zoning Requirements -Setbacks -Easements 9. 2. Footings; Size -Spacing -Marriage Line 10. 3. Gas; MH Test -Demand -Valve -Connector 11. 4. Electricity; MH Test -Crossovers -Breakers -Clearances 12. 5. Drain; MH Test -Fall -Flex Connector ft 6. Water; MH Test -Regulator -Connector rjJj P J 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 1. 10. Exits; Insp.-Sketch 2. 11. Cert. of Occupancy 3. 12. Permanent Foundation Only; License Decal 4. Elec.; Receptacles and Lighting, Distance-GFI f Date Elec.; Pool Lighting; 15 Volts-GFI Card B-1 Date Card B-1 Date Elec.; Enclosures; Conduit Entries -Terminals -Listed Card B-1 Date Card B-1 r r MISCELLANEOUS Date DECKS, COVES, CARPORT GARAGE Plans) OK except #'s ing Requirements -Setbacks -Easements Footings; Soils-Size-Depth-Spacing-Connectors-Stav (r 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 1� t 4. Wood Awn.; Posts-Beams-Rttrs.-Connectors ' Shthg.-Frg-Bracing 5� Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors - 7. Electric t 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses I 9. Siding; Nailing -Veneer -Stucco -Mesh i • 10. Roof; Shthg-Roofing r 11. Ext.; Steps -Doors -Landings Y I 12. B ed Wall Panels ft -S"6, el S Date rjJj P J Card B-1 Date Card B-1 .Date Card B-1 t Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements t 2. Soils; Compaction -Structure Stability 1 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining ! 4. Elec.; Receptacles and Lighting, Distance-GFI f 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater t 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosure s-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche :Date Card B-1 Date Card B-1 ,Date Card B-1 Date Card B-1 Cyt[ 4 Gt J = OK 0 = Not OK - = Not Applicable =Not Ready RESIDENTIAL (; Date FRAMING (Continued) Underfloor (Plans) OK except #'s 46. 1. Zoning -Setbacks -Easements -Flood -Slope 47. 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 48. 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 49. 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 50. 5. Stemwalls, Main; Steel-Blockouts-Wrapped 51. 6. Stemwalls, Garage; Steel- Blockouts-Wrapped 52. 6a. Hold Downs and Special Anchors 53. 7. Slab, Steel -Wrapped 54. 8. Piers -Fireplace Ftg.-Steel 55. 9. D.W.V.; Fall-=itting-Test-2 Way C/O -Sewer Test 56. 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test 57. 11. Water Pipe; Test -Anchors -Regulator -Service Test 58. 12. Electric Underground 59. 13. Plenums & Ducts; Clearance -Material -Support -Ins. 60. 14. Girders-Si'ls-Anchor Bolts-Joists-Vents-Crippies 61. 15. Access & Ventilation 62. 16. Insulation Date Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s PLUMBING (Permit) OK except #'s 63. 17. Water Htr.; Vent -Access -Combustion Air Baffle 64. 18. Water Pipe; Test & Anchor -Nail Protection 65. 19. D.W.V.; Test Fittings & Anchor -Nail Protection 66. 20. Shower Pan; Test, First Floor -Tub Access 67. 21. Test Tub & Shower, Second Floor -Tub Access 68. 22. Gas Pipe; Sixe & Anchors 69. Stairs & Rails Date Fireplace or Stove, Clearance -Hearth Card B-1 Date Card B-1 Date Elec. Outlets at Wood Panel, Int. & Ext. Card B-1 Date Card B-1 Date Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance ELECTRICAL (Permit) OK except #'s 73. 23. Fixture & Transformer Clearance -Ins. Protection 74. 24. Elec. Receptacles Spacing -Lights & Switches at Doors 75. 25. Size Boxes & No. of Conductors Stapled 76. 26. Romex Insta.lec Close to Edge of Studs & C.J. 77. 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 78. 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI 79. 29. Subteed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 80. 30. Range Circle / / ga Cu or Al -Oven Circ. / / ga Cu or At Insulated Neutral p Yes Q No 81. 31. Service -Riser Conductors & Ground Main Disconnect 32. Equip. Clearances Panels-Motors-Mech. Equip. 82. 33. Clothes Closet L ght-Shower Light -Spa Light 83. 34. Smoke Detector 84. A.C. Unit Disconnect, Electrical -Plumbing Date Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings Card B-1 Date Card B-1 Date Water Well, Disconnect, Electrical, Plumbing Card B-1 Date Card B-1 Date Exterior Elec. Trim, G.F.I. Receptacle -Underground MECHANICAL (Permit) OK except #'s 88. 35. A.C. Ducts Insulation & Support 89. 36. Vent Fan, Exhaust above insulation 90. 37. Condensate Drain & Overflow, Size & Grade 91. 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 92. 39. Attic Access & Platform if Furnace in Attic 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 FRAMING (Permit) OK except #'s 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing f 'Ingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romer. Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes 82. Following Insild./Drive D Yes U No/Walks ] Yes J No/Planters 0 Yes ] No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: i ri.:MatriScope; Inc. * an. 11 �.� Engineering'Laboratories & Consultants ce November 7,'2003 Perry Whitefield PO Box 3258 Chico, CA 95927 Project: 2737 Kenndy Avenue Chico, CA Building Permit: City of Chico, Permit # N/A REPORT SUMMARY From: 10/20/03 To: 10/31/03 3102 Industrial Blvd. West Sacramento, CA 95691 (916) 375-6700 Fax: (916) 375-6702 E-mail: web@matriscope.com MS Job No.: 1534 As directed by Perry Whitefield, MatriScope, Inc. was present at the above project on the dates shown to provide inspections of the work in progress as follows: 10/23/03 — Thursday High Strength Bolting Report #10875 I arrived at the project site as requested by Perry Whitefield and we reviewed the plans and I tested 25 -each, 3/" diameter A325 high strength bolts for torque and the bolts tested met the requirements in accordance with ASTM specifications and passed. The torque of 450 lbs, was obtained by using a certified and calibrated torque wrench. Inspector., Harold Fisher Unless noted otherwise, the above work was performed in accordance with the project plans and specifications. Respectfully submitted, MatriScope, Inc. Gary C. Balbi Vice -President, Operations J:\O PEN\1534\Reports\R 110703.doc a��-rao-os� _-..- .,. i•r.---._ ..i ,.ws.�_`— -�.'! .- s! • ..-.r.-.... a.-�.y-s..r�'+ ••n ;ryG. �/�I'....R��.�"vvrr�MR COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street - Chico, CA - (530) 891-2751 7 County Center Drive - Oroville, CA - (530) 538-7541 CORRECTION NOTICE v OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. 01 te C-9 16c l c 4J fol I. i 4 ^ _` ;SCG / l,�► �� c�7 t1Y1 v REV 10/92 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIV�,w rON 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7 1 (Rev. 12/96) APPLICATION AND PERMIT ASSESSOR PARCELNUMBER 042-10C-053 ZONING BUIL N MIT OWNER Wh�tffield . Perr TELEPHONE SO. FT. OCC. BUILDING VALUATION -3790 67,500 00 • OWNER'S MAILING ADDRESS PO Box 3258 Chico C CONTRACTOR'S NAME owner TELEPHONE CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER . Fireplace LENDER'S MAILING ADDRESS Total Valuation $. ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ 499-90 ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 199-015 BUILDING ADDRESS K Energy Plan Checking Fee $ PERMIT FEE $ LOT NO. SUBDNISIONS NAME PARCEL MAP PLUMBING PERMITg Filin Fee 20.00 Each Trap 9 1 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 ❑ Utilities ❑ Installation ❑ Other ❑ metal garage/storage bldng Describe Work: -, Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 1500 Mobile Home S G W @20.00 ' PERMIT FEE $ 64.00 ELECTRICAL PERMIT Fling Fee 20.00 Main Service A OR LESS 23.00 ' LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: d I, as owner of the property, or my employees with wages astheir sole compensation, will do the work, and the structure is not intended or offered for sale. )dl 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 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.) 29 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 mpensa ' n provisions of section 3700 of the Labor Code, I shall forthwit mply=visions. X Date 7-- /0 - 0 Signature of AAlicant - ❑ wner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or construction3� of structures over 3 stories in hei ht. Main Service 200A To tOOOA 46.00 NEW CONST. DWELLING OCCUP. SO OR ADDNS. ( a Acc. LiIDS. 3.5QFT: HON-FIX.T. MULT' •0,_,, 97,50 POWER APPARATUS 8 SINGLE OUTLET CIR. OUTLET OR FDRURES 20 @ 1.00 Ex. Occup.BAL- @ .50 OR 5.00 FlXED APPLNS.. Ea Ex. Occup. ouTLETsEs R1D Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ Occ qR CONST. TYPE ITOTAL FEE $ c 17M A pIMP FLO CDF P Po SU This per it is hereby ' sued der the Of th u e County ode and/or in ated for ich fees have B �`� PERMIT EXPIRES ON applicable provisions Resolutions to do work been paid. Date (� D to Receipt No. WHITE-D.D.S.-B.D. CA ARY- S SSO PINK -INSPECTOR GOLDENROD -APPLICANT „t> , w f OWNER: I • _ j 1 • I � ^. COUNTY OF BUTTE -DEPARTMENT 0—DEVELOPMENT SERVICES -BUILDING DIV ION 7 County Centertrive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2 jj— r t RERMIT APPLICATION DATA SHEET t> PARCEL NUMBE —� � M 6 — 0 ✓5 Proposed Building Use: W . 1 6,11 (y Cooter Technician: Date: /ll Items required in order to apply fo a ermit. All boxes UST be checked r R marked NA in order to apply. �44.QI�040 ?dosets, signed�arer P y the pre of the plans. ❑ 2. Complete plans, or 4 sets, signed by the l reparer of the plans. 1�,3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Energy compliance design and supporting documentation in duplicate. ❑ 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. - 11 l Metal buildings: Metal Building Plans, *Foundation plans lans and calculations in triplicate, (Elevation views in triplicate. (D) Floor plans in triplicate. Alf of these must be stamped and wet -signed by the engineer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. indexed and returned to the plan review line-up when required items are received. 0 ' Date Received (� ood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs ......................:.............. . Letter of intent for non-residential buildings......................................................... 11. Detached Accessory Building Form filled out by the owner ..................................... • , 1 . Hazardous Material Form............................................................................... The permit will be 13. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) M ❑ ,14. Fees as shown on the attached Schedule of Fees Due Sheet ...................................... lPre-Statement of Intent for Non -heated and A/C Buildings ......................................... Inspectio'n Sanitation and plot plan approval from the Environmental Health Department inCity of Chico Plumbing permit........................,................................................California Department of Forestry plan approval ❑ paid. Sentby: ......................Plannin a royal for A Use: o-iL (B)Parkin g pp ( ) g: (C) Parcel Check:OContact Land Development about ❑ Improvements, ❑ Drainage ............................... Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). for required ................ ❑Contractor's license information. (Number, Name Style, Classification) ...................... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.................................................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... ❑ 29. Existing violations and/or expired permits......................................................... •'b 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: When issued Telephone and hold for pickup. - , I have been informed of a abo ite "s and requirements for obtaining a building permit. Applicant: ! S� 1. Index permit application for the above items numbered: lila .y eck Letter 2. Additional items required Contractor, designer, owner, was advised cf the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, _ Date: Plans reviewed by: Date: Plans approved by: Date: StructGi l reviewed by: Date: r. .transfer %-Structural approved by: Date: ,,Nofe by: Date: __.. _ Yellow: Buildina Division C) 03 8q � J TO: Building Department FR0M: Environmental Health SUBJECT: Sanitation Clearance E.H. USE 0NLY Fiat Plan Attached Yftf Roar Plan Atte a e San¢ to B.D. �M1 (.y�►'.-� r�tc I � (Cev�nec�/ �L -/DD - 053 Owner Location AP# Plan Approved for: Sewage Disposal ko Water Supply:. Public Private Well >e Clearance for �^ g. �Otther 5o I/x 75 � 61411 w/o a��1,e o,. [ S7LoD-a�S 1c, � nre 079:1ie li 6tJ Ar.I�.0 %. 6 /J 40 _I:XTH-ex or ui��S -- Hold final for: Final clearance O.K. for: NOTE: C . {J o��.rti"� cl o� cTY• l Ff�s 3 - /o -a3 Environmental Health Specialist Date 8/96 RECORDING REQUESTED BY MID VALLEY TITLE AND ESCROW CO. AND VVHEN RECORDED MAIL TO: Wendell Perry Whitfield P.O. BOX 3258 CHICO , CA 95927 A.P.N.: 042-100-053 & 042-100-040 Order No.: 184885 -TB lIII lil Ili i lilt I it ilii II l Illill I li i2 tpt tQlr 1 -- Ma im 1 2 Ca 3 7 Recorded Official Records Count BUTETOf CANDACE J. GRUBBS Recorder ROSEMARY DICKSON Assistant 09:00AM 30 -Mar -2001 TAX fEE 176.00 I I I dickie I Page I of 4 Above This Line for Recorder's Use Only Escrow No.: 184885TB GRANT DEED THE UNDERSIGNED GRANTOR(s) DECLARE(s) THAT DOCUMENTARY TRANSFER TAX IS: COUNTY $176,00 computed on full value of property conveyed, or computed on full value less value of liens or encumbrances remaining at time of sale, ] unincorporated area; [ ] City of unincorporated area , and FOR A VALUABLE CONSIDERATION, Receipt of which is hereby acknowledged, Steven D. Rystrom and Vivienne Rystrom, Husband and Wife and Gary A. Stone and Susan P. Stone, Husband and Wife ' hereby GRANT(S) to WENDELL PERRY WHITFIELD, A MARRIED MAN AS HIS SOLE AND SEPARATE PROPERTY the following described property in the City of unincorporated area, County of Butte State of California; See legal description attached hereto and made a part hereof. Steven . Rystrom Stone Vivienne Rystrom Susan P. Stone TAMI BARLOW Document Date: March 16, 2001 COMM. Jl 1289725 NOTARY pUOUC-WloRl1lA STATE OF CALIFORNIA �S i COUNTY OF BUTTE w Comm. Expires Jan. 7.2005 COUNTY OF RIITTR ) On MARCH 7R, qnn j before me, TAXI BARLOW, NOTARY PUBLIC personally appeared STEVEN D. RYSTROM AND VIVIENNE RYSTROM AND GARY A. STONE AND SUSAN P. STONE personally known to me (or -proved to me on the basis of satisfactory evidencd) to be the person(s) whose name(s) is/are'subseribed to the within instrument and acknowledged to me that he/she/they executed the sarne in hislher/their authorized capacity(ies) and that by his/her/their signature(s) on the instrument the person(s) or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS m hand and official seal. Signatu This area for official notarial seal. Mail Tax Statements to: SAME AS ABOVE or Address Noted Below ORDER NO. BU -184885 TB DESCRIPTION THE LAND REFERRED TO HEREIN IS SITUATED IN THE STATE OF CALIFORNIA, COUNTY OF BUTTE, AND IS DESCRIBED AS FOLLOWS: PARCEL I -A: A PORTION OF LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIXTH SUBDIVISION OF THE JOHN BIDWELL RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER 3, 1901, IN BOOK 5 OF MAPS, AT PAGE(S) 30, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM WHICH. POINT THE NORTHWEST CORNER OF SAID LOT 31 BEARS WEST, 183.78 FEET, SAID POINT BEING ALSO THE NORTHEAST CORNER OF A PARCEL OF LAND DESCRIBED IN DEED TO MRS. TANSIE ALICE PURCELL, RECORDED OCTOBER 13, 1949, IN BOOK 501, PAGE 252, OFFICIAL RECORDS; THENCE CONTINUING EAST ALONG THE NORTH LINE OF LOT 31, A DISTANCE OF 144.-22 FEET TO THE NORTHWEST CORNER OF A PARCEL OF LAND DESCRIBED IN DEED EXECUTED BY H. L. PURCELL TO JEAN M. BEATTY, RECORDED FEBRUARY 2, 1916, IN BOOK 149 OF DEEDS, PAGE 221, BUTTE COUNTY RECORDS; THENCE SOUTH ALONG THE WEST LINE OF SAID BEATTY'S PARCEL OF LAND TO THE SOUTHWEST CORNER OF SAID PARCEL, SAID SOUTHWEST CORNER BEING IN THE CENTER OF CHANNEL SLOUGH, AND ALSO BEING THE SOUTH LINE OF SAID LOT 31; THENCE WESTERLY DOWN THE CENTER OF SAID SLOUGH AND THE SOUTH LINE OF LOT 31 TO A POINT WHICH BEARS EAST 83.78 FEET FROM THE WEST LINE OF SAID LOT 31; THENCE LEAVING SAID SOUTH LINE AND PARALLEL WITH AND 83.78 FEET EAST OF THE WEST LINE OF SAID LOT 31, NORTH 1514:06 FEET, MORE OR LESS, TO AN IRON PIPE ON THE SOUTH LINE OF A JOINT OWNERSHIP WELL SITE; THENCE EAST, 5.0 FEET TO AN IRON PIPE; THENCE NORTH 25.0 FEET TO AN IRON PIPE; THENCE WEST 5.0 FEET TO AN IRON PIPE; THENCE PARALLEL WITH AND 83.78 FEET EAST OF THE WEST LINE OF SAID LOT 31, NORTH 153 FEET TO AN IRON PIPE, SAID PIPE ALSO BEING THE SOUTHWEST CORNER OF THE ABOVE MENTIONED TANSIE ALICE PURCELL PARCEL OF LAND; THENCE EAST ALONG THE SOUTH BOUNDARY LINE OF SAID PARCEL, 100 FEET TO AN IRON PIPE MARKING THE SOUTHEAST CORNER OF SAID PARCEL; THENCE NORTH ALONG THE EAST BOUNDARY LINE OF SAID PARCEL, A DISTANCE OF 120 FEET TO THE TRUE POINT OF BEGINNING. EXCEPTING THEREFROM THE FOLLOWING DESCRIBED PARCEL OF LAND: A PORTION OF LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIXTH SUBDIVISION OF THE JOHN BIDWELL RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER 3, 1901, IN BOOK 5 OF MAPS, AT PAGE(S) 30, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: CONTINUED ORDER NO. BU -184885 TB DESCRIPTION - CONTINUED PARCEL I -A - CONTINUED BEGINNING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWEST CORNER THEREOF BEARS WEST 183.78 FEET;.THENCE SOUTH, A DISTANCE OF 138.50 FEET; THENCE EAST, A DISTANCE OF 75.00 FEET; THENCE SOUTH, A DISTANCE OF 26.50 FEET; THENCE EAST, A DISTANCE OF 41.72 FEET; THENCE SOUTH, A DISTANCE OF 58.50 FEET;,THENCE EAST, A DISTANCE OF 27.50 FEET; THENCE NORTH, A DISTANCE OF 223.50 FEET TO THE CENTER OF SAID KENNEDY AVENUE; THENCE WEST, ALONG SAID CENTER OF KENNEDY AVENUE, A DISTANCE OF 144.22 FEET TO THE TRUE POINT OF BEGINNING. AP##: 042-100-053-000 PARCEL I -B: AN EASEMENT FOR INGRESS AND EGRESS AND PUBLIC UTILITY EASEMENT, DESCRIBED AS FOLLOWS: A PORTION OF LOT 31, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIXTH SUBDIVISION OF THE JOHN BIDWELL RANCHO", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON DECEMBER 3, 1901, IN BOOK 5 OF MAPS, AT PAGE(S) 30, AND MORE PARTICULARLY DESCRIBED AS FOLLOWS: A NON-EXCLUSIVE EASEMENT 60 FEET IN WIDTH FOR ROADWAY AND PUBLIC UTILITY PURPOSES, ALONG WITH THE RIGHT OF USE AND MAINTENANCE FOR .SAID PURPOSES, TOGETHER WITH THE RIGHT TO HARVEST, MAINTAIN, PLANT AND/OR REPLANT - ANY CROPS WITHIN SAID EASEMENT, DESCRIBED AS FOLLOWS: BEGINNING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWEST CORNER OF SAID LOT 31 BEARS WEST, 'A DISTANCE OF 183.78 FEET; THENCE SOUTH, A DISTANCE OF 138.50 FEET; THENCE EAST, A DISTANCE OF 60.00 FEET; THENCE NORTH, A DISTANCE OF 138.50 FEET TO THE CENTER OF KENNEDY AVENUE; THENCE WEST, ALONG THE CENTER OF KENNEDY AVENUE, A DISTANCE OF 60.00 FEET TO THE TRUE POINT OF BEGINNING. PARCEL ll - AN UNDIVIDED ONE-HALF INTEREST IN THE FOLLOWING DESCRIBED PARCEL OF LAND: COMMENCING AT A POINT IN THE CENTER OF KENNEDY AVENUE ON THE NORTH LINE OF SAID LOT 31, FROM WHICH POINT THE NORTHWEST CORNER THEREOF BEARS WEST, 83.78 FEET; -THENCE SOUTH, 273.0 FEET TO AN IRON PIPE CONTINUED ORDER NO. BU -184885 TB DESCRIPTION - CONTINUED PARCEL II - CONTINUED MARKING THE POINT OF BEGINNING FOR THIS DESCRIPTION; THENCE EAST, 5.0 FEET TO AN IRON PIPE; THENCE SOUTH, 25.0 FEET TO AN IRON PIPE; THENCE WEST, 25.0 FEET TO AN IRON PIPE; THENCE NORTH, 25.0 FEET TO AN IRON PIPE; THENCE EAST, 20.0 FEET TO THE POINT OF BEGINNING. AP#: 042-100-040-000 Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX DETACHED ACCESSORY BUILDING OWNER'S STATEMENT OF USE Plan review will not be started until this form is completed, signed by the property owner, and returned to the Butte County Building Division. Attached Accessory Buildings and Additions . will be checked for residential use.. Exception: Garages and Carports. ' Owner, ' i�'�e ('ry Ii(/n i -r -L P/(Ol Phone: 33Z-' Mailing Address PQ 6-0,z 322-$ Tj G, L o 'F5 9 L 7 Site Address: �'.e Ncleary �v Ch��`v Assessor's Parcel Number: 4Q-/0,0'053- Zone: —s Please answer questions 1-16, and explain any yes answers for questions 2-14 in the space provided on page 2 of this form. GENERAL INFORMATION: 1. Is there a primary dwelling on the property? Yes ❑ No 29 2. Is the structure already built, under construction, or under notice of code violation? Yes ❑ No ED 3. Will items produced in this building be offered for sale? Yes ❑ No N 4. Will the public have access to this building? Yes ❑ No 5. Will any advertising, on or off site, be associated with the use of this building? Yes ❑ No SITE CONDITIONS: 6. Is the structure foundation within 5' of septic tank or 10' of leach lines? Yes ❑ No 9 7. Is any portion of the structure located closer than 20' to your front property line? Yes ❑ No 3. Do you plan to add a driveway or modify existing access to a county maintained road? Yes ❑ No 9. Will the proposed structure encroach within any recorded easement? Yes ❑ No.l CONSTRUCTION 10. FEATURES: . 'Will this building have insulated floor, walls, or ceiling? -- Wca ll 1 Cer/l n5 Yes ® No ❑ 11. Will this building be heated or cooled? Yes ❑ No ❑ 12. Will this building have a water closedtdilet? Yes ® No ❑ 13. Will this building have a sink? Yes ® No ❑ 14. Wi11 this building have a water heater? Yes ❑ No S 15. What type of floor covering will the building have? f UPI/1L ti 16: What type of wall covering will the building have? OVER 1 of 2 PROPOSED USE: (check only one box) 1. ❑ Residential Storage Shed — I will be storing in this building and it will not be used for any other purpose (no bathroom and no heating or cooling). 2. ❑ Private Garage — "A building or a portion of a building not more that 1,000 square feet (3,000 by exception) in area in which only motor vehicles used by tenants of the building or buildings on the premises are stored or kept." A garage door is required. 3. ❑ Residential Carport — A covered structure intended for parking of vehicles. Two or more sides must be entirely open. 4. ❑ Residential Occupancy — Structures meant to be occupied, as opposed to a storage shed, garage, or carport. If you checked #4, please check the uses below which best fit this building. ❑ GuestHouse ❑ Pool House ❑ Studio Apartment ❑ In-law quarters ❑ Recreation Room ❑ Game Room ❑ Study ❑ Library ❑ Bonus Room ❑ Playroom ❑ Den ❑ Studio ❑ Artist Studio ❑ Hobby Room ❑ Craft Room ❑ Sewing Room ❑ Canning Kitchen ❑ Music Room ❑ Family Room ❑ Sun Room ff ll ❑ Private Office ❑ Workshop ❑ Home Occupancy' © Other — Use �JTpras2i� aid I. Describe type orworbhop V,?MeAi "' fme- 2. Must be approved by the Butte Courcy Plarning Division. Explanations: This area is for explanation of any "yes" answers on questions 2-14. Please indicate the question number before the explanation. I Additional Information: Plan review will not be started until this form is completed and received. A Plans Examiner will contact the owner with specific requirements per the use indicated. I hearby affirm under penalty of perjury that the above information is true and correct. I understand that any changes to the use, or character of use, of this building will require permits from the permitting authority. I understand that Real Estate Disclosure laws require disclosure of this information if or when the property is offered for sale. Owner's Name: Please Print 2 "t � le d Owner's Signature: Date: 3-/0-613 2 of 2 ao' i4i pts # 0112- Ioo- 053 �ifUn 2.58 �I ✓JIOIP D,?,,Ae.A 2= � PLANNING DIVISION- BUILDING PLAN APPROVAL Use: O K Date: '1r2&— 0 Parking: Landscaping: Other• —% . v y�. J � Flo�� PI D,?,,Ae.A 2= � PLANNING DIVISION- BUILDING PLAN APPROVAL Use: O K Date: '1r2&— 0 Parking: Landscaping: Other• —% . ' k 'A y �11� p 2,0 ;f January 31, 2003 STRUCTURAL CALCULATIONS FOR 50' WIDE X 75' LONG X 15'-10"' HIGH EAVE - METAL BUILDING FOUNDATION OWNER: i PROJECT LOCATION CONTRACTOR: JOB #E03-017 Perry Whitfield Kennedy and Muir Chico, Ca As specified by owner same as owner - Steel building seller Elite Steel Building Systems STRUCTURAL CALCULATIONS BY: ROBERT W.ESTRADA R.C.E. #C040661 NO. OF CALCULATION PAGES 11 .v » ­.7 GENERAL - - - f GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION AND SCHEDULE OF DRAWINGS ,. naRor mna.c caar..sswa .p Rara.¢mn aR L«eAni rna rardToa r1AOR m sL.o Dari. ow co.aTpfcrtor, ".I. m cf- Dri lK YON eulo.K CouPa[.rs Np snout sfs'rEr z M ra.rorlp. Dinar sow e< Da¢ mm ou[ aDNro rD TK slcorc sot co.pn,ora PR[Qr N IK rcl,au Jmsrc r,rreaylm e..e.c..ac oaao[D TD corPu .Ru M ro1Lo.ML cmRar: SHEET SHEET NUMBER GATE REV. N0. NUUBER GATE REV. 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CA AYCRICAN BUILDINGS COUPArry I ]fon ,wc1M.rR) cesur APno er: 1 !f 'iy±=� ELITE STEEL BLDG SYS OR.*,.G. ao'.rLo. I SI IGR TlLt . , CM BUILNNGS COMPAM REv UU. 51358201 AB -1 1 RRr.CCD ,.� A- i ?�D 75'0 m i i mi - I - 4J4 4�4. CM BUILNNGS COMPAM REv UU. 51358201 AB -1 1 ]�6� ?�D 75'0 Z ]5'O OtD TD WI O< ObTA(TC ANCHOR BOLT PLAN CfI A"" AT fM]SNCD ffOOR .I00'0- U.N.O. CLTT. AT DOTTON Of DSS[ PLS. -)00'O' UJI.O. ' Rin µTp[ Cv,'D MlC EUGR DAIC /r0. RCv6�ON5 uAOE CRb MTC C/tiR MTC Ra DV/�/os -%Cb OxA>rw0 SUBµIUa ST.TUS SCALE: NONE [N.1E PERRY WHITFIELD KENNEDY AVE R[/9S[ POR P[RNff RA CHICO . CA ELITE STEEL BLDG SYS CM BUILNNGS COMPAM REv UU. 51358201 AB -1 1 REACTION TABLE ki s \btt O<K D . C . C 0 . Nt-> . GROG• L-> =1 I D . R-> . WtDPt' L-> • -SO B D 0 C D o - t -SI -OJ �Q 1 FRAuE LINES 02-03' HIND WIND �o.cr lI I +cer SEISMIC 1.e I/O 00 SEISMIC /.! W/O 0. SIDEWALL X-BRACINC REACTIONS £NDWALL -y-BRACING REACTIONS REACTIONS SHOWN ARE FOR R."O", SH. BAY - (DIRECTION fOR EACH BRACED BAY. (DIRECTION MAY BE REVERSED) (DIRECTION MAY BE REVERSED) ifAX/MUM£ND HALL R£ACTION_S TABLE LEW - REW MAX. E/W VERTICAL LL + DL REACTION = FOK 6.1K MAX. E/W VERTICAL WL + DL REACTION = 12K -7.IK MAX. E/W HORIZONTAL WL + DL REACT. = 3.5K 2.5K REACTION SCHEMATICS & BASEPLATE DETAILS 1 OUTSIBE S°B Notes: v The frames at the left end—LL (FL. 1) and right endwail (FL. 4) are not designed to accommodate any fvtvre additions. 2. New structure by ABC is designed. as a fully enclosed building. 3. It is the responsibility of others, i.e. the engineer of record, to eneure Nat all sfrlacturaL systems and components not by ABC interact compatibly -ith ABC structicral systems and components. See ca —Lotion Package for deflection requirements of ABC frames and materia ls I. A 0.5 psf of collaternl load was used in ABC design as requested. No special provisions have been made for concentrated point loads on frames or Purlins. BP01-A 1/2 PL 6 t2+2 1/..� r r-1 T I pUTSIBE O< SLAB BP05—A 3/8 PL OUTSIBC f SLAB 1 1/♦ AB s BP02—A, 1/2 PL OUTSIDE Or SLAB i 6 BP06-A 3/B PL 1 1 lox corslxunia: I 1 IOG NRaox BP03-A 3/e Pt - 6 L6 3/♦"AB . 1 - 1u'OUlSIOC SS BP07-A 3/8 PL nr1aBE' YAB 10 BP04—A 3/8 PL 1 1 QIT�OC I I YnB 1111 1 5 BP08-A 3/8 PL BP09 -A 3/8 PL P-FEss o , W GgIF �� yc �Q 1 0.62269 m .09-3D-05 \� ��3 ,k * IV IL 3 uODES10 CALIFORN NDNE DATE PERRY WHITFIELD KENNEDY AVE xu et/Io/oJ CHICO . CA A EIIL BO LONGS COLIPANr DRAWING "�" TD St 358201 AS 1 ELITE STEEL BLDG SYS CHECK SPANNING CAPACITY OF GRADE BEAM TO RESIST UPLIFT FOR 25' BAY SPACING _.........._.._.._-._... _.-_----_..— _._ 5' TW* GONG. SLAB w 03 0 VOL. EA. WAY 0 4 OF SLAB 2" SAND LEVMINO CGUWE z I S N5 TOP a T BOTTOM CONT. EXTERIOR FOOTIN6 GIIP-�-f� l 1-12 WEIGHT OF CONTINUOUS FOOTING PER LINEAL FOOT OF FOOTING: Wftg = 1'wide x 2' deep x 150 #/cu.ft.= 300 #/lf MOMENT ON CQNT. FOOTING DUE TO UPLIFT FROM SELF WEIGHT: Mftg = 300#/lf x (25ft) ^2/10 = 18,750 V i AREA OF REINFORCING STEEL PXQUIRED TO RESIST UPLIFT FROM FOOTING SELF WEIGHT: As req. = 18,750 V x (12"/ft)/ (24,000 psi x (.85)x (21") x (1.33 LDF) ) 0.39 int < 0.62 in2 provided USE 245 CONTINUOUS REBAR (As = 0.62 in2) f dpi BOTTOM OF CONTTWOUS PERIMETER FOOTING. i 5 RIGID FRAME FOOTING (lines 2-3) Max Vert. Load (D + L) .Max. Uplift Load (D,+ W) Height to width ratio 14.4 kip down -13.9 kip uplift h/b= 0.32 < 0.5 ok Per section 1621.1: The base overturning moment for the entire structure, or of any one of its individual primary lateral -resisting elements, shall not exceed 2/3 of the dead -load -resisting moment. For an entire structure with a height -to -width ratio of 0.5 or less in the wind direction and a maximum height of 60 feet, the combination of the effectsof uplift and overturning may be reduced by 1/3. UPLIFT RESISTANCE FROM FOOTING DEAD LOAD: Note: Cont. footing capacity to resist uplift is shown on attached calculation: Cont. footing/slab 300 #/lf x 25' = 7,500 lbs Footing 5.25'x(.5.25'-l')x2.0'x 150pcf = 6,693 lbs Total uplift resistance from foundation 14,194 lbs Uplift resistance OK USE TYPICAL RIGID FRAME FOOTING: 5'-3" SQUARE 18" DEEP 644 REBAR EACH WAY TYPICAL ON LINES 2 AND 3 SEE ATTACHED FOOTING CALC. Estrada Engineering and Design - Title : 728 A Plumas Street Dsgnr: Yuba City, Ca 95991 Description Ph. (530) 674-1681 Scope: Fax (530)671-5257 Thickness Rev 510002 User: KWAB0429, Ver 5.1.2, 13 -Jun -1999. Win32 • Square Footing Design (c) 198399 ENERCALC :v:w„sr:>rhkvs:,rx e;s;.aue.cb ;: Mst 4<2°�:v+Neer,.?myrttautiaa;aeus ros3tr arce.Wryuxr�xn+_sxrtrrccuat Description Rigid frame footings lines 2 and 3 S- Ay Job # Date: 11:03AM, 31 JAN 03 Page 1 General Information 'y $ Calculations are designed to ACI 318-95 and 1997 UBC Requirements -'IUW.. � F . 1,:. -.;11 ..,.':.11511" Dead Load L:::rtis. u:/1!1?'4.'F :Ur' tc' ' 14.400 k '.: ' :r Footing Dimension ,x, .... 5.250 ft Live Load 0.000 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pef fe 2,000.0 psi LL & ST Loads Combine 50.97 psi FY 40,000.0 psi Load Duration Factor 1.000 152.05 psi s Column Dimension 5.00 in Allowable Soil Bearing 1,000.00 psf Reinforcing Lu, d Y.:c ,.� >�. . 9e. o :Axc .IcicwaS' ti2..G:. a. ' n....�xur It Sv •: , Rebar Requirement _S;P.• .. f a. eC? a- a ...-.; Itt'tlt*viaaY 3. LC Actual Rebar "d" depth used 8.750 in As to USE per foot of Width 0.147 in2 200/Fy 0.0050 Total As Req'd 0.772 in2 As Req'd by Analysis 0.0010 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014% r 'y $ Footing OK 5.25ft square x 12.Oin thick with 6- #4 bars Max Static Soil Pressure 667.45 psf Vu: Actual One -Way 15.02 psi Allow Static Sal Pressure 1,000.00 psf Vn•Phi : Allam One -Way 76.03 psi Max. Short Term Sal Pressure 667.45 psf _ Vu: Actual Two -Way 50.97 psi Allay Short Term Soil Pressure 1,000.00 psf Vn'Phi : Allam Two -Way 152.05 psi s Mu ;Actual 2.73 k -ft Alternate Rebar Selections... Mn "Phi :Capacity 5.85 k -ft 4 # 4's 3 # 5's 2 #6s 2. # 7's 1 # 8's 1 # 9's 1 # 10's r HAIRPIN AT RIGID FRAME COLUMNS ` Max. horiz load at column (D + L) _ Max. horiz load at column (D + W) _ x r I -�� - i-��-- ' �•-� JFK-- I - I IF Ij��d I--I--L- I p I I I I I i I I I I I I 4.0 R 7.2 K CAPACITY OF #5 HAIRPIN: i' 1 BAR X 0.31 in2 X 24,000 psi = 1 BAR X 0.31 in2 X 24,000 psi x 1.33= HORIZONTAL DESIGN LOADS (D + L) _ HORIZONTAL DESIGN LOADS (D + WL) _ CAPACITY OF #3 REBAR AT 18" O.C. EACH WAY: #3 capacity = 0.11 in2 x 20,000 psi Engage min. 4.5' wide mesh (4 bars) = 4 bars x 2,200#/bar 7,440 # (D + L) 9,895 # . (D + W) 4.0 K < 7.44K 7.2 K < 9.89K USE #5 HAIRPIN AND HAIRPIN TIE AT EACH RIGID FRAME LINE BOLT GROUP HAIRP SHALL BE MIN. 10 FEET LONG ri 14/ = 2,200#/bar = 8,800#/bar I BEARING ANGLE CAPACITY TO RESIST HORIZONTAL REACTION• EOQ -4zt, A.& -re, 7/ ASSUME TWO BEARING ANGLES RESIST HORIZONTAL LOAD, SEE ABOVE DESIGN SKETCH OF BEARING ANGLE. Assume f'c = 2,500 psi for concrete ALLOWABLE BEARING STRESS ON CONCRETE: Brg stress allow = 0.375 x (2,500 psi) = 937.5 psi allow BEARING STRESS AT TYPICAL WORST CASE BEARING ANGLES: Brg.stress = 7.2k x 1000 lb/kip / 31'x811x2 angles= 150 psi Bearing stress Ok USE L4X3X1/4 BEARING ANGLE PAIR AT EACH RIGID FRAM] BOLT GROUP END BEARING PLATE CAPACITY TO RESIST REACTION: Brg stress at end brg plate: 10.61K x 1000 lbs/K / 3"x8.5" = 415.6 psi Bearing stress Ok USE 3" x 8.5" x 1/2" thick end bearing plate al BRACED BAYS FOR RIGID FRAMES HORIZONTAL DESIGN LOAD AT RIGID FRAMES = 4.5 R (D + L) HORIZONTAL DESIGN LOAD AT RIGID FRAMES = 7.2 R (D + W) HORIZONTAL DESIGN LOAD AT BRACING SW = 10.6 1K (D + W) (SIDEWALL BRACING RESISTED BY END BEARING PLATES) ASSUME TWO BEARING ANGLES RESIST HORIZONTAL LOAD, SEE ABOVE DESIGN SKETCH OF BEARING ANGLE. Assume f'c = 2,500 psi for concrete ALLOWABLE BEARING STRESS ON CONCRETE: Brg stress allow = 0.375 x (2,500 psi) = 937.5 psi allow BEARING STRESS AT TYPICAL WORST CASE BEARING ANGLES: Brg.stress = 7.2k x 1000 lb/kip / 31'x811x2 angles= 150 psi Bearing stress Ok USE L4X3X1/4 BEARING ANGLE PAIR AT EACH RIGID FRAM] BOLT GROUP END BEARING PLATE CAPACITY TO RESIST REACTION: Brg stress at end brg plate: 10.61K x 1000 lbs/K / 3"x8.5" = 415.6 psi Bearing stress Ok USE 3" x 8.5" x 1/2" thick end bearing plate al BRACED BAYS FOR RIGID FRAMES n ENDWALL COLUMN FOOTING (lines 1 left endwall) - WORST-CASE LOADING Max Vert .. Load (D-+ L) Max Vert load (D + W) Max. Uplift Load (D + W) Max. endwall bracing reactions at endwall columns = Height to width ratio h/b = 10.0 kip down 12.0 kip down -7.0 kip uplift 4.5 R down -4.5 R uplift 1.33 > 0.5 1.5 F.S. IS REQUIRED ok a Per section 1621.1: The base overturning moment for the. entire structure, or of any one of its individual primary lateral -resisting elements, shall not exceed 2/3 of the dead -load -resisting moment. For an entire' structure with a height -to -width ratio of 0.5 or less in the wind direction and a maximum height of 60 feet, the combination of.the effects of uplift and overturning may be reduced by 1/3. UPLIFT RESISTANCE FROM FOOTING DEAD LOAD: Note: Cont. footing capacity to resist uplift is shown on attached calculation: Cont. footing/slab 300 #/lf x (10' + 7.51) = 5,250 lbs Footing 3:75'x(3.75' -11)x 2.0'x 150pcf = 3,094 lbs Total uplift resistance from foundation = 8,344 lbs 4.5k x 1.5 F.S. -6.75 K < 7.125 K OK W/1.5 F.S. -7.0 K < 8.334 K OK USE TYPICAL ENDWALL COLUMN FOOTING: 3'-9" SQUARE 18" DEEP 344 REBAR EACH WAY TYPICAL ON LINES 1 AND 4 SEE ATTACHED FOOTING CALC. Uplift resistance OK NOTE FOOTING SIZE ON ENDWALL IS CONTROLLED BY UPLIFT Estrada Engineering and Design Title : 728 A Plumas Street Dsgnr: Yuba City, Ca 95991 Description Ph. (530) 674-1681 Scope: Fax (530)671-5257 Rev. 510002 User: KW -060429, Ver 5.1.2, 1.3•Jun-1999, Win32 Square Footing Design (c) 1983.99 ENERCALC —bis'n'rdr✓M3kL`E:SS:.VP,'i4Ai`1'lw:si'SE3i �.:t.5'DS77�.N.'i,SS;rd:e':I:tui'S?GL`:�il:uYv77ai7.'F;wl7udG�d'a'dXl�i;�.'EfA�TX�R31:1'!C'k'C5K67PS.x.:B.itA�T.F::it{EK57PA7IdSi15l�tL'ftti9st5tl1 Description Endwall footings lines 1 and 4 SA Job # / Date: 11:04AM, 31 JAN 03 Page 1. General Information �unnnary I�5it6�A1f.,F�al�7v7'�TdIG�,513t��S;n:F�biYr 3.75ft square x 12.Oin thick with 3- #4 bars Calculations are designed to ACI 318-95 and 1997 UBC Requirements . ./ Yd>_ • St,vIN .s.,fi. !R .f . : . a r. : aC .. .. Dead Load ' .t ' : F " �l' .. - W n 12.000 k 11'l7+ Ylil • < . dp ' ' 6 ' :ie dv . Footing Dimension .[..Y . S.'tE bt^. • W.N1VC uMr' 4 5 . 3.750 ft Live Load 0.000 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 3 Seismic Zone 3 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.000 Concrete Weight 145.00 pcf fc 2,000.0 psi LL & ST Loads Combine Alternate Rebar Selections... Fy . 40,000.0 psi Load Duration Factor 1.000 3 # 4's 2 # 5's 2 # 6's Column Dimension 5.00 in Allowable Soil Bearing 1,000.00 psf Reinforcing% .:Nb . .. ,. ¢Y. 1 .w..r '6. ,GWyv. A, >Ra1. w ,. . t? d• "i6.906n ' H8 -i . +._ ,A &. +ida' - :: R. a Is. . m,. ra Rebar Requirement ... ,itLraria. Actual Rebar "d" depth used 8.750 in As to USE per foot of Width 0.147 in2 200/Fy 0.0050 Total As Req'd 0.551 in2 As Req'd by Analysis 0.0007.in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014% ,J �unnnary I�5it6�A1f.,F�al�7v7'�TdIG�,513t��S;n:F�biYr 3.75ft square x 12.Oin thick with 3- #4 bars Footing OK Max. Static Soil Pressure 998.33 psf Vu: Actual One -Way 12.48 psi Allow Static Sal Pressure 1,000.00 psf Vn•Phi : Allow One -Way 76.03 psi Max. Short Term Soil Pressure 998.33 psf Vu: Actual Two -Way 37.03 psi Allow Short Tenn Soil Pressure 1,000.00 psf Vn`Phi : Allow Two -Way 152.05 psi i Alternate Rebar Selections... Mu :Actual 194 k -ft 3 # 4's 2 # 5's 2 # 6's Mn' Phi: Capacity 4.12 k -ft 1 # 7's 1 # 8's 1 # 9's 1 # 10's v e 9� BEARING ANGLE CAPACITY TO RESIST HORIZONTAL REACTIONS - ENDWALLS: I A -41U, HORIZONTAL DESIGN LOAD AT ENDWALL COLUMN= 3.5K (D + W) HORIZONTAL DESIGN LOAD AT X BRACING = 5.4K (D + W) (SIDEWALL BRACING RESISTED BY END BEARING PLATES) ASSUME TWO BEARING ANGLES RESIST HORIZONTAL LOAD, SEE ABOVE DESIGN SKETCH OF BEARING ANGLE. Assume f'c = 2,500 psi for concrete ALLOWABLE BEARING STRESS ON CONCRETE: Brg stress allow = 0.375 x (2,500 psi) = 937.5 psi allow BEARING STRESS AT TYPICAL WORST CASE BEARING ANGLES: Brg stress =3.5k x 1000 lb/kip / 3"x8"x2 angles= 72.9 psi Bearing stress Ok USE L3X3X1/4 BEARING ANGLE PAIR AT EACH ENDWALL COLUMN BOLT GROUP END BEARING PLATE CAPACITY TO RESIST REACTION: Brg stress at end brg plate: 5.4K x 1000 lbs/K / 3"x 6.5" = 276.9 psi Bearing stress Ok USE 3".x 6.5" x 3/8" thick end bearing plate at BRACED BAYS FOR ENDWALL COLUMNS 1o/ HAIRPIN AT ENDWALL COLUMNS - (left endwall or right endwall) MAXIMUM HORIZONTAL DESIGN LOAD DUE TO (D+W) = 5.4R MAXIMUM HORIZONTAL DESIGN LOAD PERP. TO WALL = 3.5R CAPACITY OF #4 HAIRPIN ENGAGED INTO SLAB REINFORCING: #5 capacity = 0.31 int x 24,000 psi = 74.40#/bar CAPACITY OF #3 REBAR AT 18" O.C. EACH WAY: #3 capacity = 0.11 in2 x 20,000 psi = 2,200#/bar Engage min. 4.5' width (4 bars) = 4 bars x 2,200#/bar = 8,800#/bar USE #5 HAIRPIN MIN. 10 FEET LONG AT EACH ENDWALL COLUMN BOLT GROUP U aEGK GAPA(,ITY OF ANU-IOR BOLTS IN GONGR -fE: ASSUMPTIONS: 3/4' DIAMETER A301 BOLTS MIN, 12' EMBEDMENT DEPTH F'c = 2,500 PSI, normal Kt. concrete Fut = 60;000 psi • = 0.65 strength reduction factor ED6E OF ! o TYPICAL ANCHOR CRETE BOLTS SHADED AREA INDICATES COMPUTED SURFACE AREA OF FAILURE PLANE (VERY CONSERVATNE I A NTA-ELTS 2 ANCHORS) •�` `r O O • `` �� ��. \ `� `' 12' MIN. 'y TYP. PLM VICNI OP TYF, SWTION ,4T AW.41OR BOLT INSTALLATION ANCHOR BOLT INSTALLATION Gompute surface area of Stress cone: Reference the design sketch above for the stress cone Surface area = (3.141 x 12 (12"2 + 12"2)".5 )/2 = 319.8 Int 4 x 16.9 x I side = 61.6 Int = 387.4 In2 Section 1923.2 In addition to 1909.2: 2.0 multiplier used If special Inspection not provided 1.3 multiplier used If special Inspectlon Is provided. 3 x multiplier used If anchors are embedded in-tenslon zone and no special Inspection Is used 2 x multiplier used If anchors are embedded In tension zone and speclal inspectlon is used Section 1909.2 factored loads Qk U= 0.15 (1.41) + 1.11- + I. -IN) = 0.-15(1.1)N = 1.3 W U= 0.9 D + 1.3W Pu= 13.9k x 1.3 x 1.3 x 2 = 46.98k i = 4b.98k/2bolts=23.49k/bolt Design Strength of Anchors In Tension: ' Pss = 0.9 x Ab x fut P55 0.9 x .442 Int x 60,000 psi Pss = 23,160 Ib/bolt Design Strength of Concrete In Tension in lbs: Ox Pc = ,Ox t x4xApxF'c".5 0 x Pc = .65 x I x 4 x 38"1.4 I n2 x 2500^.5 0 x Pc = 50,362 # Pc = 11,480 # Note. Shear Is resisted by bearing angles In all cases so the design shear strength of the bolt on concrete Is not considered. SEGTION 1923.3.4 - C."INED TENSION AND SHEAR CW=rK (1/0) x (Pu/Pc)< 1 _ (.I/.65) x (4b.98k/11.48k) = 0.93 < I - OK (1/0) ((Pu/Pc)"1.661 + (Vu/Vc)"1.661) < 1 = I / . b5' (4b . 98/-1.48) " 1 . bbl + 0 0.661 < 1 - OK (Pu/P5s)"2 + (Vu/Vs5)"2 < 1 (46.98k/23.16 x 2 bolts)"2 0.911 < 1 . - OK IV Deeded Casmer g� 3W.o .. I Ptj:* Ut42-, IDO- 053 I uJ�ll� g<,T�ncR �y�pmx 25 S �'�• �, �.e. f bo Environmental Health MAR - 5 2003 (�'�f000 California Flan Plane, bo Environmental Health MAR - 5 2003 (�'�f000 California r; 000 "y 101,1 MatriScope, Inc. ss j%1 Engineering Laboratories & Consultants' ` No. EI 3�Industrial Boulevard • West Sacramento, CA 95691 ' Phone (916) 375-6700 • Fax (916) 375-6702 .1 ❑ 436 14th Street, Suite 1029 • Oakland, California 94612 Phone: 510-763-3601 o Fax: 510-763-1388 10875 DAILY FIELD REPORT Page: of Project Name: 1 rt; ./,,r),,, to u,e Client's Job No: MS Job No: j S 3 4 Address: J Date_ : I1912j�Q 7 M T W Rh F S Sun Project -Site Time (,Start)'% Lunch, min: Completed: (� 30 OverTime; Travel Time; or a Cancellation/Delay see footnote ' Type of Work Observed: // ;/, , -P tic,+ k bo f q ti MS,Code No: Project Specification(s): Plan Sheet(s): , Permit or Jurisdiction No: Report: ** (� S r S �'� P G u e-, f e J L i -A P -e i/ K'14. W e . -e (; -e t i,.v � i- 11A _e n I/ -a -.t/ S T -e s ,-I S l. V `P -V,2 O T J tri I I i� iJ 1 7 i 7 -e S -T1'1--P . %\r �% !) �C 0-C V 5 Q 1 IA C -•e LA Sampling & Testing: Type of Material: Source: Location(s) Sampled: No. of Samples: Laboratory Tests Requested: Field Test(s): Equipment Used: Field Test Result(s): Specified Tolerance: - Pick -up Ordered: Date, Time & Site Location: No. of Specimens: " s I ne nerein namea inspector, or i ecnnician, ennes inat me work Doservea aror I estea, complies with, contract Document Requirements, unless otherwise noted. Inspector/ Technician: print / Licenses / Certification No: Inspector: Project -Site Authorized Representative: * " , Position: Note: This is not an Invoice. Services are based on 4 & 8 hour minimums, 2 hour cancellation minimum. Overtime becomes effective after the first 8 hours worked; on Holidays (legal); onWeekends; & after 3:30 PM; unless contracted otherwise; prior to services being performed. Laboratory Testing, Material Engineering, Equipment Rental & Travel Time Charges may also apply. Distribution of Report Field Copies: White to MS; Canary to Inspector/ Technician; Pink to Authorized Project Representative Any Overtime or Travel needs approval. Note on the last linefsl of the report who authorized the hours. For Travel Time the origin and destination need to be noted in the report. Fully explain any Cancellation or Delay. Location of Work Inspected is identified by Grid Linelsl, Columnlsli Floor Level(s) or Specific Location(s)-on Site. " •' Noted The signature of the Authorized Representative verifies that the MS Inspector / Technician was present on-site; does not indicate your acceptance of the ,s work, report details, or test. MatriScope, Inc. Revised 06115102 Form No. 2476 Copyright © 2002 MatriScope, Inc. MatriScope, Inc. a�Ap }Engineering Laboratories &Consultants. November 7, 2003 Perry Whitefield PO Box 3258 Chico, CA 95927 Project: 2737 Kenndy Avenue Chico, CA Building Permit: City of Chico, Permit # N/A REPORT SUMMARY From: 10/20/03 . To: 10/31/03 3102 Industrial Blvd. West Sacramento, CA 95691 (916) 375-6700 Fax: (916) 375-6702 E-mail: web@matriscope.com MS Job No.: 1534 As directed by Perry Whitefield, MatriScope, Inc. was present at the above project on the dates shown to provide inspections of the work in progress as follows: 10/23/03 - Thursday High Strength Bolting Report #10875 1 arrived at the project site as requested by Perry Whitefield and we reviewed the plans and I tested 25 -each, %" diameter A325 high strength bolts for torque and the bolts tested met the requirements in accordance with ASTM specifications and passed. The torque of 450 lbs, was obtained by using a certified and calibrated torque wrench. Inspector: Harold Fisher Unless noted otherwise, the above work was performed in accordance with the project plans and specifications. Respectfully submitted, MatriScope, Inc. Gary C. Balbi Vice -President, Operations J:\OPEN\1534\Reports\R 110703.doc eso iin s.�. MatrrScoP e InC. d EndineeHng'Labomtories & Consultants POE November 7, 2003 Perry Whitefield PO Box 3258 Chico, CA 95927 Project: 2737 Kenndy Avenue Chico, CA Building Permit: City of Chico, Permit # NIA REPORT SUMMARY From: 10/20/03 To: 10/31/03 3102 Industrial Blvd. West Sacramento, CA 95691 (916) 375-6700 Fax: (916) 375-6702 E-mail: web@matriscope.com MS Job No.: 1534 As directed by Perry Whitefield, MatriScope, Inc. was present at the above project on the dates shown to provide inspections of the work in progress as follows: 10/23/03 — Thursday High Strength Bolting Report #10875 I arrived at the project site as requested by Perry Whitefield and we reviewed the plans and I tested 25 -each, 3/" diameter A325 high strength bolts for torque and the bolts tested met the requirements in accordance with ASTM specifications and passed. The torque of 450 lbs, was obtained by using a certified and calibrated torque wrench. Inspector. • Harold Fisher Unless noted otherwise, the above work was performed in accordance with the project plans and specifications. Respectfully submitted, MatriScope, Inc. 1 Gary C. Balbi Vice -President, Operations J AOPEN\1534\Reports\R 110703.doc • County of Butte Oroville, California GENERAL CLAIM CLAIMANT: Great Western Realty - Perry Whitfield/Owner ADDRESS: P.O. BOX 3258 IMPORTANT: CITY & STATE: Chico, CA 95927 SEE INSTRUCTIONS ON REVERSE SIDE DATE OF CLAIM: 8/19/2003 SUBMIT CLAIM TO DEPARTMENT RECEIVING GOODS OR SERVICES DATE DESCRIPTION OF CLAIM DESCRIBE FULLY TO AVOID DELAY AMOUNT Reason for the Ag° Pe�mlt Use. Not Allowed z� ' .�i° y;tn^,.„...,::. L..x...x,L 7x€T !'- x....:!k,, :";._ 0 1 5 ,? n i l, Refund: .n.--.:... _.:... ......-._ gppx.., °42 100 053, AG02 238rc ' R;g AP Na Q, No.: x.,. x..x , �:-„x,::..,•x:;.-,:.;x,.,,xx;,xxx:.;;x �, �:x=rx,;x,:.: ,,:,.x,:.:::..::::.:x::,x;�.,. .,V .:r":. Date:cei Bldg Permit Fees:. .._...,,..__..�_.�.._x: ........ .x.x.x.,,RecelptNo.: t .. TOTAL FEES PAID: $60.00 Owners Name: s., TOTAL FEES RETAINED (Breakdown Below): $25.00 51 SKKA x°. . x' ilin Fees:Buildin Permit FPlan Checking Fee: . . :.,:a::.Y,�.:: ,,,x::x::::x:.,:,u;x xx::xx i"ki:x,xx::,:vye� _ _ =s - F.:�,:.'.0 I Checking Fee: Energy Pan x.x.,.:,,x,.x. xx.....x.,. Plumbing Permit Filing Fees: x;�,,,,,,,,,.:::,,,•,,,,::x,:x,.::,;;;: gY 9 .::x,xx,xx,...x.x.,._.xx._x,...x...x..xxx....,.,..x.. - - •x:•a:':: z ssap.�Y _ -'x`•i.uic°e:x:in:fzr�iiiii.°::.I+n s a:axriz„ �'::iiry:'x"s,•�z.a�ii.x„�vx::lw„_xw u'=i"iki!i:r:1'��i.-..::.=.:•x'ii',.uxR::'�:�x �:::::::::aa:xM,;, ,- 2JElw,'visi!°y:n�::u, ectrical Permit Filing Fees: Refund Processing Fee: .� - - z :iii:". •ri•x :.:!:ic.rJ.:v:,_x::_'rxzxx.iz i,Sv:,,:.x..-:,xu,„,.xx,x:x:,x::x::::..�.e-.xy=._ •�v'kiu:,•i,•:•nx,�:,z:zri::r,•,:i�ii.•ex°ei:RES :'�•'� su..xx!xk:xxxx., xi,ai •;x".� •iiL�uzx:A�xx,x' Mechanical Permit Filing Fees:Inspection Fee: v .,v„x,�,�".x.xz„,x„x�zxxxxx�,xzxx.Vxz!'v. SRA Fee: $35.00 x,...:- .x ,. :�:::.s„x:,:::n: I, the undersigned, declare under penalty of perjury that the services or articles claimed have been performed or delivered, and thal tFprs claim is-true;and correct as stated 7 �% Dated this day of , 2003, at �/” �u Calif. ignature of Claimant I, the undersigned, hereby certify that, to the best of my knowledge, the services or articles specked above have been performed or delivered and that there is a Budget Appropriation or Specific Board Approval (Check once)) for the same. 1s Q� Dated this V� day of i 2003, at _Oroville Calrf�� Department Head or Authorized Deputy Dept. Code 440-001 Exp. Code ZY10500 PAYABLE FROM Construction Permits FUND Dept Code Exp. Code PAYABLE FROM FUND Dept Code Exp. Code PAYABLE FROM FUND DO NOT WRITE BELOW THIS LINE - AUDITOR'S USE ONLY DEPT & SUB. PROJ. SUB. OBJ CLAIM NO. INV. NO. INV. DATE ENCUMB GROSS AMT. ad -e -d F19003 County of Butte Oroville, California GENERAL CLAIM CLAIMANT: Great Western Realty - Perry Whitfield/Owner ADDRESS: P.O. Box 3258 IMPORTANT: CITY & STATE: Chico, CA 95927 SEE INSTRUCTIONS ON REVERSE SIDE DATE OF CLAIM: 8/19/2003 SUBMIT CLAIM TO DEPARTMENT RECEIVING GOODS OR SERVICES DATE DESCRIPTION OF CLAIM DESCRIBE FULLY TO AVOID DELAY AMOUNT Reason for the .:-,.xx Ag Permit lJs�e NotAllowedr : Refund .:.: : : : 4 : : . : . ,x,xx xx-x :;:.:..:.."..:.: :„xi., i:: :;:,xx.xx,x,. x , ,,,xxx .xxx _ ....._.... _ ..n.......... . _.........._. _.__. „x xx x...:..........x.,x..x.,x,..... ,..:.._. ..xx..:_ 9 PP .....::::.:.::: y .:.:::.:::xxx, _..... ,.,... ermt..............::::.:.........:..:.: : U.N. :::::.,::.x::xx, ;;.::,:: ;.::�:.:::;.:::..::U.N.,x.xx, No.: AGQ2 238' 1'00 xxlx° AP No:042 053 x.xx Recei t No. t Date: 19/0:Bldg Permit Fees::HEN -r—, ees ;4Receip... ::.s29:EE;."s::E:Ea9E�Esc;E Owner's Name: Perry Wh'Itfleld, > : TOTAL FEES PAID: $60.00 . ...: TOTAL FEES RETAINED (Breakdown Below): $25.00 :xBuildin9PermitFilin Fees: Plan Checking F - xF? ;. •=•y=xxx.xx� ::::: r w;:"•:: iu=.xi:i::•x:iF :"::•.: xxx.,.. ,. '.isC.xxx:: X".xaiir:-xev:"ixi•iiiz mx" PlumbingPermit Filing Fees: , _-.: -- H.H.,H . Ener Plan " �:;:;:...:"::'..:; 9 9Y n Checking Fee: .:::E:...:..:R-:::.;::;:: x. x x,.,,;xx Electrical Permit Filing Fees:: .....€)<::: .. .:: Refund Processing Fee: r"I°tx $. Mechanical Permit FilingFees a :,:::;..:::.:-:x .;u; x x :x .x.:nx:........•..xxxx.::x:x:: - ... Inspection Fee ._: :.:: � xx SRA Fee: :.x.::.:.:, .:.::..:.: $35.00 I, the undersigned, declare under penalty of perjury that the services or articles claimed have been performed or delivered, and that this claim is true and correct as stated Dated this day of 2003, at Calif. Signature of Claimant I, the undersigned, hereby certify that, to the best of my knowledge, the services or articles specified above have been perfonned or delivered and that there is a Budget Appropriation or Specific Board Approval (Check one) for the same. Dated this day of , 2003, at _Oroville Calif. Department Head or Authorized Deputy Dept Code 440-001 Exp. Code 4210500 PAYABLE FROM Construction Permits FUND Dept. Code Exp. Code PAYABLE FROM FUND Dept. Code Exp. Code PAYABLE FROM FUND DO NOT WRITE BELOW THIS LINE - AUDITOR'S USE ONLY DEPT & SUB. PROJ. SUB. OBJ CLAIM NO. INV. NO. INV. DATE ENCUMB GROSS AMT. BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 —TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. FAF Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. /OO " O J ZONING OWNERf t kALe-,1� PHON O OWNER'S ADDRESS LOCATION OF BUILDING e() A -P A V"0_' oc'4LCs USE OF BUILDING eo.)q21*__e4r\�- J SIZE OF STRUCTUR 75w ,X SOL ,_ 31SO SQ.FT. TYPE OF CONSTRUCTION: / WOOD FRAME STEEL CONCRETE __Z_ OTHER (Specify) TYPE OF SIDING ROOF, OVERING FLOOg TYPE ESTIMATED COST OF CONSTRUCTION AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: FRONT SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG'Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the . AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirernIn effect at that time and before occupancy. /% z 7 � Date IO2lg - a2 Signature of Owner ` /` Permit Fee - $60.00 The above described AG Building is exempt from Iding pe/mit. VK PARC 7T Receipt No. Manager Building Division p By White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant Date ,A BUILDING DIVISION t *fCOUNTY OF BUTTE - DEPARTM;EN3.017 DEVELOPMENT SERVICES 7�COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE: (530) 538-7541 r AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. �1�2-2 Agricultural building,is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human w habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a —,,.place used by the public. 1k, 'l. /_ ASSESSOR PARCEL NO. O i z— 10 0-063 �! OC3 ZONING 6 OWNER ��L 'A PHON O q —� 2 _ `''I7,0 OWNER'S ADDRESS /f - j� Sole— P (J Ip O`, /� � ��� �� Ilnfo .Re. �[ �jT 'LOCATION OF—BUILDING USE OF BUILDING cc,, /+ d HJT C1 t c I G SIZE OF STRUCTURE 7�w ~ 75 W —'X So l.. = 3150 SQ. FT. yT-'PE OF'CONSTRUCTION: , WOAD FRAME J STEEL �/ CONCRETE ✓ OTHER (Specify) ••„ i 'TYPE OF SIDING' # ROOF COVERING t FLOO,I TYPE ESTIMATED.C//OS'T� OF CONSTRUCTION AGzBusldings shall comply with the minimum front, side; and rear yard setback requirements of the applicable County Ordinances as follows: 1 f 'S`'✓ i „ FRONT. SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. o -f AG Buildings less than 1000 sq. ft. in floor area shaif•be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building.,` r % . AG Buildings greater than 1000 sq. ft. in floor area shall be located�a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition i If any change in. use or occupancy of the building is made, I will contact the Building Division and .� obtain any necessary permits, inspections, and approvals to comply with the requiremen . in effect at that time and before occupancy. Date �OZ�g ' 02—� Signature of Owner Permit Fee'- $60.00 Receipt No. •� G� �f ��,� The above described AG Buildinq is Manager Building Division Ing By Date White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod — Applicant BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT .OF DEVELOPMENT SERVICES ,,COUNTY CENTER DRIVE - OROVILLE, CALfFORNIA 95965 - TELEPHONE: (530) 538-7541 4 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human ` habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a , place used by the public. 4 ASSESSOR PARCEL NO. O/UO - 05 3 ZONING A OWNER �• I 1P' �� i PHONENO � - � � -r► "N OWNER'S ADDRESSC q / �p �} I b SoJe'._ A,ae , t P-0-8 0 X ,?AjQ g1Ve U1 r 'LOCATION OF -BUILDING f .. 4e Parcel { n A C r -t C to G4 USE OF BUILDING ,: EGL) rr7/1.� " Rf * 4e .JT ra C__ 0 C t G SIZE OF STRUCTURE �... 76 xSo1-_3150 . .,. - SO. FT. TYPE OF CONSTRUCTION: + WOOD FRAME STEEL CONCRETE ✓ OTHER (Specify) ' TYPE OF SIDING ROOF COVERING FLO9,13, TYPE ESTIMATED COST OF CONSTRUCTION , $ So "O U o --- QG,,Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: FRONT "' '" /)K*V , SIDES / �'" REAR 2-0 `L .. AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. , AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and . obtain any necessary permits, inspections, and approvals to comply with the requiremen in effect at that time and before occupancy. Date QO2 �� ' OZ Signature of Owner Permit Fee - $60.00 The above described AG Building is exempt from.a-building permit. , J FLOO PARCEL. P.D ROOFfiNG 1771 Receipt No.. �� �d (A1 V ; V Manager Building Division By Date White — DPW, Yellow —Assessor, Pink — B. I., Goldenrod —Applicant ..�+�'�, ... .-s—....y,". r�+:s..-•. . .�-..c�-. - r...'4.....r : �-.- s ti�.;+r!YY.�ifg3'yFYsr•�j.r+.. �,, ;^ort r� �.. ..... r --- .� � BUILDING DIVISION COUNTY OF BUTTE - DEPARTYME-NT.OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. � ��� T j j� a � ��, � .� t✓ ZONING OWNER PHONI�,NO., ....� OWNER'SADDRES I At�, 5t.1.Ie— f ij-e--.. `LOCATION OF..BUILDING 0c, }r� ecct4 6-1 is rc y USE'OF BUILDING „, 1.1 a` (('' `�.rrp. �.Nc1rr Gam. C:f'� %4tJ£C•.0 C— SIZE OF STRUCTURE sr "' SIZE 7tv •X SOL 31SO _ SQ. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL CONCRETE ✓ OTHER (Specify) TYPE OF SIDING'.. ROOF COVERING FLOOR "TYPE ESTIMATED COST OF CONSTRUCTION AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: e FRONT 1a< SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a . mobilehome, and 23 feet from a commercial building. `� r AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and , obtain any necessary permits, inspections, and approvals to comply with the requirement in effect at that time and before occupancy. Date Id Signature of Owner rpt Permit Fee - $60.00 Receipt No. The above described AG Buildi Manager Building Division is exempt from,a building By Date White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod —Applicant 0 ur °�rF° ° 00 Butte County Department of Development Services ° ° ° Building Division CDUN �y REFUND CLAIM APPLICATION REQUEST FOR REFUND Refunds can only be made upon written request by the person who paid the fee(s). 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 are not refundable. Fees paid to other County Departments are not covered by this claim. [Butte County Code section 3-41(t)] CLAIMANT'S NAME: MAILING ADDRESS: 9 k--t�;7 , ASSESSOR'S PARCEL #:C / G!'S — S 3 BUILDING PERMIT #: tip RECEIPT NUMBER(S): A request for refund of fees paid on the above receipt number(s) is for the following reasons: Please refund any applicable fees in the following categories: (Check those fees which you wish to have refunded.) ( ) Building Permit Fees ( ) SRA Fees (CDF Fire Planning) Disposition of Plans: ( ) Plans returned to me at counter ( ) Please mail plans to me at above address ( ) Please dispose of plans ( ) Sheriff Fees ( ) Other (specify): Signature _. Date A COUNTY OF BUTTE GENERAL CLAIM FORM WILL BE MAILED TO YOU FOR SIGNATURE AFTER REVIEW BY BUILDING OFFICIAL. J:\My Documents\REFUND CLAIM APPLICATION.doc 12/17/02 FOR BUILDING DIVISION USE ONLY.- Receipt NLY: Receipt Information: Number: Date: / / 9 ��- Issued To: Amount: d f lQ Fees Retained: BP#- /Processing Fee: $aCj BP# Processing Fee: $ Bldg Filing Fee: $ Bldg Filing Fee: $ Plbg Filing Fee: $ Plbg Filing Fee: $ Elec Filing Fee: $ • Elec Filing Fee: - $ Mech. Filing Fee: $ Mech Filing Fee: $ Energy P/C Fee: $ Energy P/C Fee: $ 'fb Plan Check Fee: $ Plan Check Fee: $ �\ Inspection Fee: $ Inspection Fee: $ SRA P/C Fee: $ SRA P/C Fee: $ .,Other: $ Other: $ Total Amount Retained: $ $ TOTAL REFUND DUE:$ $ Amount from 440-001 $ Amount from $ Amount from $ Amount from $ J:WIy Documents\REFUND CLAIM APPLICATION.doc 12/17/02 09 COUNTY OF BUTTE OFFICIAL RECEIPT 369445;,: `r • }.�.. 71 ifj OFFICE OR.DEPARTIVIENT ISSUING RECEIPT ' . Lt ., cetved from esilm Of I, 7�•�.fi '.l �� F'T'A� Y W • rG. .erg' ' eCBIVed Xyd"'` (. Received By '�'.�,'`../°•' <rrkf'Y, CASH •:1 -• jt .,tF j,re yti ,., Y :, Title CHECK . ,.a. a a.. .�v r • .- .i By 4:: yip 6USINESS FORMS • (916)743-6511 t k r t V.COUNTY OF BUTTE i r ytl, OFFICIAL RECEIPT 369446 VI OFFpw:ICEOR DEPARTMEN ISSU,I:IyGuRECEIPT K�f'°- 'z0�, j :7`5. ce1VQd'frol[l- { +wr'r�.1 k� . •Y-X'+� ..� it '(3 "1u h� �,: Xp��' a Slum of y W �. i• - 9 41ux- � .. . • ! t ; ,Received: ��`. �¢� t .•r" _ ` y_.,_,,,,.•r t r�' X45 +F t Received By CASH s^ , Title �`� : w, • '"' fi .a 3c;1' l.:r CH ECK ;'; 54;eN By *u- '.mak AV062 SIN _FORMS •(916) 743-6511 wl T. COUNTY.-OF BUTTES OFFICIAL RECEIPT 3L6rg 447 41, OFFICE OR DEPARTM'EN'T ISSUING RECEIPTAff r ,a 1 P Rece>lye d'from:' tThe S ua..of aN'^'` .t �` •'' 2 -I Y ,, i For t4.n. .� ;40 .� ' S]' ]`�+.•.•' 1 1 n`t1'W+ffj.' xY +wl•'F` SF ,4* 3 Received Received By a�w',�"'� sw• " Y a i Title ,. rr `4 ,..t �..-�• �- ;. - -CHECK QMV•'-iYt y TAt • .. i} ESS ORMS :F F BUTTE TTE��� COUNTY OFFICIALRECEIPT _ g... A. ti'D p OPFICE,OR DEPARTMENT ISSUING RECEIPT _ _ , ...•,w 4'6� Y, :+� ticrC 16d &M dJomy'�'4 7 nii•�d�1`u• - Ta r �r ,r•y ;j 1•�"`�w=y3�Afk'�� nn XI J`sfa , r _......_.... .L. .. , , °r-d'y�-=:.�''^lj!Ty 1, Jiffy -•7< r,-:, x✓7J�T.if �.t •� 1 f iw.rL.. fir$' l-1: ...• `.� �.Received��f ,. �s-. !� • t.. f_ � } t � l % �'y ' �..., ....,.�.,. • . u.,r ,�� � �.�,.�.._�..... Butte, CA 2002-2003 - 042-100-040-000, Sheet: 1 of 1 Z-10 wow 0 <0000, Gro At B/DWELL 6th SUB. T. 221. R. /E. N -D. B. BM- \ STAT,-- HIGHWAY O6 ROUTE 47 2@433'2Gt9•l7 27837 755.37 47 $ \ 2 m m, -p ,fit \\ 16� � � • 42- /0 © L A00 \ a \, o to \\ yOpg• ®yPA,14 4 \ l� 2 ZG y,6 � N 52 F \ \mac 1916 \ © AG. i i a O9 59AD6 20 00 i c pPG �16 yy� \ \ 49 0 10.90 AC �� m t ,� \ \ \ 0 y15 66 H4 13 ae4Ar \\ \\\ yt% 019A S8 15 OAC // OG 660 896 2B \ 40" s` 6© \\ 30\\ 60 6 ;y 9a `� \\ 15 \\ yy0 4 :c4+69 �.g! SAC \\ 2�6 \\ o� 5.04ac A\ \ P� so 6D KE��` ?�F ``; \y 2 a\ \ $. 66 \ y? P s.00AC 1 s\ j) 62 \N \ a \ 5.02AC 41 0 °1 S.OBaG a� 3 so \ N8 .366AC 9.7ae ei \ J oa \ \ p• 4 \� a \ \� \ 1 AA 36 6.7@AC \;-' ytco 5OC 96 \\\ Q�1y,\ pX16AS� 04 2 r d\ fj18 5\0 101AC.� �; O a \\ C��n c�s�ss N FMI09-34 /3 Bidwell 6lb Sub. M.O.R. Bk. 5 Pg. 30 Assessor's Map No. 42- /O County of Butte, Calif. REWSEO., 9 - 91 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES, BUILDING DIVISION 7 County Center Drive, oroville CA 95965 Phone: 916-538-7541 2l ll�� _ l � 6 3 AEDATE : P . # ow — /0 053 With reference to the above subject: Attached is: Application for permit Mobilehome Utilities Installation Sheet Building Plans Mobilehome Installation Information Sheet Engineered Calculations Typical Plan Sheet Owner -Builder Verification Fm List of Codes Enforced We need the fo �iation rior to permit ocessing and/or issuance: Permit apple tion Signe nd com leted whe a indicated with all copies returned. Plot p�4 se ed by arer. of P1 Comple p , 3/. igned y reparer Engineered plans a c s, 3/4 ets, with we signature on plans. Hazardous Material Fo Energy Design Compliance and supporting documentation. Statement* of Intent for Non -Heated and A/C Buildings. Engineered truss details and layout in duplicate. / D� Mobilehome ata and manufacturer's installation instructions, 2 s' ts. Fees of $ , payable to utte County Treasurer. 1 Impact fees pa' \ California Depar ment of Forestry pla approval/fees. F.E.M.A. National lood Insurance Progra Elevation Certificate prepared by a licensed land surveyor, architect or engineer. Sanitation and plot an approval Health Department. City of Chico plumbing ermit. Plot plan and business cense approval from Cit of Biggs/Gridley. PlaN g approval for anvelopment (a) Imp ovements (b) Drainage. iy permit (approval of onstruction required pri to occupancy). C tor's license infbrmati (No. Name Style, Class) r exemption statement. Ownuilder Verification Form. Recd copy of Agricultural Ackn wledgement Statement. Letof signature authorization. Coprecorded deed of parcel create n and 60' right of way to a public road. Leto intent on building use. Mobom utility clearance. Doctati of legal access. Doctatio of 50% subdivision developed o (a) Road improvements com leted and (b) el meet zoning area and frontage requi ments. Exig violat ns/expired permits resolved. Plaeck list to and revisions. ets of plan in accordance with changes mark in red. Coprecorded 60 right of way to a public road Other: Should you have any questions conc of this office. MCV:ahb ng the above, please contact ve 1C./ Vieira, C.B.O. r, Building Inspection i• .._ 4 I' An Agricultural Exempt Building Permit in Butte County may be issued for very specific purposes. The use you have described for your proposed Agricultural Exempt Building is not an allowed use. Please provide complete plans, and obtain permits for a storage building with office. DESIGN CALCULATIONS FOR ABC JOB # 51-3582-01 Gentlemen: This is to certify that metal building components furnished by American Buildings Company, an AISC-MB certified manufacturer, has been designed in our Modesto office and for fabrication in our Carson City. Nevada plant. The members are designed to comply with the following loads specified in the order documents: Design Loads: 1) Metal Bldg. Dead Load (D) 2) 20 PSF Roof Live Load (L) 3) 20R PSF Frame Live Load (L) 4) 80 MPH Wind Load (W) Exp.= C I = 1.0 5) PSF Ground Snow Load (S) 1=1.0 Ce=0.7 6) Seismic Data as Follows: (E) Zone = 3 1 = 1.0 Soil Profile Type = Sd 7) 0.5 PSF Collateral Load (C) Design Load Combinations: 1)D+C+L 2) D + W 3)D+C+E/1.4 Note: This project is designed as an Enclosed Bldg. Accessories (doors, windows, etc.) by others must be designed as "components and cladding" In accordance to specific wind provisions of the referenced Building code Please note that unless otherwise specified on your Purchase Order, American Buildings Company Serviceability Standards (1996 MBMA/AISC criteria) will be used for design and fabrication of your order. These design loads and combinations are applied in accordance with The Uniform Building Code, 97 Edition (UBC 97). The design is in general accordance with the A.I.S.C. (Ninth Edition) and A.I.S.I. (1986) specifications with 1989 addendum. This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly designed foundation in accordance with The American Buildings Company Erection Manual and American's drawings for the referenced job. The undersigned is not the engineer of record for the overall project. Sincerely, Wei Wang 'Registered Engineer, State of California CO CD LU 0.62269 z CC 09-3 - n, , i SP1 ��/vii OFCALIfO��\P/ 1620 N. Carpenter Rd. Suite D-53 Modesto, CA 95351 AMERICAN BUILDINGS (209) 5784200 Fax (209) 578-1244 COMPANY Elite Steel Building Systems January 8, 2003 362 Sage Street 51-3582-01 Gridley, CA 95948 Chico, CA LRF 50'0 X75'0 X1510 Gentlemen: This is to certify that metal building components furnished by American Buildings Company, an AISC-MB certified manufacturer, has been designed in our Modesto office and for fabrication in our Carson City. Nevada plant. The members are designed to comply with the following loads specified in the order documents: Design Loads: 1) Metal Bldg. Dead Load (D) 2) 20 PSF Roof Live Load (L) 3) 20R PSF Frame Live Load (L) 4) 80 MPH Wind Load (W) Exp.= C I = 1.0 5) PSF Ground Snow Load (S) 1=1.0 Ce=0.7 6) Seismic Data as Follows: (E) Zone = 3 1 = 1.0 Soil Profile Type = Sd 7) 0.5 PSF Collateral Load (C) Design Load Combinations: 1)D+C+L 2) D + W 3)D+C+E/1.4 Note: This project is designed as an Enclosed Bldg. Accessories (doors, windows, etc.) by others must be designed as "components and cladding" In accordance to specific wind provisions of the referenced Building code Please note that unless otherwise specified on your Purchase Order, American Buildings Company Serviceability Standards (1996 MBMA/AISC criteria) will be used for design and fabrication of your order. These design loads and combinations are applied in accordance with The Uniform Building Code, 97 Edition (UBC 97). The design is in general accordance with the A.I.S.C. (Ninth Edition) and A.I.S.I. (1986) specifications with 1989 addendum. This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly designed foundation in accordance with The American Buildings Company Erection Manual and American's drawings for the referenced job. The undersigned is not the engineer of record for the overall project. Sincerely, Wei Wang 'Registered Engineer, State of California CO CD LU 0.62269 z CC 09-3 - n, , i SP1 ��/vii OFCALIfO��\P/ sa P aplr .F.IC AN BtlILDI 4GS CO I A?, ' 00 CONTENTS SECTION 1, General 1:1 Introduction and General Design Approach 1 2 Figure 1 - Clear Span Rigid Frame Building 1.3 Selected References SECTION 2, Rigid Frame 2.1-2.3 Explanations and Methods of Analysis 2.4 Lateral Deflection of Frames Rigid Frame Analysis SECTION 3, Endwalls and Rod Bracing Explanations and Methods of Analysis 3.1 3.2 Figure 4 - Column and Beam Endwall Bracing 3.3 Figure 5 - Column and Beam Endwall Rod Bracing 3.4 Nomenclature Endwall Frame Analysis • SECTION 4, Purlin and Girt Section Properties 4.1 Purlin and Girt Analysis SECTION 5, Panels Panel Profiles and Engineering Properties (LongSpan III) 5.1 Panel Profiles and Engineering Properties (LongSpan) 5.1a Panel Profiles and Engineering Properties (Architectural III) 5.2 Panel Profiles and Engineering Properties (Architectural) 5.2a Panel Profiles and Engineering Properties (Architectural °V" Rib) 5.2b Panel Profiles and Engineering Properties (Standing Seam II) 5.3 Panel Profiles and Engineering Properties (Standing Seam 360) 5.3a Panel Profiles and Engineering Properties (Shadow) 5.4 Panel Profiles and Engineering Properties (16" Loc -Seam) 5.5 Panel Profiles and Engineering Properties (12" Loc -Seam) 5.6 6 Panel Profiles and Engineering Properties (Multi -Rib) Panel Profiles and Engineering Properties (Seam Loc) 513 SECTION 6, Miscellaneous Standard Specifications 6.1 l 00 • • Page LOAD -1 Mon Jan 06 11:54:41 2003 Ver. 17.2 Job#: 51358201 AMERICAN BUILDINGS COMPANY GENERAL DESIGN LOADING INFORMATION Building Code: 1997 Uniform Building Code Roof Dead Load = 1.50 psf Collateral Load = 0.50 psf Basic Roof Live Load = 20.00 psf with tributary area reduction check Building Use Category: 1 Essential Facilities 2 Hazardous Facilities 3 Special Occupancy Structure . ■ 4 Standard Occupancy Structure Snow Importance Factor = 1.000 Snow Exposure Category: 1 Roofs located in generally open terrain 2 Structures located in densely forested ■ 3 All other structures Snow Exposure Factor = 0.700 Ground Snow Load = 0.00 psf Basic Roof Snow Load = 0.00 psf extending for 1/2 mile or more or sheltered areas Design Wind Velocity = 80.00 mph Wind Exposure Category: B Terrain with buildings, forest, or surface irregularities ■ C Terrain which is flat and generally open to 1/2 mile or more from site exposed to wind flowing over water D Flat and unobstructed coastal areas Wind Importance Factor = 1.000 Pressure (q) = 18.05 psf (components) Design Wind Velocity Pressure (q) = 18.05 psf (primary framing) Design Wind Velocity Main Frame Windforce Distributions: 01800 -0?900 -03700 -04500 Case#2 0.800 0.300 -0.700 -0.500 Seismi.c Zone = 3 1 SD Seismic Importance Factor = 1.000 Deflection Limit for Roofs = L/150 Deflection Limit for Walls = L/90 Maximum Limiting Check Ratio = 1.03 Plate/Bar Yield Strength = 55.00 ksi AISI Code Option -- 2 Lap Option = 2 Bending+Shear Option = Y N 60 Notes for ABC Job # 51-3582-01 Perry Whitfield 1. The frames at the left endwall (FL. 1) and right endwall (FL. 4) are not designed to accommodate any future additions. 2. New structure by ABC is designed as.a fully enclosed building. 3. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact .compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. ' A. A 0.5 psf of collateral load was used in ABC design as requested. No special provisions have been made for concentrated point loads on frames or purlins. OZF 5o'x 75'x 15'10 2:12 uac9 7 sm:l L.P2'&, &ICAO()rl 2;Iz 0 to USA K , gELoyJ EAYF si 0 z4'B 251 `�O h SF = stQor PUauO , SAME C-4^. Ass MA14 R1RLIJ , w/ Pa6R-ix 24'6 i A �1 Standard Canopy Design American Buildings Company Modesto, CA 95351 FnQineer: RM Job Number: 51358201 Date: 1/6/2003 DESCRIPTION: Sidewall - 6'0 Code Name MBMA96 Occup. Category = Category tIt Roof Dead Load = 4.00 psf Collateral Dead Load = 0.50 psf Ground Snow (Pg) = 0.00 psf Roof Snow Load(Pf) = 0.00 psf Roof Live Load = 20.00 psf Wind Loading(Suction) = 18.10 psf Wind Coef. = 2.00 Drift MAX. PSF Upper Roof Width (Wb) = 0.00 ft Upper Roof Slope = 0.00 /12 Roof Step(R) = 5.50 ft Canopy Projection = 6.00 ft Canopy Roof Slope = 2.00 /12 Bay Width = 25.00 ft. Canopy Elevation = 10.00 ft. Frame Column Depth = 24.00 in. Girt Offset = 8.00 in. Canopy Beam= csa 5� Gravity Capacity = 21.80 k -ft Uplift Capacity= 26.30 k -ft Canopy Desien Calculations Trib Area = 150 sq ft Moment Arm 1.1= 3.67 ft Gravity Moment on Canopy Beam And Connection = Wind Moment on Canopy Beam And Connection= Canopy Bracket 5.50 ft Canopy Beam -\ CB" X M1 Rigid Frame Column -il� 6.00 ft sm m L1 LZ DRIFT CALCULATION Loads By Code # 7 Code Name UBC97 H, used (ft) 5.50 Pg used (psf) 0.00 Pf used (psf) 0.00 Wb used (ft) 50.00 D PCF 14.00 hb Ft. 0.00 hd Ft. 1.32 Drift MAX. PSF 0.00 Wd Ft. 5.27 Drift MIN. PSF 0.00 CB4-6JCan0py Beam is OK!� Moment Arm L = 4.67 ft 13.48 k -ft Twice Snow Controls -17.71 k -ft Applied Loads By Load Case Shear V Shear V Moment (M,) Moment (M,) Dead Load = 0.60 kips 2.20 kip -ft 2.80 kip -ft Collateral Load = 0.08 kips 0.28 kip -ft 0.35 kip -ft Live Load = 3.00 kips 11.00 kip -ft 14.00 kip -ft 1 xSnow + Drift Load = 0.00 kips 0.00 kip -ft 0.00 kip -ft 2 x Snow= 0.00 kips 0.00 kip -ft 0.00 kip -ft Wind Load = -5.43 kips -19.91 kip -ft -25.34 kip -ft Applied Loads By Load Combination Shear V Moment (K) Moment (M,) D + C + L = 3.68 kips 13.48 kip -ft 17.15 kip -ft D + C + S = 0.68 kips 2.48 kip -ft 3.15 kip -ft D + W = -4.83 kips -17.71 kip -ft -22.54 kip -ft D + W + 1/2S = -4.83 kips -17.71 kip -ft -22.54 kip -ft D + C + S + 1/2W = -2.04 kips -7.48 kip -ft -9.52 kip -ft BY: WRA Date: 02/28/00 Modified: WW CHK: WRA Ver 3.0 1 , C a b � C r7 z � f u� ld t,PACG 1'0, 40, I I ALoU6, SLOCF- m o CrJ d C7 ro tz „�� CrJ ; N\c�IrY CA►lof ( LENC,r4 L Certo ctrl. f3 (Eke) o a . CB46FA >MonIFY C(I ►f0PY L6GrH 4, CoPJCCra kf 6 ,2 9p Z OCB3CPJ N;= " CB46F6 5"X1/4"X6'-0 1/8"" oD Z4C8.� SLvI C*( nll�h 61LID LN• A (Ewf) 5"x1/2"X1'-2" m D v CB36CP 5"X1/4"X8" - sP-9 El /:2 i Cg�gf P • N I 11' 1 1/2 I13/16" o GA. = 3" M0 4 r V CUT LIST rn °D FLUSH MARK DESCRIPTION D F62 CB46FA 5"X1/4"X6'-1 3/4 Z OCB3CPJ N;= %� 5-10 3/4 CB46F6 5"X1/4"X6'-0 1/8"" oD Z4C8.� SLvI C*( nll�h SP -9 5"x1/2"X1'-2" m D v CB36CP 5"X1/4"X8" 6'-4 1 4" 12 WEB WCB46 2 7/16" 6'-1 13 16 4 M0 4 r m 6'-0" WCB46X HOLES = 9/16" U.N. 00 o I \� O OQ w O co 1/4 J ul) V .. I m 6'-0" WCB46X HOLES = 9/16" U.N. 00 o I \� O OQ w O co 1/4 J ul) F, i" . . . r CAPOPY Sr,,AM eoNP• Df,-rkILs. (P -EF ) (opo EW GAgopy 8 C-r2uD t,4 • CoNti1 . CANoP{ BEAN -fes CnL• FLG 09 Ell W>� SHI (1 i4IP. T-T�.) -(o Col. Fop— cajja. OK . 513582,- ► ►1-7/03 ?-K )4 Ago1,Ts STD. STAFF . 1=W Col. . CANofy PugLIO (S ? 10 A. arf.IT cu f W1(4) FASTAO"S CA�IopY PuRu� (B µ) CAOON UE (2 1380c 2 — ) H i r coo-. pe -,A, L 2 (TYP ) CAWON BW (LQ41vx) o 51358Z�) CANON WO 60�1d. P('fAIL S LO - C.oR�IER CoLUMIJ 0 A32s gv�ts � 2 STIFF MF- S-Wg OMLY CAOO PY BRMVvr —�fzA�I�T 5x4�1G, SGA• E4 I CoRA�R CoLutAO �— r It 2 �5TIFF 2 STIFF DEIAIL.. 2 q X tVamed Openings Calculations Ole ber 51-3582-01 Engineer Mndule 1 D FSW BAY ❑ RSW BAY ❑ LEW BAY ❑ REW BAY DIMENSIONS ❑ No Stress Increase MSA SECONDARY FRAME OUTPUT Span length (column to column) 25.00 ft Wind pressure (50 yr. wind) 18.10 psf Door width 14.00 ft Suction coefficient -0.90 Door Height 14.00 ft Pressure coefficient 0.90 Distance from left column to 151 jamb 5.50 ft Suction -16.29 psf Distance from header to jamb support 1.17 ft Pressure 16.29 psf Ht. of the girt/eave after jamb support 15.83 ft Design spacing 3.96 in Deflection (standard is U90 for 50 yr. wind) L/ 90 Allowable Stress Ratio 1.03 Wall Girt Depth O 8" O 9.5" O 12" PANEL CONDITION (ABC design manual Section 6 Page 2) Nested (2) Girts ? ❑ No Stress Increase = 1.33 Jamb Support(s) R= 0.7 Use Hot -Rolled Channels? O Yes * No 1 - both sides with panel 0.5 - one side with panel Distance Between Lateral Supports (in) N/A in Header R = 0.4 *Jambs R= 0.5 Channel Depth Selection O C8 O C9 Q C10 1 - both sides with panel 0.4 - one side with panel Use Hot Rolled Jambs? ❑ No Use Different Depth Jamb Support? ❑ No Use Different Depth Jambs? ❑ No Maximum Girt Spacing = 7.5 ft Recommended Member For Jamb Support(s) 8213 IT Stress Ratio= 1.02 Amax = L / 112 Recommended Minimum Member Size For Jambs 8C1:9- 11, Stress Ratio= 0.95 Amax = L / 303 Recommended Minimum Member Size For Header 8C14 Stress Ratio= 0.07 Amax = L / 5752 Minimum 14 gage for jamb and header All members are designed as simple span. The reduced sectional properties were used for cold formed members. (ABC design manual Section 6 Page 18) Next Girt 1 Eave A Door Header Jamb Support 14.00 P I CD M E co E E J c E o $ 2 �j 0 U 5.50 19.50 15.83 15.17 P-3 25.00 FRAMED OPENING CALCULATION 11812003 8:34 AM 1 American Buildings Company •• ••1/8/2003, 8:09 AM SINGLE -SPAN BEAM LOADING ANALYSIS Job Number: 51-3582-01 rip" Description: check comer column for weak axis bending -Designer: RM Span Length Max. Shear = 2.73 kips L= 15.00 ft. Max. Moment = 18.07 kip -ft at X= 12.00 ft End Moments (Kip ft) Dist. X, ft. Point Loads, kips Dist. X, ft. Define Unsupported Segments for C b CalculatioA1.775 Mt = 18.00 12.00 Pi = 0.00 0.00 Xt X2 M, M_ M2 M2 = 0.00 0.00 P2 = 0.00 0.00 0.00 7.50 0.00 14.74 14.74Distributed Loading P3 = 0.00 0.00 13.50 15.00 0.27 0.27 0.00 w, = 0.204 kips/ft. P4 = 0.00 0.00 W2 = 0.204 kips/ft. P5 = 0.00 0.00 Partial Distributed Loading P6 = 0.00 0.00 w, kips/ft Dist. A Dist. B P1= 0.00 0.00 LOADING DIAGRAM (Kips) 0.00 0.00 0.00 P8 = 0.00 0.00 0.00 0.00 0.00 P9 = 0.00 0.00 0.00 0.00 0.00 Pto = 0.00 1 0.00 Final Desien Requirements Dead weigh of beam not included. 2 4 6 8 10 12 -0.38 16 Axial Load, P = 8.33 kips X Axis Moment, Mx = 18.07 kip -ft -2.73 Y Axis Moment, My = 10.00 kip -ft Shear, V = 2.73 kips Ly = 7.50 ft Cb = 1.00 2.7 SHEAR (Kips) 4 = 7.50 ft C. = 1.00 Kx = 1.00 C,,,y = 1.00 Ky = 1.00 W 10x22 Fy = 50 ksi F. = 65 ksi Section Properties Combined Axial and Bendinp, Stress Ratio Axial Stress Area = 6.49 int Full Ix = 118.00 in Weight = 22.00 Ib Eff. I, = 110.42 in Depth = 10.17 in Eff. Sx = 21.72 in Iy = 11.40 in rt = 1.51 Sy = 3.97 in rteq,i„ = 1.67 r,= 4.27 Qs = 1.00 (Eq. A-135-3) r = 1.33 Q. = 1.00 (Eq. A -B5-8 & 10) Deflection Maximum Deflection is -0.176 in Location, X = 7.80 ft Deflection Ratio = L / 1024 0.0( 6 MOMENT (Kip -Feet) 0 2 4 6 8 10 12 14 16 DEFLECTION (Inches) 0 2 4 6 8 10 12 14 16 >-0.05 -0.05 -0.10 _0A 1 -0.14 -0.16 -0.18 -0.17 -0.15 (Allowable stresses are increased by 1.33 due to wind/seismic load) Combined Axial and Bendinp, Stress Ratio Axial Stress %= 1.28 ksi FB= 28.49 ksi (E2-1) 0.91 (Chap. H, Eq. (1-11-3)) Strong Axis Bending Stress fbx = 9.99 ksi Fbx = 38.11 ksi (F1-6) Shear Stress Ratio = 0.04 Tension Flange Bending Stress fbxt = 9.99 ksi Fb, = 40 ksi (F1-6) Weak Axis Bending Stress fby= 30.23 ksi Fby= 50 ksi (F2-1) Shear Stress f,, = 1.12 ksi F„ = 26.67 ksi (F4-1) k CHK CORNER COLUMN WEAK AXIS, Version 1.06 Page of A 'z b 011.1P sl 35p2° 1 F � LZADNA Dd E Tn 7opsl o;JAU 5.4 PF5 ,,qr- /..�V —�T 2 �, 5 �-- T 2,5�c Zc�,s "F 9 ,� J American ings Company Plant Locations EuW, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Blum AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount NC - Jamestown, OH The information contained within the pamphlet is a technical description of an American metal building. It represents the application of the most modern methods of mathematics and engineering to the design of a building. Its purpose is to provide interested reviewers with the necessary design calculations, and other documentation required to readily verify structural integrity. Figure 1 is a drawing of an American building, illustrating the typical load carrying members; i.e., rigid frames, endwalis, purlins, gigs, bracing and panels. A clear span riaid frame building was selected for this purpose; however, any of American's other Standard designs, as described in the standard specifications for American Buildings Company pre-engineered Metal buildings, could also have been used to illustrate the basic building components.. All desions are in strict accordance with the latest editions of AISC and AISI Specifications, whichever is applicable. The stress distributions in all load carrying members are obtained by the most applicable methods of the universally accepted Mastic theory, as applied to indeterminate structures. A digital computer is used for many of the complex and laborious desian caiculations. i .merican buildings are designed to meet the most severe conditions of load -mbinations set by the specified building code, but not less than the following: a) Building dead plus roof live load (or snow) uniformly distributed over the horizontal projection of the roof area. -b) Building dead load plus wind load applied as pressure and suction normal to the building surfaces. c) Building dead load plus wind load plus 112 roof snow load. d) Building dead load plus roof snow load plus 1/2 wind load. Other combinations and applications of loads are incorporated into the design of a building when required. Occasionally these special design conditions can not be handled through one of our standard design formats. If this occurs, special hand calculations will be included. Subsequent sections of this report present the detailed design calculations and their necessary explanations. These are Section 2, Rigid Frame; Section 3, Column and Beam Pndwall; Section 4, Purlins and Girts; Section 5, Roof and Wail Panels and Section 6, Miscellaneous. and Special Conditions. f71ffDF . ` Fibs-�zi' MOO Section 1 Page 1. O American B.O gs Company Plant Locations: Eufa - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH FiGURE Section 1 Page 2 ry J , iso American B, gs Company Plant Locations tufa L - Birmingham, AL - El Paso, IL Carson City, NV- LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, CH 1) Manual of Steel Construction, A.I.S.C. 1989, Ninth Edition. 2) "Single Span Riaid Frames in Steel", by John D. Griffiths, A.I.S.C., 1984. 3) Specifications for the Desian of Cold Formed Steel Structural Members, A.I.S.I., 1986 Edition with 1989 supplement. 4) Structural Steel. Design, by L.S. Beedle, et al, FritzEngineering Laboratory, Civil Engineering Department, Lehigh University, 1962. .5) "!recommended Desian Practices Manual", Metal Building Manufacturers Association, 1990 supplement. 7, —an a �+' +f ,e :tt'r'daia7r�!'el/1Q Section 1 Pace 3 _j N a SECTION 2 • RIGID FRAmM SECTION American Bf gs Company Plant Locations: Eufa - Birmingham, AL - El Paso, 1L Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and design to be performed for steel frames. The following is a brief description of this program. Essentially. the program combines the STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. All of this is possible by the utilization of digital computer capabilities. The inherent speed of the computations permits the use of elaborate mathematical techniques which would be impossible by hand computations. These techniques along with the completely rigorous structural theory approach give technically precise and accurate results. The program consists of seven portions which are as follows: 1) Geometry input 2) Loading input and Stiffness Computation_ 3) Equivalent Forces Computations 4) Solution for Displacements 5) Reactions and Member.Force Computation 6) Stress Analysis 7) Design, Decisions Geometry: The general structural configuration that the program can analyze or design is depicted in Ficure 2. It shows a gable frame with vertical sidewalls, and a roof sloping downward on both sides of the ridge. The rafters may be supported at intermediate points by interior columns. Each sidewail column or rafter may be composed of a number of segments; these segments may be prismatic or tapered, with "I" shaped cross-sections. The interior columns must be prismatic, but may be "I" sections or pipes. The bases of sidewalls and interior columns may be at different levels. The left and right sidewall heights and roof slopes may be unequal. �WE=Rii, ti 61 e C,1 Section 2 Pace 1 i V uov` American Bis Company Plant LocationsftEufa- Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH FIGURE 2 Typical Configuration of Frame Support and Loadings: The column bases may be specified pinned or fixed; the tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed dead and live loads and wind loads are.considered to be transmitted to the frame at and by the airts and purlins which are at specified spacings. In addition, concentrated forces and moments may be specified at any location on the frame, thus permitting the inclusion of overhangs, cranes, and bracket loads, etc.. Input: The input to the program consists of information on building geometry, web depths at critical locations, column, locations, airs and puriins, loading descriptions, material properties and stress criteria. If analysis only is required, the member cross-section details are input. If it is to be designed, inventories of flanges sizes and web thicknesses, and pipe sizes are used. 1J �- Section 2 Page 2 J " } �a✓�.` - = vow ' >,�. American s -ngs Company Plant Locations au , AL -Birmingham, AL - El Paso, IL Carson City, NV -. LaCrosse, VA Service Centers. Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH Analysis: In the analysis option no decision making is done concerning member selection. From the information supplied, which includes all member sizes, the program develops the precise_centedine geometry of the frame. The analysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and other junction points called "Nodes". All the loads are transformed into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural elastic analysis is adopted. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the specified support and loading conditions are solved by a matrix block recursion routine. The support reactions and member end fords and moments are then calculated. Finally, the most critical and shear stresses aiona each member are computed, and checked against allowable criteria according to AIS C Specifications. The most critical stresses are those with the greatest ratio when com.. aced to allowable stresses. The program analyzes the frame for each specified combination. Design: In the design option, a frame is determined by an iterative process of analysis and design: Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, selection of fresh sections, and reanalysis. until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading combination. Output: The output may be requested at various levels of detail. The basic output consists of a listing of input data. centerline geometry, reactions, member end reactions, Nodal displacements, member sizes, criteria checks, bolted connections, anchor bolts and base plates. More exhaustive information may be extracted if desired. i_it�'-�t�' -s P-_?",��•:,�?'��k' e_t1rXloat�r:�°:�"�:.' '� Section, 2 Page 3 � Amefi an.B,'ngs Comp�ray Plant Locations: Eu AL - Birmingham, AL - El Paso, 1L Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH in accordance with section C5.6, Metal Building Manufacturers Association (MBMAP'86), many metal building systems are designed with moment -resistant frames aligned in the transverse direction to resist lateral loading. Experience has shown that the lateral deflection of the frames under wind loading is far less than predicted by the usual analytical procedures. Consideration of just three factors undoubtedly accounts for most of this apparent anomaly: 1) drift calculations are traditionally based on full design loads, 2) the usual analytical procedures are based on "bare" frames (skin action of the roof diaphragms is neglected) and the moment -rotation stiffnesses of the "pinned" bases are taken as zero, and 3) load sharing has not been taken into account. Bare frame deflections are given on the computer printout for each node point. By considering the complete metal building system, the lateral deflection could be reduced to =s as 1110 of that for the bare frame. The lateral deflection limitation is based upon the judgment of the design engineer unless specified otherwise. Section 2 Psae 4 J s AL Job Name C:\ABCP\FRAMES\040201.O1A GESTAD -- INPUT ECHO COLUMNS CARD NO. (.01 -10.)(.11 -20.)(.21-30.)(.31-40.)(.41-50.)(.51-60.)(.61-70.)(.71-80.) JOB NAME AND NUMBER :-. FL. 2 & 3 51358201 ----------------------------------------------------------------------- KTY KSY KPR KAN NCY INV NDC= 1 0 0 1 0 1 5 2 1 KUN FYF FYW. DEF EXC RSB AFL EHL EHR AOH ITF NDC= 2 1 55.0 55.0 0.030 0.050 0.000 0.000 15.833 15.833 3.1 0 2 XWR YWR FRS NWL NRS NWR NIC MRC NBS NTC SPW SPT NDC= 3 50.000 0.000 25.000 1 2 1 0 0 1 1 0.000 0.000 3 SWL TWL DWL EWL FSL WSL KWL LWL IWL NGL NDC= 4 15.833 •0.000 10.000-18.000 55.0 55.0 1 2 0 4 4 NSL BT1 BT2 BT3 BT4 BT5 BT6 BT7 NDC= 5 0 6.000, 0.250 0.164 6.000' 0.250 0.000 0.000 5 DGL GL1 GL2 GL3 GL4 GL5 NDC= 7 8.000 42.000 48.000 72.000 28.000 0.000 7 XT TT DT ET FST WST KT LT LTB LTC IT NP NDC= 9 0.000 2.000 18.000 18.000 55.0 55.0 1 0 1 0 1 2 9 NSL BT1 BT2 BT3 BT4 BT5 BT6 BT7 NDC= 5 0 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 NSL SS DS FSS WSS KS LS LSB NDC= 6 1 10.204 18.000 0.0 0.0 1 0 0 6 NSL BT1 BT2 BT3 BT4 BT5 BT6 BT7 NDC= 5 0 5.000 0.250 0.134 5.000 0.250 0.000 0.000 5 DP PUl PU2 PU3 PU4 PU5 NDC=10 8.000 17.755 59.184 0.000 0.000 0.000 10 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + L 1.000 0 0 0 0 1 20 UD UL UW KW NDC=21 3.000 12.000 0.000 1 21. CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.000 0.000 0.000 0.000 0.000 0.000 22 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + W1-> 1.330 0 0 0 0 1 20 UD UL UW KW NDC=21 2.500 0.000 18.050 1 21_ ' r) r} ti i�r cwl CW2 CW"3 CW4 CW5 CWfla NDC=22 0•.800 -0.900 -0.700 -0.500 0.000 0.000 22 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + W2-> 1.330 0 0 0 0 1 20 UD UL UW KW NDC=21 2.500 0.000 18.050 1 21 CW1 CW2 CW3 CW4 CW5 CW6 NDC=22 0.800 0.300 -0.700 -0.500 0.000 0.000 22 -------------.LOD------------- SFL KL ND NK NY KA NDC=20 D + C + E/1.4-> 1.330 0 0 2 0 1 20 UD UL UW KW NDC=21 3.000 0.000 °0.000 1 21 Cwl CW2 CW3 CW4 CW5 CW6 NDC=22 0.000 0.000 0.000 0.000 0.000 0.000 22 NSL SK FK1 FK2 FK3 LK NDC=24 1 0.000 3.400 0.000 0.000 3 24 2 12.000 0.000 -1.000 3.000 1 24 -=----------- LOD------------- SFL KL ND NK NY KA NDC=20 D + C + L + CANOPY 1.000 0 0 1 0 1 20 -UD UL UW KW NDC=21 3.000 12.000 0.000 1 21 Cwl CW2 CW3 CW4 CW5 CW6 NDC=22 0.000 0.000 0.000 0.000 0.000 0.000 22 NSL-SK FK1 FK2 FK3 LK NDC=24 1 12.000 0.000 -4.000 17.000 1 24 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + W1-> + CANOPY 1.330 0 0 1 0 1 20 UD UL UW KW NDC=21 2.500 0.000 18.050 1 21 CW1 CW2 CW3 CW4,' CW5 CW6 NDC=22 0.800 -0.900 -0.700 -0.500. 0.000 0.000 22 NSL SK FK1 FK2 FK3 LK NDC=24 1 12.000 0.000 4.800 -22.000 1 24 ------------- LOD------------- SFL KL ND NK NY KA NDC=20 D + W2-> + CANOPY 1.330 0 0 1 0 1 20 UD UL UW KW NDC=21 2.500 0.000 18.050 1 21. 7rN Wle • CW1 CW2 CCW4 0.800 0.300 -0.700 -0.500 NSL SK FK1 FK2 1 12.000 0.000 4.800 LOD------------- D + W// TO RIDGE UD UL UW 2.500 0.000 18.050 CW1 CW2 CW3 CW4 -0.700 -0.700 -0.700 -0.700 NSL SK FK1 FK2 1 12.000 0.000 4.80 2 0.000 5.400 0.00 cw0 • CW5NDC=22 AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT 0.000 0.000 22 FK3 LK NDC=24 -22.000 1 24 SFL KL ND NK NY KA NDC=20 1.330 0 0 2 0 0 20 KW NDC=21 40.1 1 21 CW5 CW6 Total: NDC=22 .0.000 0.000 22 FK3 LK NDC=24 0 -22.000 1 24 0 0.000 3 24 DEFLECTION LIMITS: HORIZONTAL H/45, VERTICAL L/150 FRAME SELF -WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs).. (lbs) 1 264.6 40.1 2 152.7 3 250.8 25.8 4 250.8 5 152.7 40.1 6 264.6 Total: 1336.1 106.0 21- %ERICAN BUILDINGS CO. P.O. BOX 800 EUFAULA, ALABAMA 36072 Job Name: C:\ABCP\FRAMES\51358201.01A 01/08/03 08:31 AM Ver. 17.2 STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD . ALL DESIGN IN ACCORDANCE WITH 89 AISC AND MBMA AS APPLICABLE BUILDING DESCRIPTION - - FL. 2 & 3 FRAME WIDTH BAY SPACING ROOF SLOPES 50 000 ft. 25.000 ft. 2 LEFT WALL CONNECTION SLOPE W/VERT. --------------- 18.000 in. 0.000/ 12.0 PURLIN DEPTH NODE LOCATION BASE 1 0.000 ft. EAVE * 2 15.833 ft. ROOF SLOPE 1 SLOPE W/HORIZ. --------------- 2.000/ 12.0 NODE LOCATION LEFT END 2 0.000 ft. SPLICE 3 10.204 ft. RIGHT END 4 25.000 ft. ROOF SLOPE 2 SLOPE W/HORIZ. --------------- -2.000/ 12.0 NODE -LOCATION LEFT END 4 25.000 ft. SPLICE 5 39.796 ft. RIGHT END 6 50.000 ft. RIGHT WALL SLOPE W/VERT. --------------- 0.000/ 12.0 NODE LOCATION EAVE 6 15.833 ft. BASE 7• 0.000 ft. 51358201 INT. COLUMNS MEMBERS NODES 0 6 7 GIRT DEPTH TYP. GIRT SPACE 8.00 in. 28.00 in. WEB DEPTH CONNECTION 10.000 in. PINNED 18.000 in. RIGID PURLIN DEPTH TYP. PURLIN SPACE 8.00 in. 59.18 in. WEB DEPTH CONNECTION 18.000 in. RIGID 18.000 in. RIGID 18.000 in. RIGID PURLIN DEPTH TYP. PURLIN SPACE 8.00 in. 59.18 in. WEB DEPTH CONNECTION 18.000 in. RIGID 18.000 in. RIGID 18.000 in. RIGID GIRT DEPTH TYP. GIRT SPACE 8.00 in. 28.00 in. WEB DEPTH CONNECTION 18.000 in. RIGID 10.000 in. PINNED 95 Job Name: C:\ABCP\FRAMES\5W8201.01A 01/08/% 08:31 AM Ver. 17.2 BUILDING -- FL. 2 & 3 51358201 MEMBER SIZES * * * WEB - OUTER FLANGE * WEB * INNER FLANGE * FLANGE * YIELD STRESS MEMBER WIDTH THICK. * THICK. * WIDTH THICK. * WELD * FLANGE WEB (in.) (in.) * (in,) * (in.) (in.) *. (in.) * (ksi) (ksi) 1 6.00 X 0.2500 0.1644 6.00 X 0.2500 0.1250 55.0 .55..0 2 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55:0 3 5.00 X 0.2500 0'.1345 S.00X 0.2500 0.1250 55.0 55.0 4 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 5 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 6 6.00 X 0:2500 0.1644 6.00 X 0.2500 0.1250 55.0 55.0 Job Name: C:\ABCP\FRAMES\51 8201.01A BUILDING -- FL. 2 & 3 NODE COORDINATES NODE X 1, 2 3 4 5 6 7 (in.) 13.50 17.50 123.93 300.00 476.07 582.50 586.50 Y (in.) 0.00 175.17 192.91 222.26 192.91 175.17 0.00 01/08/0308:31 AM Ver. 17.2 51358201 Job Name: C:\ABCP\FRAMES\ 8201.01A BUILDING - FL. 2 & 3 LOAD COMBINATION 1 --- D + C.+ L O1/08/% 08:31 AM Ver. 17.2 51358201 ALLOWABLE STRESS FACTOR = 1.00 .1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 12.00 0.00 3.00 0.00 0.00 0.00 0.00 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 10.19 -3.81 -0.00 -9.92 3.82 -55.67 2 2 3 5.46 8.20 55.77 -4.89 -4.74 4.53 3 3 4 4.89 4.74 -4.53 -3:99 0.65 38.19 4 4 5 3.99 0.65 -38.19 -4.89 4.74 4.53 5 5 6 4.89 -4.74 -4.53 -5.46 8.20 -55.77 6 6 7 9.92 3.82 55.67 -10.19 -3.81 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 4.04 10.10 0.00 2 7' -4.04 10.10 -0.00 Job Name: C:\ABCP\FRAMES\5�58201.01A BUILDING -- FL. 2 & 3 LOAD COMBINATION 2 --- D + Wl-> ALLOWABLE STRESS FACTOR = 1.33 UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) 0.00 18.05 2.50 01/08/00 08:31 AM Ver. 17.2 51358201 1989 AISC/ASD * WIND COEFFICIENTS * * C1 C2 C3 C4 * 0.80 -0.90 -0.70 -0.50 MEMBER END ACTIONS NODE J SHEAR MOMENT (kips) * .-2.45 NODE I 4.82 13.77 0.19 -27.34 -1.88 * -4.04 6.89 * 0.00 MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL I J * (kips) (kips) (kip -ft) * (kips) 1 1 2 -8.88 7.01 0.00 9.04 2 2 3 -3..61 -7.80 -72.96 3.72 3 3 4 -3.72 -4.82 -13.77 3.91 4 4 5 -3.63 -1.48 27.34 3.44 5. 5 6 -3.44 1.88 21.53 3.33 6 6 7 .-5.08 -2.06 -6.91 4.75 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 -7.21 -8.72 -0.00 2 7 -0.67 -4.77 0.00 NODE J SHEAR MOMENT (kips) (kip -ft) .-2.45 72.98 4.82 13.77 0.19 -27.34 -1.88 -21.53 -4.04 6.89 -0.78 0.00 ?9 �J Job Name: C:\ABCP\FRAMES\8201.O1A 01/08/03+ 08:31 AM Ver. 17.2 BUILDING -- FL. 2 & 3 51358201 LOAD COMBINATION 3 --- D + W2-> ALLOWABLE STRESS FACTOR.= 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 18.05 2.50 0.80 0.30 -0.70 -0.50 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 0.62 .5.60 -0.00 -0.46 -1.04 52.30 2 2 3 -0.44 0.09 -52.28 0.56 1.84 45.71 3 3 4 -0.56 -1.84 -45.71 0.74 4.85 -2.09 4 4 5 0.88 -4.86 2.09 -1.06 1.50 -46.55 5 5 6 1.06 -1.50 46.55 -1.18 -0.66 -48.52 6 6 7, -0.92 1.74 48.51 0.59 -4.58 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT *_ (kips) (kips) (kip -ft) 1 1 -5.58 0.75 0.00 2 7 -4.56 -0.69 -0.00 �J Job Name: C: ABCP\FRAMES•08201.01A 01/08/•908:31 AM Ver. 17.2 BUILDING -- FL. 2 & 3 51358201 LOAD COMBINATION 4 --- D + C + E/1.4-> ALLOWABLE STRESS FACTOR = 1.33 .1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf ) (psf ) (psf ) 0.00 .0.00 3.00 0.00 0.00 0.00 0.00 CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * Aft.) * (kips) (kips) (kip -ft) 1 3 0.00 3.40 0.00 0.00 2 1 12.00 0.00 -1.00 3.00 MEMBER END ACTIONS * NODE I * NODE J MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) ,(kip -f t) * (kips) (kips) (kip -f t)- 1 1 2 2.32 0.87 0.00 -1.05 -0.84 9.59 2 2 3 -0.66 0.99 -9.57 0.80 -0.18 15.24 3 3 4 -0.80 0.18 -15.24 1.01 1.10 9.04 4 4 5 2.76 -0.83 -9.04 -2.97 2.11 -13.47 5 5 6 2.97 -2.11 13.47 -3.11 2.92 -36.50 6 6 7 3.65 2.50 36.48 -3.92 -2.50 -0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT. * (kips) (kips) (kip -ft) 1 1 -0.82 2.33 0.00 2 7 -2.58 3.86 -0.00 792 Job Name: C:\ABCP\FRAMES\ 8201.01A 01/08/ 3% 08:31 AM Ver. 17.2 BUILDING -- FL. 2,& 3 51358201 LOAD COMBINATION 5 --- D + C + L + CANOPY ALLOWABLE STRESS FACTOR 1.00 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) .(psf) 12.00 0.00 3.00 0.00 0.00 0.00 0.00 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 12.00 0.00 -4.00 17.00 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 14.51 -3.28 -0.00 -10.24 3.37 -65.11 2 2 3 5.09 8.60 65.21 -4.51 -5.14 -1.32 3 3 4 4.51 5.14 1.32 -3.61 0.25 38.29 4 -4 5 3.50 0.91 -38.29 -4.40 4.49 8.46 5 5 6 4.40 -4.49 -8.46 -4.98 7.95 -49.53 6 6 7 9.58 3.39 .49.43 -9.84 -3.38 -0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 3.61 14.43 -0.00 2 7 -3.61 9.76 0.00 792 Job Name: C:\ABCP\FRAMES\�1�58201.01A 01/08/308:31 AM Ver. 17.2 BUILDING -- FL. 2 & 3 51358201 LOAD COMBINATION 6 -- D + W1-> + CANOPY ALLOWABLE STRESS FACTOR = 1.33 .1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 18.05 2.50 0.80 -0.90 -0.70 -0.50 * CONCENTRATED LOADS * LOAD NO. LINE NO. * * 1 1 MEMBER 1 2 3 4 5 6 NODES I J 1 2 2 3 3 4 4 5 5 6 6 7 * * LOAD COMPONENTS LOCATION * HORIZONTAL VERTICAL MOMENT (ft.) * (kips) (kips) (kip -ft) 12.00 0.00 4.80 -22.00 * * * AXIAL * (kips) -14.10 -3.12 -3.24 -3.00 -2:81 -4.63 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 -6.65 -13.95 -0.00 2 7 -1.24 -4.33 0.00 ?v MEMBER END ACTIONS NODE I * NODE J * SHEAR MOMENT * AXIAL SHEAR MOMENT (kips) (kip -ft) * (kips) (kips) (kip -ft) 6.33 -0.00 9.46 -1.88 85.26 -8.32 -85.24 3.24 5.34 21.37 -5.34 -21.37 3.42 0.72 -27.48 -1.81 27.48 2.81 -1.54 -26.64 1.54 26.64 2.'70 -3.70 -1.23 -1.50 1.21 4.30 -1.34 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 -6.65 -13.95 -0.00 2 7 -1.24 -4.33 0.00 ?v Job Name: C:\ABCP\FRAMES\51�58201.01A O1/08/% 08:31 AM Ver. 17.2 BUILDING -- FL. 2 & 3 51358201 LOAD COMBINATION 7 --- D + W2-> + CANOPY ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 18.05 2.50 0.80 0.30 -0.10 -0.50 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * -(ft.) * (kips) (kips) (kip -ft) 1 1 12.00. 0.00 4.80 -22.00 MEMBER END ACTIONS * NODE I * NODE J MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 -4.60 4.91 0.00 -0.04 -0.46 64.58 2 2 3 0.05 -0.43 -64.56 0.07 2.36 53.31 3 3 4 -0.07 -2.36 -53.31 0.25 5.37 -2-.23 4 4 5 1.51 -5.19 2.23 -1.69 1.84 -51.66 5 5 6 1.69 -1.84 51.66 -1.81 -0.32 -56.64 6 6 7 .-0.47 2.29 56.62 0.14 -5.13 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ. VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 -5.01 -4.49 0.00 2 7 -5.13 -0.26 0.00 3� Job Name: C:\ABCP\FRAMES\8201.O1A Ol/08/0 10:29 AM Ver. 17.2 BUILDING -- FL. 2 & 3 51358201 LOAD COMBINATION 8 --- D + W// TO RIDGE ALLOWABLE STRESS FACTOR = 1.33 1989 AISC/ASD UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf ) (psf ) (psf ) 0.00 18.05 2.50 -0.70 -0.70 -0.70 -0.70 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. -LINE NO_* LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 12.00 0.00 4.80 -22.00 2 3 0.00 5.40 0.00 0.00 MEMBER END ACTIONS * NODE I * NODE J * * MEMBER NODES * AXIAL SHEAR MOMENT * AXIAL SHEAR MOMENT I J * (kips) (kips) (kip -ft) * (kips) (kips) (kip -ft) 1 1 2 -13.00 2.28 -0.00 8.55 -6.36 81.16 2 2 3 -8.33 -6.62 -81.14 8.45 4.46 29.47 3 3 4 -8.45 -4.46 -29.47 8.64 1.11 -14.82 4 4 5 -2.48 -2.99 14.82 2.29 -0.36 -31:50 5 5 6 -2.29 0.36 .31.50 2.18 -2.53 -16.68 6 6 7 -3.38 -1.08 16.67 3.02 -2.90 0.00 * SUPPORT REACTIONS SUPPORT NODE * HORIZ: VERTICAL MOMENT * (kips) (kips) (kip -ft) 1 1 -2.57 -12.'94 -0.00 2 7 -2.83 -3.09 0.00 3� r, � 01/08/• •08:31 AM Ver. 17.2 Job Name: C:ABCP � � FRAMES• 338201.01A BUILDING -- FL. 2 & 3 51358201 MAXIMUM STRESS RATIOS -89 AISC ALLOWABLE STRESS DESIGN OUTER FLANGE'* WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 6.00 0.2500 0.1644 6.00 0.2500 0.729 6 0.173 2 0.787 5 2 5.00 0.2500 0.1345 5.00 0.2500 0.785 6 0.745 5 0.870 7 3 5.00 0.2500 0.1345 5.00 0..2500 0.543 5. 0.445 5 0.782 7 4 5.00 0.2500 0.1345 5.00 0.2500 0.543 5 0.445 5 0.782 7 5 5.00 0.2500 0.1345 5.00 0.2500 0.785 6 0.745 5 0.870 7 6 6.00 0.2500 0.1644 6.00 0.2500 0.729 6 0.173 2 0.787 5 r, � Job Name: C:\ABCP\FRAMES%2a 8201.01A 01/08/ 08:31 AM Ver. 17.2 BUILDING -- FL. 3 5135O1 BOLTED SPLICE SUMMARY & H K► D Foo S-1-0 of- c 00 CNAO(19 PLATE * BOLTS WIDTH/ * * CONNECTION RESISTANCE *MOM. THICK. * ROWS GAGE DIA. * TENSION COMPRES. MOMENT * _ ARM YT _ YC NODE (in.) * LINES (in.)* (kips) (kips) (kip -ft) *(in.) (in.) (in.) 2 6.00X TOP 3. 2 0.750 43.6 53.0 66.1 16.44 6.51 1.30 0.500 BOT. 2 2 0.750 51.5 51.3 77.4 18.07 5.01 1.17 4 5.00X TOP 2. 2 0.750 29.5 30.0 44.7 18.03 0.60 0.13 0.375 BOT. 2 2 0.750 29.5 33.5 47.3 18.03 0.60 0.13 6 6.00X TOP 3 2 0.750 43.6 53.0 66.1 16.44 6.51 1.30 0.500 BOT. 2 2 0.750 51.5 51.3 77.4 18.07 5.01 1.17 & H K► D Foo S-1-0 of- c 00 CNAO(19 Job Name: C:\ABCP\FRAMESx &8201.01A O1/08/% 10:29 AM Ver. 17.2 BUILDING -- FL. 2 & 3 51358201 FRAME SUPPORTS * BASE PLATE * THICKNESS WIDTH SUP. * NODE (in.) (in.) 1 1 0.375 6.000 2 7 0.375 6.000 * LENGTH * NO (in.) 11.000 4 11.000 4 ANCHOR BOLTS DIAMETER AREA (in.) (int) 0.750 1.767 0.750 1.767 REACTIONS BRACING BOLT RESISTANCE HORIZ. VERTICAL MOMENT SHEAR SHEAR TENSION NODE LOAD (kips) (kips) (kip -ft) (kips) (kips) (kips) 1 1 4.04 10.10 0.00 0.00 17.67 35.34 2 -7.21 -8.72 -_0.00 0.00 23.50 47.01 3 -5.58 0.75 0.00 0.00 23.50 47.01 4 -0.82 2.33 0.00 0.00 23.50 47.01 5 3.61 14.43 -0.00 0.00 17.67 35.34 6 -6.65 -13.95 -0.00 0.00 23.50 47.01 7 -5.01 -4.49 0.00 0.00 23.50 47.01 8 -2.57 -12.94 -0.00 0.00 23.50 47.01 7 1 -4.04 10.10 -0.00 0.00 17.67 35.34 2 -0.67 -4.77 0.00 0.00 23.50 47.01 3 -4.56 -0.69 -0.00 0.00 23.50 47.01 4 -2.58 3.86 -0.00 0.00 23.50 47.01 5 -3.61 9.76 0.00 0.00 17.67 35.34 6 -1.24 -4.33 0.00 0.00 23.50 47.01 7 -5.13 -0.26 0.00 0.00 23.50 47.01 8 -2.83 -3.09 0.00 0.00 23.50 47.01 Job Name: C:\ABCP\FR.AMES"201.01A 01/08/*4k0:29 AM Ver. 17.2 BUILDING -- FL. 2 & 3 51358201 NODAL DISPLACEMENTS 3� LOAD 1 - D + C + L LOAD 2 - D + W 1- > HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (•) 1 0.000 0.000 0.005 0.000 0.000 -0.015 2 -0.243 -0.006 -0.004 1.608 -0.026 -0.001 -0.129 -0.711 -0.008 1.558 0.287 0.005 .3 4 0.000 -1.521 0.000 1.425 1.113 0.002 5 0.129 -0.711 0.008 1.372 0.764 -0.006 6 0.243 -0.006 0.004 1.253 0.034 -0.007 7 0.000 0.000 -0.005 0.000 0.000 -0.008 LOAD 3 - D + W2-> LOAD 4 - D + C + E/1.4-> HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (.) 1 0.000 0.000 -0.020 0.000 0.000 -0.006 2 2.633 -0.061 -0.009 0.914 -0.023 -0.004 3 2.720 -0.577 -0.001 0.970 -0.357 -0.002 4 2.611 0.081 0.006 0.971 -0.355 0.002 5 2.705 0.656 -0.002 1.031 0.028 0.002 6 2.605 0.060 -0.010 1.027 0.019 -0.002 7 0.000 0.000 -0.019 0.000 0.000 -0.008 LOAD 5.- D +'C + L + CANOPY LOAD 6 - D + W1-> + CANOPY HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (RAD.) 1 0.000 0.000 0.006 0.000 0.000 -0.016 2 -0.478 -0.005 -0.002 1.915 -0.028 -0.003 3 -0.378 -0.628 -0.007 1.883 0.178 0.005 4 -0.239 -1.494 -0.001 1.737 1.079 0.003 5 -0.121 -0.754 0.008 .1.697 0.819 -0.006 6 -0.001 -0.011 0.005 1.570 0.041 -0.008 7 0.000 0.000 -0.003 0.000 0.000 -0.010 LOAD 7 - D + W2-> + CANOPY LOAD 8 - D + W// TO RIDGE HORIZONTAL VERTICAL ANGULAR HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (RAD.) (in.) (in.) (RAD.) 1 0.000 0.000 -0.021 0.000 0.000 -0.014 2 2.940 -0.063 -0.011 2.011 -0.032 -0.006 3 3.044 -0.686 -0.001 2.032 -0.117 0.003 4 2.922 0.046 0.007. 1.917 0.634 0.004 5 3.031 0.711 -0.002 1.930 0.691 -0.004 6 2.922 0.067 -0.011 1.824 0.045 -0.008 7 0.000 0.000 -0.021 0.000 0.000 -0.013 3� Job Name: C:\ABCP\FRAMES\8201.01A BUILDING - FL. 2 & 3 IZ IZFB- 1 0 2 1 3 0 4 2 5 .1 6 0 7 1 8 0 9 3 10 3 11 0 12 1 13 0 14 1 15 2 16 0 .17 1 18 0 01/0810 08:31 AM Ver. 17.2 51358201 40 • M lbo SECTION 3 ENDWALLS AND BRACING. American Bay " gs Company Plant Locations cut- Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AP. - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH Calculations supporting the structural integrity of the endwall framing and tension rod bracing are presented in this section. Endwall components included in the analysis are the roof beam, corner columns, interior columns and, if necessary, tension bracing. In, addition, the analysis contains the designs for the roof and sidewall tension bracing. Figure 4 of this section, illustrates these members schematically, along with the loadings imposed on them. The endwall' roof beam is designed for the specified load combinations using the moments for a continuous beam. The interior and corner columns are designed as pinned -end compression members under the dead plus live loading. For the horizontal wind load, the interior columns are designed as simple beams. The wind forces exerted on the sidewails are resisted where possible by the wall diaphragm or by tension bracing. The roof bracing are tension members which transfer the wind forces en the ends of the buildings to the eave where the sidewall bracing carries the sum of the forces to the foundation. Figure 5 shows the forces acting on the bracing. Face.4 of this Section defines the nomenclature used in the computer printout that . �:':;:ws. The printout lists the results of the stress analysis on the above building rr.-.r:hers. Included in the results are the actual and allowable stresses controlling the ..=- cn c - the member. The allowable stresses are based on the yield stresses being 3,6 KSI for Rods, 50 KSI for hot -rolled mill sections, and 55 KSI for Cold formed and factory buiit-up sections. Section 3 Pace 1 American B fRBiSrminghem,Company Plant Locations: Mau a, AL - E1 Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Stuff, AR - Modesto, CA LaGrange, GA- - Columbus, MS - Rocky Mount, NC - Jamestown, OH 10;^DING i F F, i LA RHE i I RLcc RL2 RLI RLI RL2 RLQ; RV, RV, RV, RVr ~/2 RV, LIVE + DE10 WIND + DEAD WIND ON SiDE`NALL WIND + DF -AD . WIND ON ENDWALL -, 'jp . _JP 40� FIGURE 4 COLUMN AND BEAM ENDWALL BRACING :. 1. :R a c�-, :r�! e!� ./ ' air• . a" a &?�. _ - ^sem • - -2_ .,ep' � �•-'ea' mu': Section 3 Page 2 j RWF BLDG I� American� i'ngs Company Plant Locations: Eufa AL - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGranae, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH \ CTv T ANG� O I T t0 (D 1 ANG iNAT �� (Z y RIGID FRAME C RIGID FRAME 0 RIGID FRAME RIGID FRAME i RWF (3) RWF (2) RWF (2) RWF (3) ( I. i D1 .f N i � I ' I i LL V) FIGURE 5 COLUMN AND SEAM ENGW ;LL ROD BRACING �'. OIL41':t 798C;5Y. .y°: if/,@R iDI���'11L3Yf 6�� _ _ _ _ _ _ C ::.1.-- -_ T-" 72 Section 3 Paae 3 y American Bgs Company y Plant Locationsft,u&faL-Birmingham, AL - El Paso, /L Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount; NC - Jamestown, OH NOMENCLATURE AREA - Cross-sectional area of section (int) ANG - Angle tension bracing makes with direction of wind force. A TEN - Allowable tension force in rod or cable bracing AX F/ AX FOR - Actual axial force BN MOM - Bending moment BND RAT / BN RAT - Patio of actual to allowable bending moment CB FOR - Actual tension force in rod or cable bracing COL HT - Column Height or beam length CWCH - Torsional Warping of °C° Section DL - Dead Load FA - Allowable axial stress FB - Allowable bending stress FBA - Actual bending stress F -K - Foot kips H BASE - Horizontal reaction at base of column INTERACTION RATIO - Combined axial and bending K - Kips L! - Live Load LE=WARD - Side in the direction toward which the wind blows MOMT - Bending moment ;.;;NIT L - Bending moment left of a point ;y,NT R - Bending moment right of a point Effective section factor for a "C" Section FOCI -i - Polar radius of gyration of °C° Section about the shear center RWF - Wind force resisted by tension bracing RX - Radius of gyration of a section about the major axis RY - Radius of gyration of a section about the minor axis Rv i - Radius of gyration of a °T" section composed of the compression flange and 1/3 of the compression web of a section taken about an axis in the plane of the web. SHR L - Shear force left of a point SHR R - Shear force right of a point SHR RAT / SH RATIO - Ratio of actual to allowable shear forces SL - Snow Load ST FOR - Strut force SXT - Tension section modulus about major axis SXC - Compression section modulus about major axis TCH - Thickness of a °C Section ULX - Unbraced length along major axis LILY - Unbraced lenath alono minor axis V BASE - Vertical reaction at base of column V TOP - Horizontal reaction at top of column VJCH - Saint Venant torsion constant of "C" section VYCH - Minor axis moment of inertia of compression area of "C" section WINDWARD - Side upon which the wind biows WL - Wind Load WN FOR - Wind farce resisted by tension bracing XOCH - Distance from shear center to ceenteroid of °C" Section aiona X axis '..1 Section 3 Page 4 '7' Column and Beam Endwall Design Ver. 17.2 Page 1 American Buildings Company Eufaula, AL Tue Jan 07 16:32:59 2003 Job Name: 51358201 Job Part: 1 LEW BUILDING TYPE IS SYMMETRICAL SINGLE GABLE BUILDING WIDTH = 50.000 ft BUILDING LENGTH = 75.000 ft LEFT HEIGHT = 15.833 ft RIGHT HEIGHT = 15.833 ft LEFT SLOPE = 2.000 :12 RIGHT SLOPE = 2.000 :12 BAY SPACING = 25.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 1997 Uniform Building Code BUILDING USE CATEGORY: 1 Essential Facilities 2 Hazardous Facilities 3 Special Occupancy Structure ■'4 Standard Occupancy Structure SNOW EXPOSURE.CATEGORY: 1 Roofs located in generally open terrain extending for 1/2 mile or more 2 Structures located in densely forested or sheltered areas ■3 All other structures ENCLOSURE CONDITION: ■Enclosed structure Unenclosed structure has 850 or more openings on all sides Partially enclosed has > 15% of one wall open & twice > open as other walls WIND EXPOSURE CATEGORY: B Terrain with buildings, forest, or surface irregularities ■C Terrain which is flat and generally open to 1/2 mile or more from site D Flat and unobstructed coastal areas exposed to wind flowing over water DESIGN ROOF LIVE LOAD = 16.000 psf COLLATERAL LOAD = 0.500 psf SNOW EXPOSURE FACTOR = 0.700 SNOW IMPORTANCE FACTOR = 1.000 SLOPE ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 80.000 mph WIND IMPORTANCE FACTOR = 1.000 *** DESIGN LOAD COMBINATIONS CASE NO: 1, LOAD FACT / GROUP => 1.0 D 1.0 C 1.0 L CASE NO: 2 LOAD FACT / GROUP => 1.0 D 1.0 W+ CASE NO: 3 LOAD FACT / GROUP => 1.0 D 1.0 W - CASE NO: 4 LOAD.FACT / GROUP => 1.0 D 1.0 C 1.0 L 1.0 SP1 CASE NO: 5 LOAD FACT / GROUP => 1.0 D 1.0 W+ 1.0 SP2 CA�Ofl CASE NO: 6 LOAD FACT / GROUP => 1.0-D 1.0 W- 1.0 SP2 * * * LOADS HORIZ VERT GROUP TYPE M FM TO START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ----- ---- - -- -- ----- ----- ---- ---- --- ----- ---- D UNIF R 0 0 0.000 0.00 -4.00 0.00 50.000 0.000 -4.000 A 6 Column and Beam Endwall Design Ver. 17.2 Page 2 American Buildings Company Eufaula, AL Tue Jan 07 16:32:59 2003 Job Name: 51358201 Job Part: 1 LEW *** LOADS (continued) FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES SP BOLT PR BEND RT ft in in in in --------------------------------------------------------- 1 'W8X10 0.000 5 0.250 9.75 2 0.50 0.533 2 W8X10 25.000 5 0.375 13.00 4 0.75 0.533 *** ENDWALL COLUMNS 0.032 2 0.75 MEM HORIZ VERT BASE PLATES 2 0.75 0.264 GROUP TYPE M FM TO START psf/ psf/ MOMT END HORIZ VERT 15.000 6 0.375 10.00 3 ft kips kips kip -ft ft psf psf ---- ----= L ---- UNIF - R -- 0 -- 0 ----- 0.000 ----- 0.00 ---- -20.00 ---- 0.00 --- 50.000 ----- 0.000 -20.000 C UNIF R 0 0 0.000 0.00 -0.50 0.00 50.000 0.000 -0.500 W+ UNIF R 0 0 0.000 0.00 32.50 0.00 50.000 0.000 32.497 W- UNIF R 0 0. 0.000 0.00 32.50 0.00 50.000 0.000 32.497 W+ UNIF C '1 1 0.000 16.68 0.00 0.00 0.000 16.679 0.000 W- UNIF C 1 1 0.000 -21.66 0.00 0.00 0.000 -21.664 0.000 W+ UNIF C 2 3 0.000 16.68 0.00 0.00 0.000 16.679 0.000 W- UNIF C 2 3 0.000 -16.25 0.00 0.00 0.000 -16.248 0.000 W+ UNIF C 4 4 0.000 16.68 0.00 0:00 0.000 16.679 0.000 W- UNIF C 4 4 0.000 -21.66 0.00 0.00 0.000 -21.664 0.000 W+ UNIF B 1 4 0.000 23.85 0.00 0.00 0.000 23.852 0.000 W- UNIF B 1 4 0.000 -23.85 0.00 0.00 0.000 -23.852 0.000 SP1 CONC C 3 4 12.000 0.00 -3.70 15.00 SP2 CONC C 3 4 12.000 0.00 4.80 -19.00 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES SP BOLT PR BEND RT ft in in in in --------------------------------------------------------- 1 'W8X10 0.000 5 0.250 9.75 2 0.50 0.533 2 W8X10 25.000 5 0.375 13.00 4 0.75 0.533 *** ENDWALL COLUMNS 0.032 2 0.75 MEM DESCRIPTION LOCATION BASE PLATES 2 0.75 0.264 ft in in in 1 W8X10 0.000 5 0.500 8.50 2 9.5C12 15.000 6 0.375 10.00 3 W8X18 35.000 8 0.375 12.50 4 W10X22 50.000 6 0.500 10.50 t CHk'D PC. WaAfe- AxiS efNP1ARi a k *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF -PT CORNER COLUMN 7.500 A BOLT PR BEND RT in 2 0.75 0.032 2 0.75 0.736 2 0.75 0.360 2 0.75 0.264 SHR RT 0.135 0.135 SHR RT CT 0.000 0.264 N 0.096 N 0.068 Column and Beam Endwall Design Ver. 17.2 Page 3 American Buildings Company Eufaula, AL Tue Jan 07 16:33:00 2003 Job Name: 51358201 Job Part: 1 LEW CORNER COLUMN 7.500 RAFTER 11.344' '6.412 RAFTER 18.588 13.656 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => kips kips 1 6.1 0.0 1.0 D 1.0 C 1.0 L 2 -7.1 -2.5 1.0 D 1.0 W+ 3 -7.1 2.4 1.0 D 1.0 W- 4 9.8 -1.0 1.0 D 1.0 C 1.0 L 1.0 SP1 5 -11.9 -2.5 1.0 D 1.0 W+ 1.0 SP2 6 -11.9 3.5 1.0 D 1.0 W- 1.0 SP2 Column and Beam Endwall Design Ver. 17.2 Page 1 American Buildings Company Eufaula, AL Wed Jan 08 08:44:58 2003 Job Name: 51358201 Job Part: 1 REW BUILDING TYPE IS SYMMETRICAL SINGLE GABLE BUILDING WIDTH = 50.000 ft BUILDING LENGTH = 75.000 ft LEFT HEIGHT = 15..833 ft RIGHT HEIGHT = 15.833 ft LEFT SLOPE = 2.000 :12 RIGHT SLOPE = 2.000 :12 BAY SPACING = 25.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 1997 Uniform Building Code BUILDING USE CATEGORY: 1 Essential Facilities 2 Hazardous Facilities 3 Special Occupancy Structure ■4 Standard Occupancy Structure SNOW EXPOSURE CATEGORY: 1 Roofs located in generally open terrain extending for 1/2 mile or more 2 Structures located in densely forested or sheltered areas ■3 All other structures ENCLOSURE CONDITION: ■Enclosed structure Unenclosed structure has 850W or more openings on all sides Partially enclosed has > 150 of one wall open & twice > open as other walls WIND EXPOSURE CATEGORY: B Terrain with buildings, forest, or surface irregularities ■C Terrain which is flat and generally open to 1/2 mile or more from site D Flat and unobstructed coastal areas exposed to wind flowing over water DESIGN ROOF LIVE LOAD = 16.000 psf COLLATERAL LOAD = 0.500 psf SNOW EXPOSURE FACTOR = 0.700 SNOW IMPORTANCE FACTOR = 1.000 SLOPE ROOF SNOW LOAD = 0.000 psf DESIGN WIND VELOCITY = 80.000 mph WIND IMPORTANCE FACTOR = 1.000 *** DESIGN LOAD COMBINATIONS CASE NO: 1 LOAD FACT / GROUP => 1.0 D 1.0 C 1.0 L CASE NO: 2 LOAD FACT / GROUP => 1.0 D 1.0 W+ CASE NO: 3 LOAD FACT / GROUP => 1.0 D 1.0 W- *** LOADS HORIZ VERT GROUP TYPE M FM TO START psf/ psf/ MOMT END HORIZ VERT ft kips kips kip -ft ft psf psf ----- D ---- UNIF - R -- 0 -- 0 ----- 0.000 ----- 0.00 ---- -4.00 ---- 0.00 --- 50.000 ----- 0.000 ---- -4.000 L UNIF R 0 0 0.000 0.00 -20.00 0.00 50.000 0.000 -20.000 C UNIF R 0 0 0.000 0.00 -0.50 0.00 50.000 0.000 -0.500 W+ UNIF R 0 0 0.000 0.00 32.50 0.00 50.000 0.000 32.497 N N Column and Beam Endwall Design Ver. 17.2 Page 2 American Buildings Company Eufaula, AL Wed Jan 08 10:28:55 2003 Job Name: 51358201 Job Part: 1 REW * * * LOADS ( continued) HORIZ VERT GROUP TYPE M FM TO START psf/ psf/ MOMT END HORIZ VERT ft in in in ft kips kips kip -ft ft psf --------- psf ----- W- ---- UNIF - -- R 0 -- 0 ----- 0.000 ----- 0.00 ---- 32.50 ---- 0.00 --- 50.000 0.000 32.497 W+ UNIF C 1 1 0.000 16.68 0.00 0.00 0.000 16.679 0.000 W- UNIF C 1 1 0.000 -21.66 0.00 0.00 0.000 -21.664 0.000 W+ UNIF C 2 3 0.000 16.68 0.00 0.00 0.000 16.679 0.000 W- UNIF C 2 3 0.000 -16.25 0.00 0.00 0.000 -16.248 0.000 W+ UNIF C 4 4 0.000 16.68 0.00 0.00 0.000 16.679 0.000 W- UNIF C 4 4 0.000 -21.66 0.00 0.00 0.000 -21.664 0.000 W+ UNIF B 1 4 0.000 23.85 0.00 0.00 0.000 23.852 0.000 W- UNIF B 1 4 0.000 -23.85 0.00 0.00 0.000 -23.852 0.000 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES SP BOLT PR BEND RT SHR RT ft in in in in ------ --- 1 ----------- W8X10 -------- 0.000 ------------------ 5 0.250 9.75 ---------- 2 0.50 ------- 0.536 0.135 2 W8X10 25.000 5 0.375 13.00 4 0.75 0.536 0.135 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BOLT PR BEND RT SHR RT CT ft in in in in ------ -- --- 1 ----------- W8X18 -------- 0.000 ------------------ 6 0.375 8.50 ---------- 2 0.75 ------- 0.147 0.056 2 9.5C12 15.000 6 0.375. 10.00 2 0.75 0.736 0.264 N 3 9.5C12 35.000 6 0.375 10.00 2 0.75 0.736 0.264 N 4 W8X10 50.000 5 0.375 8.50 2 0.75 0.032 0.000 *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT CORNER COLUMN 7..500 CORNER COLUMN 7.500 RAFTER 13.656 18.588 RAFTER 5Q Column and Beam Endwall Design Ver, 17.2 Page 3 American Buildings Company Eufaula, AL Wed Jan 08 10:28:55 2003 Job Name: 51358201 Job Part: 1 REW 6.412 11.344 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ -LOAD FACTOR / LOAD GROUP => kips. kips 1 6.1 0.0 1.0 D 1.0 C 1.0 L 2 -7.1 .-2.5 1.0 D 1.0 W+ 3 -7.1 .2.4 1.0 D 1.0 W- EA Wind Information Ce•gs•Iw = 18.10 psf IW = PW = Ce•Cq.q,.I,N = 23.5 psf 1.00 Cq = 1.3 (Total) Interior Bay Tributary Width = 25 ft End Bay Tributary Width = 13 ft 1. Wind Load 1. Wind Load Total Load = PN,* B* 1-1/2 = 5.9 Kips Total Load = PW* B* 1-1/2 = 3.1 Kips 2. Seismic Load r 2. Seismic Load p =2-20/(rmax AB^0.5) 1.07 ��E To p =2-20/(rmax*AB^0.5) = 1.07 W = 8.4 Kips 7o12sIoA1 Ci: W = 4.3 Kips V = 2.5*Ca*I*W/R = 1.7 Kips 3 + V = 2.5Ca*I*W/R = 0.9 Kips E/1.4 = p*V/1.4 =i s E/1.4 = p*V/1.4 = OW Kips Eri,/1.7 = no -V/1.7 = . Ki s5'5 E,,,/1.7 = n,*V/1.7=1vtKips moi1-4 ind• PlSe sm� OF90""4 n , �on d inD.rrectio'n 1. Wind Load Total Load = PW*B* 1-1/2 = 10.6 2. Seismic Load (Accidental Torsion Included)' p =2-20/(rmax*AB^0.5) =, 1.50 W= 24.5 Kips - V = 2.5*Ca*I*W/R = 5.4 Kips. E/1.4 = p*.V/1.4 5_8 Em/1.7 = S2o V/1.7 = 8_9 Kips Kips, Kips 11:56 AM 1 /6/2003 r c. iP1 Minimum Seismic And Wind Forces Calculation American Buildings Company (UBC97 ) Modesto, CA 95351 Job Number: 51358201 Engineer: RM Building Geometry Information Building Width = 50.00 ft. Roof Weight W/ 0 % Snow = 5.50 psf Building Length = 75.00 ft. Weight of Sidewall = 2.00 psf FSW Eave Height = 16.00 ft. Weight of Endwall = 2.00 psf Ridge From FSW = 25.00 ft. Longitudinal Partition WT. = 0.00 psf Roof Pitch = 2 /12 Quantity of Longitudinal Part. = 0 Canopy Width @ FSW = 5.00 ft. Transverse Partition WT. = 0.00 psf Canopy Width @ RSW = 0.00 ft. Quantity of Transverse Part. =. 0 ' Max. Interior Bay Trib. = 25.00 ft. Building End Bay Trib. = 13.00 ft Longitudinal Special Weight = 0.00 kips Transverse Special Weight = 0.00 kips Torsional Bracing:" .O Yes O No Least Number of Braced Bay Per Sidewall = 1 Seismic Information Transverse Direction: R = 4.50 no = 2.80 rmax = 0.33 Longitudinal Direction: R = 4.50 no = 2.80 rmax Soil = SD Na = N/A N„ = N/A Ca = 0.36 Zone= 3 . . Seismic 1 = 1.00 Wind Information Ce•gs•Iw = 18.10 psf IW = PW = Ce•Cq.q,.I,N = 23.5 psf 1.00 Cq = 1.3 (Total) Interior Bay Tributary Width = 25 ft End Bay Tributary Width = 13 ft 1. Wind Load 1. Wind Load Total Load = PN,* B* 1-1/2 = 5.9 Kips Total Load = PW* B* 1-1/2 = 3.1 Kips 2. Seismic Load r 2. Seismic Load p =2-20/(rmax AB^0.5) 1.07 ��E To p =2-20/(rmax*AB^0.5) = 1.07 W = 8.4 Kips 7o12sIoA1 Ci: W = 4.3 Kips V = 2.5*Ca*I*W/R = 1.7 Kips 3 + V = 2.5Ca*I*W/R = 0.9 Kips E/1.4 = p*V/1.4 =i s E/1.4 = p*V/1.4 = OW Kips Eri,/1.7 = no -V/1.7 = . Ki s5'5 E,,,/1.7 = n,*V/1.7=1vtKips moi1-4 ind• PlSe sm� OF90""4 n , �on d inD.rrectio'n 1. Wind Load Total Load = PW*B* 1-1/2 = 10.6 2. Seismic Load (Accidental Torsion Included)' p =2-20/(rmax*AB^0.5) =, 1.50 W= 24.5 Kips - V = 2.5*Ca*I*W/R = 5.4 Kips. E/1.4 = p*.V/1.4 5_8 Em/1.7 = S2o V/1.7 = 8_9 Kips Kips, Kips 11:56 AM 1 /6/2003 r c. y &9AC.E liESlG,n� I� �OfJC�ITNDiNaL . W ► u D : P = 10, -aov _ �Ps (C OIJF SCJ �rzac�) . 2j2 kQ f 501 2.1 10. to f,4,05V N EAR (SASE D UPOM Z BRACED PSA' i V 2) EtJDtA)AL L wimp. rKIrs �`.. Sf4Smfc; D UF- Tt. 'Top -god f3 RAC ED ; SEI SM �C : E�•�, � � , � �� -I X ti 5135 002 0 1 ►/4,/0 3 PM 1-KAa DF,s f(W ti PLo o f `BRACE ; J237Q-( 1, n- fAWFL5HMP- (PIP I Tg,o(W) L.0 (k�P) fe Ic RIDGE. In 1.0 G,q Pp Sf�G B gR4 ? 9 BA 4 - z �� /s8 Te,P Cos(ta►�'� 15.8 = 10.7 krPs. < l5. TALO � FW P,(zAc/E�,; SAY 2 �LE�J R -RAN) Tot, _ c05trA4_rCLb-9� 2 0' 2,0 : J Use aR 5 — L12F 50'x 75'x 15"0 2:12. O,Ci7 %LFI LP2(o (0 CA00%( 2;Iz Io'oGI.fiAR , gE Lo�rl SAVE � 2 S' q. LLZ.¢ B SP = sTfoT PURLIJ , SAME &A• As MAm PUIZLIJ, w/ P961Z-ix @ . PT y owACE LA`( out 513582 of 16 m 0 N� SIR O SECTION 4 pURLIN AND GIRTS • American Buildings Company AMERICAN BUILDINGS COMPANY'S Standard Purlins and Girls are light gage 8'x2 '1W 'T and'C', 9 1/2" x 3*'r and "C" and 12" x 3 1/2"T' and 'C' sections (with stiffened flanges) cold formed from 55,000 psi yield steel. The fully braced section properties and capacities computed in accordance with 1996 AISI specifications are as follows: DIMENSIONS PROPERTIES AND CAPACITIES 3,j 217 3' 31 4, 1.1118' fir ItUr 1 114' T TTTTX- X 8• X- X 91 1 8' X- X 91 X-' X- X1r 1118' 1 U4'315 �I^C 217 1 1 1 21 , 31 a.ocia 9.SC14 u.w. 0.073 ., " 4.22 ,..,. 1.24 . -'-- 16.31 ---- 3.09 3.66 1.47 0.62 1.10 3.75 9.5C13 0.079 4.57 1.34 17.59 3.30 3.65 1.58 0.67 0.77 1.10 1.09 4.75 7.05 9.07 9.5C12 0.090 5.21 1.53 19.90 21.15 3.94 4.30 3.65 3.64 1.78 1.89 0.82 1.09 8.56 9.5C11 12C13 0.096 0.090 5.55 6.28 1.63 1.85 39.04 6.01 4.59 3.06 1.09 1.28 5.49 M23385 1X12 0.105 7.32 2.15 45.21 7.21 4.58 4.57 3.52 3.96 1.29 1.47 1.28 1.27 8.74 13.08 12011 0.120 8.37 2.46 - 51.30 8.51 • Clrans Incraase = 1.00 Moments and shears used in selecting Z' and 'C sections and connections for the Pudin and Girts were found by the stiffness method of analysis. To meet varying load requirements, the *Z" and 'C" members shall be of simple span or lapped 2'-0", 3'-0", 4'-0', 5'-0" or 6'-0" over the interior frames to form a continuous beam. The purlin sections were then designed for the maximum positive moments and for the moment and shear combination at the beginning and termination of the laps. The double Z' and 'C' sections were also checked for the maximum negative moments over the interior frames. The following pages support the section and connection used. SUBJECT TO CHANGE WITHOUTNOTICE REVISED February 15, 2002 • 0 • . Page 1RF -1 01/07/03 04:03:03 PM Ver. 17.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN ,esigner : RM ob Number: 51358201 Part: 1 Desc: LRF 501X75IX15110. 2:12 A D_Lap 86AISI 'ype Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 50.000ft 75.000ft 25.000ft 0.000ft 2.000:12 2.000:12 3 ------------------------ ).Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt -Type Overhang ?ront: 15.833ft 0.00ft * Left 1 S I 0.000ft tear : 15.833ft 0.00ft * Right 1 SI---_---0_000ft --------------------------------------------- ---------- "-ode Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL -mph WL_psf 37ubc 4 0 3 C N 1.5 0.50 20.00 0.00 80.00 18.05 ------------------------------------------ 3now Imp. Factor: 1.00 Snow Factor: 0.70 D Snow: 0.00 psf ✓find Imp. Factor: 1.00 Defl. Limit:L/150 ****** ROOF PURLIN STRUCTURES ******** Load Comb 1 : DL + COL + LL ASF:1.000 Load Comb 2 : DL + WL- ASF:1.333 Load Comb 3 : LL ASF:1.000 'Design Z Inset(ft)-- Z Strip--Int.Zone Coef-----Ext.Zone Coef-=- Spc(in) Cond. Left- - -- Right(ft) Suction Pressure Suction Pressure - 60.00 BY-PASS 0.33 0.46 5.00 -1.00 0.00 -1.80 0.00 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl Strut B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Cap.* Ratio (ft) (ft) (ft) kips kip -ft kips -- ------ ---- ----------- ----- ----- --- ------ ----- 1 24.667 0.00 2.49 8Z15 1.41 0.41 RL1 5.12 0.95 MS1 199 9.65 0.90 2 25.000 2.49 2.49 8Z15 1.12 0.33 LL1 -4.44 0.82 LL1 1578 9.15 0.79 3 24.542 2.49 0.00 8Z15 1.40 0.41 LL1 5.06 0.94 MS1 202 9.70 0.88 ------------------------------------------------------------ Total weight per run = 272.09 lbs Maximum stress ratio = 0.95 rUQLI►J SpALIoc, FPS A V -I DCrE ; 1'(o / 510 _ .. - ALOM a SLOPE . Alp,) GL-1� «uRvO wFa gF_10FMcED CLAP @ FL - I & FLA, F_ut�p- ICU R L I �.J F xCEfT A Q-T�-R o L L "i P LD to IJ Page 1FS-1 01/07/03 04:05:29 PM Ver. 17.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : RM Job Number: 51358201 Part: 1 Desc: LRF 501X75IX15110 2:12 A D_Lap 86AISI -------=---------------------------------------------------------------------- Type Width Length. Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 50.000ft 75.000ft 25.000ft 0.000ft 2.000:12 2.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 15.833ft 0.00ft * Left 1 S I 0.000ft Rear.: 15.833ft 0.00ft * Right 1 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 97ubc 4 0 3 C N 1.5 0.50-20.00 0.00 80.00 18.05 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D_Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** FRONT SW GIRT STRUCTURES ******** Load Comb 1 : WL+ ASF:1.333 Load Comb 2 : WL- ASF:1.333 Z Spacings (in) 42.00 48.00 72.00 28.00 Design Z --Inset(ft)-- Z_Strip --Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ----- ------- ------- -------- ------- -------- 60.00 BY-PASS 0.33 0.46 5.00 -0.90 0.88 -1.20 0.88 No. Span ---Lap--- Section -----Shear- --- -----Bending---- Defl B/S Length. L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) -- ------ (ft) ---- (ft) ----------- kips ----- ----- --- kip -ft ------ ----- --- ---- ----- 1 24.667 0.00 1.49 8Z16 1.11 0.34 RL2 -3.94 0.89 MS2 202 0.79 2 25.000 1.49.1.49 8Z16 0.90 0.28 LL2 3.97 0.62 LL2 1873 0.47 3 24.542 1.49 0.00 8Z16 1.10 0.34 LL2 -3.89 0.87 MS2 206 0.77 ------------------------------------------------------------------------------ Total weight per run = 232.50 lbs Maximum stress ratio = 0.89 ft Page 1RS-1 01/07/03 04:05:49 PM Ver. 17.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : RM Job Number: 51358201 Part: 1 Desc: LRF 501X75IX15110 2:12 A D_Lap 86AISI ------------------------------------------------------------------------------ Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 50.00Oft 75.00Oft 25.00Oft 0.000ft 2.000:12 2.000:12 3. ------------------------------------------------------------------------------ S.Wall Eave Ht. 'Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 15.833ft 0.00ft * Left 1 S I 0.000ft Rear : 15.833ft 0.00ft * Right 1 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 97ubc 4 0 3 C N 1.5 0.50 20.00 0.00 80.00 18.05 ------------------------------------------------------------------------------ "Snow Imp. Factor: 1.00 Snow Factor: 0.70 D_Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** REAR SW GIRT STRUCTURES ******** Load Comb 1 : WL+ ASF:1.333 Load Comb 2 : WL- ASF:1.333 Z Spacings (in) 42.00 48.00 72.00 28.00 r Design Z --Inset(ft)-- Z_Strip --Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure 60.00 BY-PASS 0.46 0.33 5.00 -0.90 0.88 -1.20 0.88 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft -- ------ ---- ----------- ----- ----- --- ----------- --- ---- ----- 1 24.542 0.00 1.49 8Z16 1.10 0.34 RL2 -3.89 0.87 MS2 206 0.77 2 25.000 1.49 1.49 8Z16 0.90 0.28 RL2 3.97 0.62 RL2 1873 0.47 3 24.667 1.49 0.00 8Z16. 1.11 0.34 LL2 -3.94 0.89 MS2 202 0.79 ------------------------------------------------------------------------------ Total weight per run = 232.50 lbs Maximum stress ratio = 0.89 69 00 . •i Page 1LW-1 01/07/03 04:07:42 PM Ver. 17.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN )esigner : RM Tob Number: 51358201 Part: 1 Desc: LRF 501X75IX15110 2:12 D 86AISI -------------------------------------------------------- Cype Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 50.00Oft 75.00Oft 25.00Oft 0.000ft 2.000:12 2.000:12 3 -------------------------------------------------------------- 3.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt Type Overhang Front: 15.833ft 0.00ft * Left : 1 S I O.000ft Rear 15.833ft. 0.00ft * Right 1 S I 0.000ft -------------------------------------------------------------- ^ode Cat. Seis Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 97ubc 4 10 3 C N 1.5 0.50 20.00 0.00 80.00 18.05 ------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D_Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** LEFT EW GIRT STRUCTURES ******** Load Comb 1 : WL+ Load Comb 2 : WL- ASF:1.333 ASF: 1.333 Z Spacings (in) 42.00 48.00 72.00 78.00 Design Z --Inset(ft)-- Z_Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ----- ------- ------- -------- ------- -------- 75.00 INSET 0.00 0.00 5.00 -0.90 0.92 -1.20 0.92. No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- 1 15.000 0.00 0.00 8Z16 0.84 0.26 LS2 -2.69 0.85 MS2 406 0.72 2 20.000 0.00 0.00 8Z13 0.99 0.10 RL1 -4.62 0.92 MS2 245 0.85 3 15.000 0.00 0.00 8Z16 0.84 0.26 RL2 -2.69 0.85 MS2 406 0.72 ------------------------------------------------------------------------------ Total weight per run = 168.60 lbs Maximum stress ratio = 0.92 �r� fPage 1RW-1 01/07/03 04:08:11 PM Ver. 17.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : RM Job Number: 51358201 Part: 1 Desc: LRF 501X75IX15110 2:12 D 86AISI ------------------------------------------------------------------------- Type Width Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 50.00Oft 75.00Oft 25.00Oft 0.000ft 2.000:12 2.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 15.833ft 0.00ft * Left : 1 S I 0.000ft Rear 15.833ft 0.00ft * Right 1 S I 0.000ft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 97ubc 4 0 3 C N 1.5 0.50 20.00 0.00 80.00 18.05 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D_Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/ 90 ****** RIGHT EW GIRT STRUCTURES ******** Load Comb 1 : WL+ Load Comb 2 : WL- ASF:1.333 ASF: 1.333 Z Spacings (in) 42.00 48.00 72.00 78.00 Design Z --Inset(ft)-- Z_Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ----- ------- ------- -------- ------- -------- 75.00 INSET 0.00 0.00 5.00 -0.90 0.92 -1.20 0.92 No. Span ---Lap--- Section --=--Shear----- -----Bending---- Defl B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Ratio (ft) (ft) (ft) kips kip -ft. ---"----- ---- ----------- ----- ----- --------------- --- ---- ----- 1.15.000 0.00 0.00 8Z16 0.84 0.26 LS2 -2.69 0.85 MS2 406 0.72 2 20.000 0.00 0.00 8Z13 0.99 0.10 RL1 -4.62 0.92 MS2 245 0.85 3 15.000 0.00 0.00 8Z16 0.84 0.26 RL2 -2.69 0.85 MS2 406 0.72 -------------------------------------------------------------------.----------- Total weight per run = 168.60 lbs Maximum stress ratio = 0.92 Page 1RF-1 01/07/03 08:19:02 AM Ver. 17.2 AMERICAN BUILDINGS COMPANY SECONDARY FRAMING DESIGN Designer : RM Job Number: 51358201 Part: 1 Desc: LRF 50IX75IX15110 2:12 A D_Lap 86AISI ------------------------------------------------------------------------------ Type Width ' Length Ridge Dist. R.Col. Elev. Slope(F) Slope(R) No.Bays LRF 50.00Oft 75.00Oft 25.00Oft 0.000ft. 2.000:12 2.000:12 3 ------------------------------------------------------------------------------ S.Wall Eave Ht. Lean-to Width* E.Wall Type Col_Spc. Girt_Type Overhang Front: 15.833ft 0.00ft * Left 1 S I 6.00Oft Rear 15.833ft 0.00ft * Right 1 S I 0.00Oft ------------------------------------------------------------------------------ Code Cat. Seis_Z Expo_S Expo_W Coastal DL COLL. LL G_Snow WL_mph WL_psf 97ubc 4 0 .3 C N 1.5 0.50 20.00 0.00 80.00 18.05 ------------------------------------------------------------------------------ Snow Imp. Factor: 1.00 Snow Factor: 0.70 D_Snow: 0.00 psf Wind Imp. Factor: 1.00 Defl. Limit:L/150 ****** O LI ******** Load Comb 1 DL + COL + LL Load Comb 2 DL + WL - Load Comb 3 LL ASF: 1.000 6,AW-( ru4id ASF: 1.333 ASF: 1.000 Design Z --Inset(ft)- Z_Strip--Int.Zone Coef-----Ext.Zone Coef--- Spc(in) Cond. Left Right (ft) Suction Pressure Suction Pressure ------ ------ ----- ----- ------- ------- -------- ------- -------- 36.00 BY-PASS�0.33 0.46 5.00 -2.00 0.00 -2.02 0.00 No. Span ---Lap--- Section -----Shear----- -----Bending---- Defl Strut B/S Length L / R Force Ratio Loc Momt. Ratio Loc L/XX Cap.* Ratio (ft) (ft) (ft) kips kip -ft kips -- ------ ---- ----------- ----- ----- --- ------ ----- --- ---- ----- ----- 0 6.333 0.00 0.00 8Z14 0.65 0.09 RL2 2.06 0.24 RL2 83 9.50 0.07 1 24.667 0.00 0.00 8Z14 1.34 0.19 LS2 -6.74 0.80 MS2 217 14.19 0.63 2 25.0.00 0.00 0.00 OPEN 3 24.542 0.00 0.00 OPEN ------------------------------------------------------------------------------ Total weight per run = 113.77 lbs Maximum stress ratio = 0.80 NOTE:: Bottom flanges are assumed fully braced.- gY SoFF►"f FAVI .. FSM � GA40N rtIRL14 srAC-Wtn I'o , 4'O, I "I ALONG, 4LoFE (oR. $oTH EW & SirJ CANOPY o a €!'; �. -• r 0 • • *0 % American Buildings Company PANEL PROFILE Ir P 4' 4. IIA 6Pt ys� 7Ar 1 17/Sr PARTIAL CROSS SECTION 1. Section properties have been calculated in accordance wnn me ARM Jpecmceuurl Iur 1110 ✓c�ly...., —•_-- Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown in the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. Negative load is opposite. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. SUBJECT TO CHANGE WITHOUT NOTICE REVISED JULY 19. 2002 • fti •ingsCompany .oma 12" 4- 4" 4" 30' C 114"j 7/32" 50't 318' 3/8" 117132' 314' PANEL PROFILE PARTIAL CROSS SECTION 1. Section properties have been calculaiea in accvraanac ILI uic nw, v�+rv,,,..+••••• •-• •••_ _. _ _ _ Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown in the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. Negative load is opposite. 5. The loads shown are limited by the more critical of Span/120 deflection or the allowable bending moment with no stress increase. REVISED JULY 19,2002 SUBJECT TO CHANGE WITHOUT NOTICE AmericanSection 5 Page 2 • American Buildings Company PANEL PROFILE �r 64• 5W PARTIAL CROSS SECTION _--- Base IOial ranc Metal Thickness Weight _ In Compression In Compression Fy/1.67 Designated Gage (Inches) (lbs./ft-2) Sx Ix ksi of Steel Thickness (InIx (In /ft.) (In°/ft (Inches) 0.0137 0.0146 0.71 0.024 0.032 0.024 0.028 36 36 29 Gage 0.0184 0.90 0.033 0.043 0.033 0.040 36 26 Gage0.0177 0.0225 0.0230 1.12 0.043 0.056 0.043 0.053 30 24 Gage 0.0300 0.0301 1.47 0.060 0.076 0.057 0.074 22 Gage Maz u b, Z2 Designated GageNumber L = 3'-0" 3'-6" 4'-0" -q,-6" 5,-0" 6'-0" 7'-0" 7'-6" of Steel Of Spans 86 I -75 63 I -55 491-42 35/-33 26/-26 15/_15 9/-9 8/-8 1 1 751-86 55 I -63 42 / -49 33 I -38 27 / -31 19 I -22 141-16 17 I 12/-14 14 -14 29 Gage 3 94/-108 691-79 53/-61 42/-48 34/-39 31 / 23 / -27 22 I -25 -18 16 ! -19 14 / / -15 4 87/-101 64 /-74 49/-57 65/-456- 39/45 -36 41/-41 35 I -35 20 1-,20 1 131-13 10/-10 1 115/-106 841 -78 106/-115 78 /-84 60/ -65 47/-51 381-41 27/ 2 26 Gage g 133/-143 98 / -105 75/ -81 591-64 48/-52 331 -36 241 -24 23 / 19 I -20 20 I -21 4 124/-134 91/-98 70/- - 551-60 45 I -48 45 I 31 I -33 26 I -26 -25 17 / -17 131 -13 1 1501-142 1101 -105 84/4 62 I -62 -45 631 51 I -54 36 / -37 26 I -27 23 / -24 2 1421-150 105 / -1 lul 801 -84 24 Gage 1178 / -1871 131 / -137 1001 -105 -66 g 4 1166 / -1741 122 / -1ZOI 931 -98 74 I -78 60 I -63 42 I -44 31 I -32 27 / -27 1 170 / -16411 b 1 -121 95 / -92 75 / -73 61 ! -59 361 -34 23 / -22 19 / •18 2 164 1 -1701121 1-125 92/ -95 73/-75 74 / 51 / -53 38 I -39 33 I -33 22 Gage 3 205 ! -212 151 I -156 1151 -119 91 I -94 -76 69 I 48 / -50 35 I -36 31 / -32 4 192 / -198 141 ! -146 108 / -111 85 I -88 -71 AISI Specification for the Design of Cold -Formed 1. Section have been calculated in.accordance with the properties 1996 Edition, including Supplement No. 1 (1999). Steel Structural Members, 26 24 steel is 80,000 psi. Minimum yield strength of 22 gage steel is 2. Minimum yield strength of 29, and gage 50,000 psi. aluminum -zinc alloy or G-90 coated. The base metal thickness shown in the minimum design 3. Steel panels are either thickness and was used in determining section properties. section as shown above. Negative load is 4. Positive load is downward load applied to the top of the panel cross opposite. critical of Span/120 deflection or the allowable bending moment with no 5. The loads shown are limited by the more stress increase. Section 5 Page 2b 0 c: American Buildings Company t PANEL_ PROFILE 1 r 13' 229132' 7 49118' 51117 1118' 49MIr q• 2 318' 19 114' 2318' CROSS SECTION Base Total PanelF(ini4ift.) Top Bottom Designated Gage Metal Thickness Weightm ression In Com ression Fy11.67 of Steel Thickness (Inches) (lbs-Ift.) Sx Ix Sx (ksi) (In'/ft.) (In4/ft. (In /ft Designated Gage Number of Steel of Spans L = 24 Gage 22 Gage of 1. Section properties have been calculated in accordance with the AISI specifications for the Design Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999) 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top,of the panel cross section as shown above. 5. The loads shown are limited by the more critical of Span1150 deflection or the allowable bending moment with no stress increase. Section 5 Page 3 • • •-A L -I '101, �� American Buil' dings Company t PANEL PROFILE 24- 1. --I� 2' 1 I J� 49118• 51118' 51118' 4W18• 914- 2- 191W 23V CROSS SECTION 1. Section properties have been calculated In auuurual lcc w -u 1 Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999) 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. REVISED JULY 19, 2002 SUBJECT TO CHANGE WITHOUT NOTICE section 5 Page 3a q M American Buildings Company. PANEL_ PROFILE jr NET COVERAGE 718' 4 114' 718' / 5' 11171 � � 2 718' 215116' 1314' / 7118' 1? 718' W -lw 31132' •1116' -V CROSS SECTION _ Bottom Base Total Panel Top Weight In Com ression In orrt ression F (ksi)7 Designated Gage Metal Thickness Sx IxF(I Of Steel Thickness (Inches) (Ibs./ft-) .n3/ft.) (In4lft.)L(In31ft.) Inches 0.0225 0.0230 1.50 0.282 0.162 0.374 0.162 30 24 Gage ax a jftft F $ Designated Gage Number ___ . Of Steel of S ans L = 5'-0" 40,1-40 321-32 2121-023 130 / -130 90 / -90 51 1-51 13 101' 1 2 130 / -130 90 / -90 51/-51 40/40 32/-32 231-23 1 17 / -1 24 Gage 3 162 / -162 113 / -113 63/-63 50/-5o 41/41 28 / -28 261-26 21/-2 19/-1 4 151 / -151 105 1 -105 59/-59 47/-47 38/ -38 the AISI specifications for the Design of 1. Section properties have been calculated in accordance with 1996 Edition, including Supplement No. 1 (1999) Cold -Formed Steel Structural Members, 2. Minimum yield strength of steel is 50,000 psi. aluminum -zinc alloy or G-90 coated. The base metal thickness shown is 3. Steel panels are either on the minimum design thickness and used in p Negative load ed to a toof thening panel croiss sectionias shown above. load app' P 4. Positive load is downward is opposite. limited by the more critical of Span/120 deflection or the allowable bending moment 5. The loads shown are with no stress increase. • Section 5 Page 4 U • American Buildings Company ow !L JO I.n iT.r LOG -SEAM LOG -SEAM 360 1 63164' - 712' r• PANEL PROFILE CROSS SECTION 1. Section properties have been calculatea in accuruarnuc will, 1-1- �rG�,.•��••�••� •-• -••_ ____,_ Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999) 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. SUBJECT TO CHANGE WITHOUT NOTICE REVISED JULY 19, 2002 American Buildings Company PIG." LOC -SEAM LOC -SEAM 360 --F 1 63164" _ 2- _____f 12' PANEL PROFILE CROSS SECTION 1. Section properties have been calculated in accordance with the AISI specifications for the Design of. Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999) 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. Section 5 Page 6 ft of American Buildings Company a r 1• ala• 3 11r YV UP 'r I . 7 45* y'' PANEL PROFILE PARTIAL CROSS SECTION 1. Section properties have been caiculateu ill a%­u1u­•••• - -�-- - Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown in the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. Negative • load is opposite 5. The loads shown are limited by the more critical of Spanl150 deflection or the allowable bending moment with no stress increase. REVISED JULY 19. 2002 SUBJECT TO CHANGE WITHOUT NOTICE EC Section 5 Page 7 • American Buildings Company 0.0825' INSIDE 0.3300' INSIDE 0.9281' 1.830(' 1.75 1.43 00" I 12' 16' or 18' NET COVERAGE CROSS SECTION .PANELPROFILF 1. Section properties have been calculated in accordance with the AIS) specifications for the Design of Cold -Formed Steel Structural Members, 1996 Edition, including Supplement No. 1 (1999). 2. Minimum yield strength of steel is 50,000 psi. 3. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness shown is the minimum design thickness and was used in determining section properties. 4. Positive load is downward load applied to the top of the panel cross section as shown above. 5. The loads shown are limited by the more critical of Span/150 deflection or the allowable bending moment with no stress increase. OFF •� �• Section 5 Page 8 STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY CONTENTS 3.2, SECONDARY FRAMING STEEL ............................................ 6 1. GENERAL 3.2.1. Rolled Formed Sections ................................................ 6 3 3.2.2. Rolled Formed Sections (Galvanized)..........:................... 6 .................................... 6 1.1.SCOPE............................................................................ 3.3. AND AMaterial LL E 1.1.1. Intent...................................................................... 3 300E 6 Gage Zinc -Coated ed (Galvanized)................... 6 1.1.2. Performance ........................... 3 3.3.2.24 Gage Material — Zinc -Coated (Galvanized) 1.1.3. Product Change........................................................ 3 3.3.3.26 Gage Material— Aluminum -Zinc Alloy -Coated............... 6 DESCRIPTION ........................... ........................................ 1.2. BUILDING . 3 3.3.4.24 Gage Material — Aluminum -Zinc Alloy -Coated ................. 6 1.2.1. LRF........... ............. ..................... 3 3.3.5.24 Gage Material —Aluminum -Zinc Alloy -Coated............... . .......... 1.2.2. RF ...................... ......................................... 3 3.3.6.22 Gage Material — Aluminum -Zinc Alloy -Coated ............... 1.2.3. LRF -AA ........................................................ ............ 31111.. 5.1.9. ................................................. 5.1.10. Shadow Panel........................................................... 1.2.4. RF -M .......................................................... ............ 3 4. STRUCTURAL FRAMING 1.2.5. GC.................................................................... 3....... 5.1.12. Standing Seam Panel ................................................. 1.2.6. GC-M...................................................................... 3 1.2.7. LT 4.1. GENERAL.................................................................. 6 6 .............................................................. 3 4.1.1. Field Bolt Assembly .................................................... 1.2.8. LP2.........................................................1............ 3 4.1.2. Sho Connections....................................................... 6 P 1.2.9. LP2-M....................................................... ........1...11 3 4.1.3. Identification Mark ...................................................... 6 1.2.10. LP4........................................................................ 3 usual Inspection 1.2.11. LP4-M.........................................................1111....... 3 4.2. PRIMARY FRAMING. ........................................................ 6 PRI 1.2.12. LSS................................................................1111... 3 4.2.1. Rigid Frame .............................................. ................. 6 1.2.13. LSS-M............................................................ ........ 3 4.2.2. Endwall Frames.......................................................... ........ 1.2.14. SSF........................................................... ..:......... 4 4.2.3. Plates Stiffeners etc................................................... 6 1.2.15. SSF-M............................................................ 4 4.2.4. Bolt Holes.................................................................. 6 1.3. BUILDING NOMENCLATURE .............................................. 4 . Slope SECONDARY 4.3.4 6 1.3.1. Roof ............................................................... 4 31. Puudins andMrtsG...................................................... 1.3.2. Width....................................................................... 4 4.3.2. Eave Struts................................................................ 6 1.3.3. Eave Height.............................................................. 4 4.3.3. Base Angle................................................................ 6 1.3.4. Length..................................................................... 4 4.4. BRACING ........................................................................... 6 1.3.5. Bay Spacing (Standard) ............. )' ' 4 a9 g......................................................... 4.4.1. Di oral Bracin 6 1.3.6. Bay Spacing (Shadow Panel) ....................................... 4.4.2. Flange Bracing............................................................ 7 1.4. DRAWINGS AND CERTIFICATION ...........................•........... 4 4.4.3. Special Bracing........................................................... 7 1.4.1. Drawings ................................................. 4 1.4.2. Certifications............................................................. 4 5. ROOF AND WALL COVERING 1.4.3. AISC Certification....................................................... 2. STRUCTURAL STEEL DESIGN 3. BASIC MATERIAL SPECIFICATIONS 3.1. PRIMARY FRAMING STEEL ................................................ 5 • 3.1.1. Mill -Rolled Sections .................................................... 5 3.1.2. Built -Up Sections....................................................... 5 3.1.3. Endwall "C" Sections .................................................. 6 $g(ABQ-Rar.07f02, American Bulwings Company FM00005 4 2.1. GENERAL........................................................................ 2.1.1. Structural Mill Sections ................................................ 4 Sections 7 2.1.2. Cold Formed ................................................ 2.2. DESIGN LOADS............................................................... 4 4 2.2.1. Loading Criteria......................................................... 4 2.2.2. Most Severe Conditions ............................................... 7 2.2.3. Load Projections........................................................ 5 5 2.2.4. Special Loads........................................................... 5 2.3. DESIGN POLICY............................................................... 5 2.3.1. Standard Design Practices ........................................... 5.1.9. ................................................. 5.1.10. Shadow Panel........................................................... 2.3.2. Rigid Frame Design .................................................... 5 3. BASIC MATERIAL SPECIFICATIONS 3.1. PRIMARY FRAMING STEEL ................................................ 5 • 3.1.1. Mill -Rolled Sections .................................................... 5 3.1.2. Built -Up Sections....................................................... 5 3.1.3. Endwall "C" Sections .................................................. 6 $g(ABQ-Rar.07f02, American Bulwings Company FM00005 7 5.1. GENERAL.........................................................1...111......... Wall Panel 7 5.1.1. .................................................................. Roof Panel 7 5.1.2. ................................................................. Soffit Panel. 7 5.1.3. Liner and .................................................. Facade Fascia Panel 7 5.1.4. ................................................... Span III Panel 7 5.1.5. Long ..................................................... Architectural III Panel 5.1.6. ................................................... Architectural aV" Rib Panel 7 5.1.7. ............................................ Multi Liner Panel 7 5.1.8. -Rib .................................................... Long Span Liner Panel 7 5.1.9. ................................................. 5.1.10. Shadow Panel........................................................... 7 5.1.11. Soffit Liner Panel ........................................................ 7 5.1.12. Standing Seam Panel ................................................. 7 5.1.13. Loc Seam Panel. ....................................................... 7 5.1.14. Mansard Fascia Panel ................................................ 7 5.1.15. Seam Loc Panel ........................................................ 8 5.2. PANEL DESCRIPTION......................................................... 8 5.2.1. Long Span III Panel ...................................................... 8 5.2.2. Architectural III Panel .................................................... 8 5.2.3. Architectural aV" Rib Panel ........................................... 8 • % a STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 6. MISCELLANEOUS MATERIAL SPECIFICATIONS 8 5.2.4. Multi -Rib Panel.......................................................... ...', '..,,.,......... 88 5.2.5. Shadow Panel .................................... 12 5.2.6. Soffit Liner Panel ........................................................ 5.2.7. Standing Seam Panel .................................................. 8 8 5.2.8. Loc Seam Panel ........................................................ 5.2.9. Mansard Fascia Panel .......................................... 5.2.10. Seam Loc Panel......................................••....•...•.•............, 5.2.11. Panel Length........................................................ Cuts ...... 88 . 8 .*8 5.2.12. Endwall Edge .......................................... 5.2.13.Oilcanning................................................. ...*........ 8 . 6. MISCELLANEOUS MATERIAL SPECIFICATIONS S. ACCESSORIES ....................... 8.2.1. Standard Doors.................................... 11 7.4. PREMIUM 70M COATED PANELS.......................................... 8.2.2. Door Frames ...................................................... 12 8.1.1. Standard Windows....................................................... 8.2.3. Locksets.....................................................................12 12 7.4.1. Base Metal........................................................... 8.2.4. Panic Devices............................................................. 11 7.4.2. Prime Coat ........................................................ ...................... 11 7.4.3. Exterior.Coat.......................:....................... 13 12 7.4.4. Interior Finish ...................................................:. 13 6.1.6. Fasteners for Wall Panels ........................................... 9 S. ACCESSORIES ....................... 8.2.1. Standard Doors.................................... 12 8.1. WINDOWS ............................................... .......................... 8.2.2. Door Frames ...................................................... 12 8.1.1. Standard Windows....................................................... 8.2.3. Locksets.....................................................................12 12 8.1.2. Narrow Light Windows .................................................. Barrier Windows 8.2.4. Panic Devices............................................................. 12 8.1.3. Thermal ............................................... 13 12 8.2, PERSONNEL DOORS........................................................... 13 12 8 8.2.1. Standard Doors.................................... 12 6.1. FASTENERS..................................................................... 8 8.2.2. Door Frames ...................................................... 10 6.1.1. Structural Botts.......................................................... 8.2.3. Locksets.....................................................................12 13 6.1.2. Fasteners for Roof Panels ........................................•,. 9 8.2.4. Panic Devices............................................................. 11 11 6.1.3. Fasteners for Roof Panel Side Laps ............................... 8 3 PRE -ASSEMBLED PERSONNEL DOORS ............................... 13 6.1.4. Fasteners for Roof Panels and Flashing ......................... 9 8RE Standard Doors.....,.,•••••••••••••••••••••••...........*•••••••••••••••• 13 9 6.1.5. Fasteners for Roof Panel Clips ...................................... 9 8.3.2. Door Frames............................................................... 13 6.1.6. Fasteners for Wall Panels ........................................... 9 8.3.3. Locksets.....................................................................13 7.3.2. Prime Coat...............................................................11 6.1.7. Fasteners for Wall Panel Side Laps ............................... 9 8.3.4. Panic Devices................................................ 1 6.1.8. Fasteners for Shadow Panels .......................................,,.,....... .. 9 8.3.5. Threshold ................. ...................................... ............ 13 6.1.9. Blind Fasteners (Rivets)............................................... 9 8.4.OVERHEAD DOOR FRAMING ............................................... 13 6.2. PANEL CLIPS...... ...... 9 PP gRS .......................... 8.4.1. Su ort Framing 13 6.2.1. Standing Seam It Panel Clips ........................................ 9 8.5. GRAVITY VENTILATORS...................................... ............... 13 6.2.2. Loc Seam Panel Clips.............................. 8.5.1. Ride Ventilator.,...........................:............................. 1 313 6.2.3. MansardFascia Panel Clips..... ..............................10 8.5.2.20° Round Ventilator .............................. 6.2.4. Standing Seam 360 Panel Clips .....................................10 8.6. LOUVERS....................................................................,,.,, .13 6.2.5. Seam Loc Panel Clips..................................................10 10 8.6.1. Standards ................................................................... 1 6.3. CLOSURES AND SEALANTS .............................................. 10 8.7. SKYLIGHTS.. .................................. 13 6.3.1. Closure Strips............................................................. 10 8.7.1. Roof Panels................................................................ 13 6.3.2. Metal Closures........................................................... 10 8.7.2. Wall Panels................................................................. 1 6.3.3. Sealer. Long Span and Multi -Rib Panels ......................... INSULA 8.8. 6.3.4. Sealer. Standing Seam, Loc Seam a Seam Loc................10 Loc Seam Panels ................ 8.8.1. Standards dads.................................................................. 14 6.3.5. Sealer. Standing Seam and ;O 8.8.2. Facings.......................................................................14 6.3.6. Caulk....................................................................... 8.8.3. Thermal Blocks 1 6.4. GUTTER, FLASHINGS AND DOWNSPOUTS ..........................10 10 lati.....................:................................ 8.8.4. Rigid Foam Insulation....................................................14 g 6.4.1. Gutters, and Flashings ............................................... .. 10 8.9.814 6.4.2. Downspouts ............................................................... 11. Standa ds............................................................... 14 8.10. PIPE FLASHING................................................................ 14 7. PAINTING 8.10.1. Standards ................................................................. 14 7.1. STRUCTURAL PAINTING....................................................10 Primers 7.1.1. Shop Applied .................................................10 7.1.2. Pre -painted Cold Formed Materials ............................... 10 7.1.3. Abrasions After Handling ............................................. 11 7.2. LONG LIFE COATED PANELS .............................................. 11 7.2.1. Base Metal............................................................... 11 11 7.2.2. Prime Coat............................................................... 11 7.2.3. Exterior Coat............................................................. 1 7.2.4. Interior Finish............................................................. 11 7.3. PREMIUM 70 COATED PANELS ........................................... 7.3.1. Base Metal.............................................................. 11 7.3.2. Prime Coat...............................................................11 11 7.3.3. Exterior Coat............................................................. 11 7.3.4. Interior Finish............................................................. SS(ABC)-Rev.01102, Americsn Buildings Company FM00005 9. ERECTION AND INSTALLATION.............................................14 10. BUILDING ANCHORAGE AND FOUNDATION ......................... 14 11. WARRANTIES.................................................................... 15 Baa BUILDINGS= COMPANY . ..... STANDARD SPECIFICATIONSAMERICAN 1 GENERAL 1.1 SCOPE 1.2.8 1.1.1 The attached specifications cover the standard materials and components used in the design and fabrication of American Buildings Company's metal building systems. 1.1.2 These specifications are an outline of performance to 1.2.9 insure that the architect, engineer, builder and/or owner understand the basis for design, manufacture and application of all American Buildings Company's metal building systems. 1.1.3 Due to a continuing program of research and development, 1 210 specifications in this manual are subject to change without notice. 1.2 BUILDING DESCRIPTION 1.2.1 LRF Rigid Frame (Low Profile) Clear Span is a continuous frame building with a standard roof slope of 1:12. The primary frames have tapered columns and rafters, and the continuous sidewall girls bypass the column. 1.2.2 RF Rigid Frame (High Profile) Clear Span is a continuous frame building with a standard roof slope of 4:12: The primary frames have tapered columns and rafters, and the continuous sidewall girts bypass the column. usually have the same standard roof slope and girt design as the building to which they are attached. LP2 Low Profile, Clear Span is a continuous frame building with a standard roof slope of 112:12. The primary frames have tapered rafters and uniform depth columns. The bottom flange of the tapered rafter is horizontal. Simple span sidewall girts are inset into the column line. LP2-M Low Profile, Interior Column is a continuous frame building with a standard roof slope of 112:12. The primary frames have tapered rafters, uniform depth columns and have one or more interior columns. Simple span sidewall girls are inset into the column line. LP4 Low Profile, Clear Span is a continuous frame building with a standard roof slope of 114:12. The primary frames have uniform depth columns and tapered or uniform depth rafters. Simple span sidewall girls are inset into the column line. Due to the lower profile, LP4 buildings require the use of American Buildings Company's Standing Seam . Il, Standing Seam 360 or Loc Seam Roof System. 1.2.11 1.2.3 LRF -M Rigid Frame (Low Profile) Interior Column is a continuous frame building with a standard roof slope of ' 1212 1:12. The primary frames have tapered columns and rafters, and have one or more interior columns. Continuous sidewall girts bypass the columns. 1.2.4 RF -M Rigid Frame (High Profile) Interior Column is a continuous frame building with a standard roof slope of 4:12. The primary frames have tapered columns and rafters, and have one or more interior columns. 1.2.13 Continuous sidewall girts bypass the columns. 1.2.5 GC Girder Column, Clear Span is a continuous frame building with a standard roof slope of 1:12. The primary frames have tapered rafters and uniform depth columns. The bottom flange of the tapered rafter is horizontal. Simple span sidewall girts are inset into the column line. LP4-M Low Profile, Interior Column is a continuous frame building with a standard roof slope of 114:12. The primary frames have tapered rafters, uniform depth columns and have one or more interior columns. Simple span sidewall girls are inset into the column line. Due to the lower profile, LP4-M buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360 or Loc Seam Roof System. LSS Low Profile, Single Slope is a continuous frame, clear span building with a standard roof slope of 114:12. The primary frames have tapered columns and rafters, and the continuous sidewall girts bypass the columns . Due to the low profile, LSS buildings require the use of American Buildings Company's Standing Seam II, Standing Seam 360 or Loc Seam Roof System. LSS-M Low Profile, Single Slope, Interior Column is a continuous frame building with a standard roof slope of 114:12. The primary frames have tapered columns and raftersand have one or more interior columns. The continuous sidewall girts bypass the columns. Due to the low profile, LSS-M buildings require the use of American Buildings Company's Standing Seam II,.Standing Seam 360 or Loc Seam Roof System. 1.2.6 GC -M Girder Column, Interior Column is a continuous 1.2.14 frame building with a standard roof slope of 1:12. The primary frames have tapered rafters, uniform depth columns and have one or more interior columns. Simple span sidewall girts are inset into the column line. 1.2.7 LT Lean -To is a single slope extension to a primary structure which provides structural support. These units SS(ABC}Rey.07/02, American Buildings Company FM00005 SSF Single Slope, is a continuous frame, clear span building with a standard roof slope of 114:12. The primary frames have uniform depth columns and uniform depth or tapered rafters. Simple span sidewall girts.are inset into the column line. Due to the low profile, SSF buildings require the use of American Buildings Company's Standing Seam It, Standing Seam 360 or Loc Seam Roof System. STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 1.2.15 SSF-M Single Slope, Interior Columns, is a continuous frame, clear span building with a.standard roof slope of 114:12. The primary frames have uniform columns and tapered rafters. Simple span sidewall girls are inset into the column line. Due to the low profile, SSF-M buildings require the use of American Buildings Company's Standing Seam Il, Standing Seam 360 or Loc Seam Roof System. 1.3 BUILDING NOMENCLATURE 1.3.1 Standard Roof Slope a) 1' of rise for each 12' of horizontal run (LRF, LRF -M, GC). b) 4' of rise for each 12" of horizontal run (RF, RF -M). c) 112' of rise for each 12' of horizontal run (LP2, LP2-. M). d) 114" of rise for each 12' of horizontal run (LP4, LP4-M, LSS, LSS-M, SSF, SSF-M). 1.3.2 Building 'Width' is measured from outside to outside of • sidewall girls except Shadow Panel which is outside to outside of panels. 1.3.3 Building 'Eave Height' is a nominal dimension measured from the bottom of the base plate on the column to the intersection of the roof and sidewall sheets. 1.3.4 Building 'Length' is measured from outside to outside of endwall girts except Shadow Panel which is outside to outside of panels. 1.3.5 Standard 'Bay Spacing' shall be 20', 25' or 30' between frame centerlines (except at end bays), unless otherwise specified, for buildings with Architectural III (A3P) or Long Span III (L3P) walls panels. 1.3.6 Standard 'Bay Spacing' shall be 20', 24' or 28' between frame centedines (except at end bays) for buildings with Shadow Panel (HFP) walls. 1.4 DRAWINGS AND CERTIFICATION 1.4.1 Drawings: American Buildings Company shall furnish complete erection drawings for the proper identification and assembly of all building components. These drawings will show anchor bolt settings, transverse cross sections, sidewall, endwall and roof framing, flashing, and sheeting and accessory installation details. • 1.4.2 Certifications: Standard drawings and design analysis shall bear the seal of a registered professional engineer upon request. SS(ABC}Rcv. 07/02, American Buildings C""ipa"y FT100005 1.4.3 AISC Certification, Category MB: All American Buildings. Company's buildings systems shall be engineered and fabricated to meet the AISC certification standard for Category MB. 2 STRUCTURAL STEEL DESIGN 2.1 GENERAL 2.1.1 All structural mill sections or welded built-up plate sections shall be designed in accordance with the AISC "Specification for Structural Steel Buildings," Allowable Stress Design and Plastic Design, June 1, 1989. 2.1.2 All Cold -Formed steel structural members . shall be designed in accordance with the AISI 'Specification for the Design of Cold -Formed Steel Structural Members; 1996 edition. 2.2 DESIGN LOADS 2.2.1 The design loads for the building shall be, in addition to their own dead load, the live, wind, snow and seismic loads required of the following as specified: I . a) Standard Building Code, by the Southern Building Code Congress International, Inc. b) The BOCA National Building Code, by the Building Officials and Code Administrators, Inc. c) Uniform Building Code, by the International Conference of Building Officials. d) International Building Code, by the International Code Council. e) National Building Code of Canada, by the National Research Council of Canada. f) Low Rise Building Systems Manual, by the Metal Building Manufacturers Association. 2.2.2 The building components shall be designed to meet the most severe conditions of load combinations set by the specified building code, but in no case be less than that produced by the following load combinations: A. Building dead load plus proof live load (or snow) B. Building dead load plus wind load a 2.2.3 Roof live and snow loads shall be applied on the horizontal roof projection. Wind loads shall be assumed to act horizontally and shall be applied as pressure and suction perpendicular to.the building surfaces. 2.2.4 Where local jurisdiction dictates, designs based on other than. above listed loads, combinations of loads, or method of load application may be obtained upon request. 2.3 DESIGN POLICY 2.3.1 American Buildings Company's standard design practices incorporate Serviceability Limits from the 1996 MBMA Manual (reprinted from AISC Steel Design Guide Series #3, "Serviceability Design Considerations for Low -Rise Buildings'. Owner requirements that, exceed these considerations must be included in the building order documents. The applicable building code may also provide deflection limitations. • Vertical Deflections: *Roof Snow = Factored So Yr. Ground Snow Purlins Roof Live or *Snow Load supporting metal roof only U240 supporting ceiling tiles supporting plaster/drywall ceiling U360 Rafters Roof Live or *Snow Load supporting metal roof only U150 supporting ceiling tiles U240 supporting plaster/drywall ceiling U360 Floor joist/ Beams Floor Live Load supporting concrete slabs U360 supporting plywood deck, etc. U240 Crane Runway Crane Vertical Static Load Top Running Cranes: CMAA Classes A, B, C U600 CMAA Class D U800 CMAA Classes E, F U1000 Underhung and Monorail Cranes: CMAA Classes A, B, C U450 Jib Crane Crane Vertical Load U225 Lintel Beams Total Load U600 < 0.3" Horizontal Deflections: **10Yr. = 50yr. X 75% Wall Panels . **10 Yr. Design Wind Pressure U120 Girls -10 Yr. Design Wind Pressure SS(ABC)-Rev. 07/02, American Buildings Company FM00005 NGS COMPANY AMERICAN BUILDI supporting metal wall — -- supporting masonry wall U240 <.l 1/2" Frame *"10 Yr. Design Wind Pressure HI60 supporting metal wall HI100 supporting masonry wall Crane Lateral Load or **10. Yr. Wind Pressure: pendant operated crane HI100 @ Runway cab operated crane H1240<2" @ Runway Crane U400 Runways Crane Lateral Load Spandrel Beams **10 Yr. Design Wind Pressure U240 The following serviceability limits of American Buildings Company are also used for project design. Vertical Deflections: Roof Panels Roof or Live Snow Load U150 Expansion and Contraction: Longitudinal Expansion Joint every 1000 feet Transverse Expansion Joint every 200 feet 2.3.2 It is the policy of American Buildings Company to design rigid frames for the increased loading associated with two- span continuous purlins and girts. This applies to all loads with a load path through a puffin or girt. An increase of . 25% is normally associated with two equal bays. This is not applicable to the frame loading when puriins or girls are designed as "single -span" 3 BASIC MATERIAL SPECIFICATIONS 3.1 PRIMARY FRAMING STEEL 3.1.1 Steel for mill -rolled structural sections shall conform to the requirements of ASTM specification A 36 or ASTM A 572 Grade 50 or 55 as applicable. 3.1.2 Steel for all built-up sections shall meet as applicable the physical and chemical properties of: A. ASTM A 1011, Grade 55. B. ASTM A 572, Grade 55. C. ASTM A 529, Grade 55. 3.1.3 Steel for all endwall "C" sections shall meet the physical and chemical properties of ASTM A 1011, Grade 55. 5 •r a STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 3.2 SECONDARY FRAMING STEEL applicable. Certification of welder qualification will be furnished when required and specified at order entry. 3.2.1 Steel used to form purlins, girts, eave struts and "C". sections shall meet the physical and chemical properties of ASTM A 1011, Grade 55. 3.2.2 Steel used to forth zinc -coated (galvanized) purlins and girts shall meet the physical and chemical properties of ASTM A 653, Grade 50, 55 ksi minimum yield and G90 Coating designation as described in ASTM A 924. 3.3 ROOF TO WALL PANEL MATERIAL Exterior panels shall conform to one of the following: 3.3.1 Panel material as specified shall be 26 gage zinc -coated (galvanized) steel, coating designation G90, conforming to the requirements of ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.2 Panel material as specified shall be 24 gage zinc -coated (galvanized) steel, coating designation G90, conforming to the requirements of ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. • 3.3.3 Panel material as specified shall be 26 gage aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.4 Panel material as specified shall be 24 gage aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.5 Panel material as specified shall be 24 gage aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 50, Class 2. Minimum yield strength shall be 50,000 psi. 3.3.6 Panel material as specified shall be 22 gage aluminum - zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 50, Class 2. Minimum yield strength shall be 50,000 psi. 4 STRUCTURAL FRAMING 4.1 GENERAL 4.1.1 Framing members shall be shop fabricated for field bolted assembly. The surfaces of the bolted connections shall be smooth and free from burrs or distortions. • 4.1.2 All shop connections shall be in accordance with the American Welding Society (AWS) Code for Building Construction or the Canadian Welding Bureau (CWB), as SS(ABC}Rev. 07/02, Americon Buildings Company FM00005 4.1.3 All framing members where necessary shall cant' an easily visible identifying mark. 4.1.4 Visual inspection methods will be used for verification of weld quality as outlined by the AWS Structural Steel Welding Code, Visual Inspection Acceptance Criteria, Table 6.1. 4.2 PRIMARY FRAMING 4.2.1 Rigid Frame: All rigid frames shall be welded, built-up "I" sections or mill -rolled structural sections. The columns and the rafters may be either uniform depth or tapered. 4.2.2 Endwall Frames: All endwall roof beams and endwall columns shall be cold -formed "C' sections, mill -rolled structural sections, or bulk -up al" sections as required by design. 4.2.3 Plates, Stiffeners, etc.: All base plates, splice plates, cap plates, and stiffeners shall be factory welded into place on the structural members. 4.2.4 Bok Holes, etc.: All base plates and flanges shall be shop fabricated to. include bolt connections holes. Webs shall be shop fabricated to include cable brace or rod brace holes and flange brace holes. . 4.3 SECONDARY FRAMING 4.3.1 Purlins and Girts: Purlins and girts shall be cold -formed aZ" or "C" sections with stiffened flanges. They shall be pre - punched at the factory to provide for field bolting to the primary framing. They shall be simple or continuous span as required by design. 4.3.2 Eave Shits: Eave Struts shall be unequal flange, cold - formed aC"sections. 4.3.3 Base Angle: A base member will be supplied by which the base of the wall covering may be attached to the perimeter of the slab. This member shall be secured to the concrete slab with concrete anchors as shown on the drawings. 4.4 BRACING 4.4.1 Diagonal Bracing: Diagonal bracing in the roof and sidewall shall be used to remove longitudinal loads (wind, crane, etc.) from the structure. This bracing will be furnished to length and equipped with bevel washers, cut washers and nuts at each end. It may consist of rods threaded at each end or galvanized cable with suitable threaded end anchors. • STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 4.4.2 Flange Braces: The compression flange of all primary framing shall be braced laterally with angles connecting to the webs of purlins or girts so that the flange compressive stress is within allowable limits for any combination of loadings. 5.1.8 4.4.3 Special Bracing: When diagonal bracing is not permitted in the sidewall, a rigid frame type portal, fixed base columns, or wall diaphragm must be used. Wind bracing in the roof and/or walls need not be fumished where it can be shown that the diaphragm strength of the roof and/or wall covering is adequate to resist the applied wind forces. 5.1.9 5 ROOF AND WALL COVERING 5.1 GENERAL 5.1.1 Wall panels shall be either American Buildings Company's Long Span III Panel (UP), Architectural III Panel (A3P), Architectural V Rib (AVP) or Shadow Panel (HFP). 5.1.2 Roof panels shall be either American Buildings Company's Long Span III Panel (UP), Standing Seam II Panel (UP), Standing Seam 360 Panel (S3P), Loc Seam Panel (LOC) or Seam Loc Panel (SLC). 5.1.3 Liner and soffit panels shall be either American Buildings Company's Mu&Rib Panel (MRP), Long Span III Panel (UP), Architectural III Panel (A3P) or Soffit -Liner Panel (SLP). 5.1.4 Facade fascia panels shall be either American Buildings Company's Long Span III Panel (UP), Architectural III Panel (A3P), Shadow Panel (HFP), Mansard Fascia Panel (MFP) or Seam Loc Panel (SLC). 5.1.5 American Buildings Company's Long' Span III (UP) roof and wall panels as specified shall be 29, 26, or 24 gage 80,000 psi (22 gage is 50,000 psi) either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 500®) Finish. An embossed finish is available as an option. 5.1.6 American Buildings Company's Architectural III (A3P) wall panels as specified shall be 29, 26, or 24 gage 80,000 psi (22 gage 50,000 psi) either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. An embossed finish is available as an option. • 5.1.7 American Buildings Company's Architectural V (AVP) wall panels as specified shall be 29, 26, or 24 gage 80,000 psi (22 gage 50,000 psi) either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Panels shall SS(ABC}Re . 07/02, American Bulldinga Company FM00005 5.1.10 5.1.11 have American Buildings Company's Premium 70 Plus (Kynar 500®) Finish. An embossed finish is available as an option. American Buildings Company's Multi -Rib (MRP) liner panels as specified shall be 29, 26 or 24 gage (nominal) pre -painted G90 zinc -coated (galvanized) steel, pre- painted AZ50 aluminum -zinc alloy -coated or 26' gage perforated steel. Panels shall have American Buildings Company's Reflective White Long Life Finish. American Buildings Company's Long Span III (L3P) liner panels as specified shall be 29 gage 80,000 psi (22 gage is 50,000 psi) either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated or 26 gage perforated steel. Panels shall have American Buildings Company's Reflective White Long Life Finish. American Buildings Company's Shadow Panels (HFP) shall be embossed 24 gage 50,000 psi either G90 zinc - coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. American Buildings Company's Soffit Liner Panels (SLP) shall be 24 gage 50,000 psi either G90 zinc -coated (galvanized), or AZ50 aluminum -zinc alloy -coated steel. Panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 5.1.12 American Buildings Company's Standing Seam II (S2P) and Standing Seam 360 (S3P) Roof Panels as specified shall be 24 or 22 gage 50,000 psi either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 5.1.13 American Buildings Company's Loc Seam Panels (LOC) as specified shall be 24 or 22 gage 50,000 psi either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy - coated steel. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish.. 5.1.14 American Buildings Company's Mansard Fascia Panels (MFP) as specified shall be 24 gage 50,000 psi either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy - coated steel. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 500®) Finish. 5.1.15 American Buildings Company's Seam Loc Panels (SLC) as specified shall be 24 or 22 gage 50,000 psi either G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy - coated. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 7a I STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 5.2 PANEL DESCRIPTION 5.2.9 5.2.1 American Buildings Company's Long Span III Panel (UP) shall have major ribs `11/4' high, spaced 12" on center for an even shadowed appearance. The panels are reinforced between the ribs for added strength. Each panel shall provide 36" net coverage in width. All roof panel side laps 5.2.10 shall be at least one major rib and shall have a purlin bearing leg on the bottom section of the lap. 5.2.2 American Buildings Company's Architectural III Panel . (A3P) shall have a configuration consisting of ribs 1 114" deep spaced 12" on center producing a decorative smooth shadow -line with semi -concealed fasteners. Architectural 5 211 III panels shall provide a 36" net coverage in width. 5.2.3 American Buildings Company's Architectural "V" Panel (AVP) shall have a configuration consisting of ribs 1 5116" deep spaced 12" on center producing a sculptured appearance with semi -concealed fasteners. Architectural "V' rib panels shall provide a 36' net coverage in width. 5.2.4 American Buildings Company's Mu&Rib Panel (MRP) shall have a configuration consisting of ribs 314" deep._ spaced 6" on center. Each panel shall provide 36" net • coverage in width. 5.2.5 American Buildings Company's Shadow Panel (HFP) shall have a configuration 16" wide and 3" deep with a center rib 6" wide and 1 112" deep producing contrasting shadow patterns with concealed fasteners. Each panel shall provide 16" net coverage in width. 5.2.6 American Buildings Company's Soffit Liner Panel (SLP) shall have a configuration consisting of 1" interlocking ribs. The interlocking ribs are designed to conceal the panel fasteners. The Soffit Liner Panel shall provide a net coverage of 12' in width. 5.2.7 American Buildings Company's Standing Seam II (S2P) and Standing Seam 360 (S3P) Roof Panel shall have a .configuration consisting of 2" high (3" including seam) by 4 314" wide rib, spaced on 24" centers. Panels shall be joined at the side laps with an interlocking seam standing 1" above the major rib. Each panel shall provide 24" net coverage in width. The female panel seam shall have factory applied sealant. 5.2.8 American Buildings Company's Loc Seam Panel (LOC) shall have a configuration 16" or 12" wide with 2" high vertical male and female ribs offering a flat profile with optional pencil ribs. The female seam shall have factory applied sealant. The panel seam shall be interlocked by a • specially designed electric seaming machine. SS(ABC}Rev. 07102, American BvlWngr Company FM00005 American Buildings Company's Mansard Fascia Panel (MFP) shall have a flat surface with a male and female interlocking 1" seam. Panels shall have a 10-3116' or 18- 518" net coverage in width. A solid 318" minimum plywood decking or equivalent with a minimum 3:12 slope is required. American Buildings Company's Seam Loc Panel (SLC) shall have a flat surface with a male and female interlocking 1 314" seam. The female panel seam shall have factory applied sealant. Panels shall have a 12",16" or 18" net coverage in width. A minimum 3:12 slope is required. Panel Length: All wall panels shall be continuous from sill to roof line and all roof panels shall be continuous from eave to ridge except where length becomes prohibitive for handling purposes. Roof panel end laps shall be a minimum 6" for Standing Seam and Loc Seam panels and a minimum 4" for Long Span III panels. Wall panel end laps shall be a minimum 3". 5.2.12 Endwall Edge Cuts: All endwall panels for buildings with 1:12 or less roof slope shall be square cut. All endwall panels for buildings with a roof slope over 11/212 shall be bevel cut 5.2.13 A certain amount of waviness called "oilcanning" may exist in the flat portion of the panel. Minor waviness of the panel is not sufficient cause for rejection. Oilcanning does not affect the structural integrity of the panel. 6 MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1 FASTENERS 6.1.1 Structural Bolts: All bolts used in primary splices and secondary framing connections shall be ASTM A325 as required by design. 6.1.2 Fasteners for Roof Panels: All roof panels shall be attached to secondary framing members by the following: A. Premium roof fasteners shall be No. 12 X 11/4" or No. 14 X 1" self -drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -painted or warranted roofs. Standard roof fasteners shall be No. 12 X 1 114" or No. 14 X 1" self -drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a corrosive resistant coating over Zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. to STANDARD SPECIFICATION AMERICAN BUILDINGS COMPANY 6.1.3 Fasteners for roof panel side laps and flashing connections: Long Span III . Roof Panel side laps and flashing connections shall be stitched by the following: A. Premium roof fasteners shall be No. 14 X 718" self drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -painted or warranted roofs. B. Standard roof fasteners shall be No. 14 X 718" self - drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a corrosive resistant coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.4 Fasteners for roof panel to flashing connections: Loc Seam and Standing Seam roof systems shall be the following: A. Premium roof fasteners shall be No. 14 X 1" self- • drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer. Premium roof fasteners shall be used on all pre -painted or warranted roofs. B. Standard roof fasteners shall be No. 14 X 1" self - drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall have a corrosive resistant coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.5 Fasteners for the Roof Panel Clips: All Standing Seam and Loc Seam Panel Clips shall be attached to the purlins by the following: A. Self -drilling screws for attaching expansion clips shall be carbon steel No. 12 X 1114" hex -head, cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. B. Self -drilling screws for attaching expansion clips on bar joists shall be carbon steel No. 12 X 1 114" Tek 4 or No. 12 X 1 112' Tek 5 hex -head, cadmium or zinc plated. The fasteners are applicable for use with • fiberglass blanket insulation with thicknesses up to and including 6 inches. SS(ABC}R". 07/02, America" BUIM109S Cumpan9 W D0005 6.1.6 Fasteners for Wall Panels and Liner Panels: All Long Span III, Architectural III, Architectural "V" or Multi -Rib Panels shall be attached to the secondary framing members by means of self -drilling carbon steel screws, No. 12 X 1 114' hex washer head, cadmium or zinc plated. The fasteners shall be color coordinated wit a premium coating system which protects against corrosion and weathering. The fasteners are applicable for use with fiberglass blanket insulation up to 4" (6" for Architectural III and Architectural 'V" Panels) in thickness. 6.1.7 Fasteners for Wall Panel side laps and Liner Panel side laps: All Long Span 111, Architectural III, Architectural 'V" or Multi -Rib Panel side laps shall be stitched by means of self -drilling carbon steel screws, No. 14 X 718' cadmium or zinc plated. The fasteners shall be color coordinated with a premium coating system which protects against corrosion and weathering. 6.1.8 Fasteners for Shadow Panels: These fasteners shall be carbon steel, yellow chromate over zinc plate finish, No. 12 X 1" self -drilling hex -head screws with a special 112" X 1" rectangular locking nut. i 6.1.9 Blind Fasteners: All blind fasteners shall be 118" diameter, high strength 6052 painted aluminum rivets as manufactured by USM POP or equal. 6.2 PANEL CLIPS 6.2.1 Panel clips (SSPC series) for the Standing Seam II Roof Panel shall be of a two part assembly. The tab portions are 2 112" wide, die formed SAE 1050 high carbon spring steel and heat treated to Rockwell 45C to 50C, with fluorocarbon coating for corrosion resistance, or .301 stainless steel. The base portion of the clip shall be 2 114" or 3 114" (for thermal blocks) in height The base shall be die formed from 12 gage, zinc -coated (galvanized) steel. Total expansion capability of the clip assembly shall be 2 112". 6.2.2 Panel clips (LSEC series) for the Loc Seam Panel shall be of a two part assembly. The tab portion shall be a nominal 2 318" or 3 118" (for thermal blocks) in height and 3" in - width, die formed from 24 gage aluminum coated steel. The base shall be die formed from 18 gage, zinc -coated (galvanized) steel. Total expansion capability of the clip assembly shall be 1114". 6.2.3 Panel clips (MFPC series) for the Mansard Fascia panel shall be a nominal 1" height and 1 112" in width. The clip shall be die formed from 26 gage Zinc -coated (galvanized) steel, or aluminum -zinc alloy -coated steel. 6.2.4 Panel clips (S3PC series) for the Standing Seam 360 panel is a two part assembly. The tab portion is die formed .031 thick aluminum -zinc alloy -coated steel. The base shall be 6.3.4 Sealant: American Buildings Company's Standing Seam, Loc Seam and Seam Loc Roof Panels side laps shall have factory applied mastic, SikaLastomer-511 or equal. Its composition shall be 85% solids by weight. Service temperature range shall be from -60°F to +220°F. 6.3.5 Sealant. All American Buildings Company's Standing Seam and Loc Seam Roof end laps, roof flashing laps, ridges and eave shall be sealed with tape mastic, Sika Sika -Tape TC -95 or equal. The material shall be non- staining, non -corrosive, non-toxic, and non-volatile. Composition shall be 100% solid ethylene propylene copolymer tape. Service temperature shall be from -60°F to +212°F 6.3.6 Caulk: Eaves, endlaps, ridge and eave closures are sealed with non -skinning butyl caulk, SikaLastomer-511 or equal. Its composition is 85% solids by weight. Service temperature range is -60°F to +220°F. All gutter. and downspout joints, roof accessories, doors, windows, and louvers shall be sealed with polyurethane caulk, Sika, SikaFlex 219LM or approved equal. It shall meet or $S(ABC}Rev. 07102. American BUIWI093 Company FM00005 7.1.1 Shop Applied Primers — All uncoated structural steel members shall be cleaned of all foreign matter and loose mill scale as per requirements of the Structural Steel Painting Council cleaning specification SSPC-SP2 and SSPC-SP1 as required. Structural steel members will then receive a one mill coat of American Buildings Company's redoxide primer. Primer meets or exceeds the performance requirements of the specification SSPC-15, for Type 1 Red Oxide Paint. Primer is not intended as a finish coat and is compatible only for top coating with solvent based alkyd and modified alkyd top coat paints. 7.1.2 Pre -painted Cold Formed Materials — At American's option, cold formed secondary structural framing may use pre- painted coil stock which eliminates the need for shop applied primer. Primer will be applied in a thickness of 0.45 — 0.55 mils. Primer is not intended as a finish coat. Due to lubricants used to aid the roll forming process, the application of the be coat must be used prior to application of a topcoat. 10 STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY die formed from 12 gage, zinc -coated (galvanized) material exceed the requirements of Federal Specification TT -S- 00230C, Type II, Class A. 2 114' or 3114" (for thermal blocks) high and 6° long. The expansion capability is 2 112'. For higher uplift values optional panel clips (S3PC _R) consists of 6.4 GUTTER, FLASHING AND DOWNSPOUT requirements, panel clip (S3PC--) with an addibohal panel to clip is 16 zinc -coated (galvanized) exterior and Flashings: All ized) 6.4.1 gage fastening base which gage, G90 zinc -coated (Galvanutters or aluminum-zinc material. alloy -coated steel with a pre -painted finish in White or 6.2.5 Panel clips (SLPC series) for the Seam Loc panel area Burnished Slate. Standard rake flashing is 26 gage G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy - nominal 1 314° in height and 3 314° in width (UL90) and 1 314° in height and 2° in width (Standard) die formed 18 coated steel with a pre -painted finish in Reflective White or Slate. All other and flashings shall be a gage zinc -coated (galvanized) steel. Burnished gutter minimum 26 gage steel. 6.3 CLOSURES AND SEALANTS 6.4.2 Downspouts: All downspouts shall be 28 gage zinc -coated 6.3.1 Closure Strips: The corrugations of the roof and wall panels (galvanized) or aluminum -zinc alloy -coated steel with color be filled with pre -formed closed cell non -shrinking, coordinated, pre -painted finish, rectangular in shape. shall laminated polyethylene closures along the eave, ridge and rake when required for weathertightness. 7 PAINTING 6.3.2 Metal Closures: The corrugations and pan area of the ASTM testing is performed on specifically and carefully Standing Seam II and Standing Seam 360 Roof Panel shall prepared test coupons. These tests are designed to be filled with formed metal closures. The closures shall be accurately compare varying products in a controlled formed from 20 gage steel to the shape of the environment and may or may not be indicative of actual configuration. The closure exterior finish shall be AZ55 field results. • aluminum -zinc alloy -coated. 6.3.3 Sealant: Long Span Panel roof side laps, end laps, roof 7.1 STRUCTURAL PAINTING flashing laps, ridges and eave shall be sealed with 112° X Primer systems are not intended as finish coat paint 118° tape mastic, Sika Sika -Tape TC -95 or equal. The systems and do not offer the uniformity of appearance, material shall be non -staining, non -corrosive, non-toxic, 100% durability or corrosion resistance of a top coat applied over and non-volatile. Composition shall be solid a primer. Primers are designed to promote the wetting ere copolymer tae Service temperature ethylene propyl ym P action and adhesion of a top coat and offer only short-term shall be from -60°F to +212°F. corrosion protection from ordinary atmospheric exposure. 6.3.4 Sealant: American Buildings Company's Standing Seam, Loc Seam and Seam Loc Roof Panels side laps shall have factory applied mastic, SikaLastomer-511 or equal. Its composition shall be 85% solids by weight. Service temperature range shall be from -60°F to +220°F. 6.3.5 Sealant. All American Buildings Company's Standing Seam and Loc Seam Roof end laps, roof flashing laps, ridges and eave shall be sealed with tape mastic, Sika Sika -Tape TC -95 or equal. The material shall be non- staining, non -corrosive, non-toxic, and non-volatile. Composition shall be 100% solid ethylene propylene copolymer tape. Service temperature shall be from -60°F to +212°F 6.3.6 Caulk: Eaves, endlaps, ridge and eave closures are sealed with non -skinning butyl caulk, SikaLastomer-511 or equal. Its composition is 85% solids by weight. Service temperature range is -60°F to +220°F. All gutter. and downspout joints, roof accessories, doors, windows, and louvers shall be sealed with polyurethane caulk, Sika, SikaFlex 219LM or approved equal. It shall meet or $S(ABC}Rev. 07102. American BUIWI093 Company FM00005 7.1.1 Shop Applied Primers — All uncoated structural steel members shall be cleaned of all foreign matter and loose mill scale as per requirements of the Structural Steel Painting Council cleaning specification SSPC-SP2 and SSPC-SP1 as required. Structural steel members will then receive a one mill coat of American Buildings Company's redoxide primer. Primer meets or exceeds the performance requirements of the specification SSPC-15, for Type 1 Red Oxide Paint. Primer is not intended as a finish coat and is compatible only for top coating with solvent based alkyd and modified alkyd top coat paints. 7.1.2 Pre -painted Cold Formed Materials — At American's option, cold formed secondary structural framing may use pre- painted coil stock which eliminates the need for shop applied primer. Primer will be applied in a thickness of 0.45 — 0.55 mils. Primer is not intended as a finish coat. Due to lubricants used to aid the roll forming process, the application of the be coat must be used prior to application of a topcoat. 10 STANDARD • n;.AMERICAN BUILDINGS COMPAN 1°•GWL 7.1.3 Abrasions caused by handling after painting as well as the flaking of tight mill scale are to be expected. American Buildings shall furnish primer to allow for touch-up of these areas by the contractor. 7.2 LONG LIFE COATED PANELS 7.2.1 Base Metal shall be 29, 26 or 24 gage G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.2.2 Prime Coat: The base shall be pretreated and then primed with an epoxy or urethane type primer for superior adhesion and superior resistance to corrosion. The dry film thickness shall be 0.2 mils. 7.2.3 Exterior Coat: After priming, the exterior side shall be given a Long Life coating, baked in excess of 500°F to a controlled dry film thickness of 0.7 to 0.8 mils. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: Test Test Method Performance Specular Gloss ASTM D 523 ' 25-35 degrees on a • std. Amer 60 deg. Meter Dry Film ASTM D 3363 F-21-1 Hardness O.U.V. ASTM G 53 Passes 300 hours, no Weatherometer objectionable color change, chalking or blistering Humidity ASTM D 2247 Passes 1000 hours Resistance Salt Spray ASTM B 117 Passes 750 hours Resistance Reverse Impact ASTM D 2794 Passes No Removal Microbial Attack ASTM G 22 Passes 7.2.4 Interior Finish: The interior finish shall have a parchment or gray polyester topcoat over an epoxy or urethane primer. The dry film thickness shall be 0.3 mils. 7.3 PREMIUM 70 PLUS COATED PANELS 7.3.1 Base Metal shall be 29, 26, 24 or 22 gage G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.12 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base primer. The dry film thickness of the primers shall be 0.25 mils minimum. • 7.3.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 500® (PVDF) formulation. The dry film thickness of the topcoat shall be 0.90 mils minimum. The total dry film thickness shall be 1.05 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: Test Test Method Performance Specular Gloss ASTM D 523 Low Gloss, 5-10 at 60 . Degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion . ASTM D 3359 ExcellentlNo Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistance ASTM D 968 Exceeds 60 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 1000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum rating of 9 7.3.4 Roof panels I'th the Premium 70 Plus finish must have a minimum 1/2:12 roof slope to qualify for Material Warranty. Interior Finish: The interior finish shall have a parchment or gray polyester topcoat or backer over an epoxy, urethane, or water base primer. The dry film thickness shall be 0.4 mils. 7.4 PREMIUM 70M COATED PANELS 7.4.1 Base. metal shall be 29, 26, 24, or 22 gage G90 zinc - coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel 7.4.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base primer. The dry film thickness of the primers shall be 0.4 mils minimum. 7.4.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 5000 (PVDF) formulation. The dry film thickness of the topcoat shall be 1.0 mils minimum. The total dry film thickness shall be 1.4 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: SS(ABC)-R". 07/02, American Buildings Company ] FM00005 STANDARD SPECIFICATIONS i AMERICAN BUILDINGS COMPANY self flashing to American Buildings Company's Test Test Method Performance Specular Gloss ASTM D 523 Medium Gloss, 30-40 Architectural III, Architectural "V" Rib and Long Span III at 60 degrees wall panels. A 2'-0" X 6'-0" fixed glass unit is available. Dry Film Hardness ASTM D 3363 F minimum They shall be furnished with a 518" insulated glass and a ASTM D 3359 Excellent/No Removal polyurethane thermal barrier. Film Adhesion Direct Impact ASTM D 2794 ExcellenUNo Removal Reverse Impact ASTM D 2794 ExcellentlNo Removal Abrasion Resistance ASTM D 968 Exceeds 100 liters Chemical Resistance ASTM D 1308 ExcellenUNo Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 2000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum rating of 9 Roof Panels with the Premium 70M finish must have a minimum 1/2:12 roof slope to qualffy for Material Warranty. 7.4.4 Interior Finish: The interior finish shall have a parchment or gray polyester topcoat or backer over an epoxy, urethane or water base primer. The dry film thickness of the backer shall be 0.4 mils minimum. 8 ACCESSORIES 8.1 WINDOWS 8.1.1 Standard windows shall be horizontal slide units with a bronze finish, T-0" X 3'-0" and 4'-W X TV in Architectural III, Architectural "T Rib and Long Span III Panel Walls and 4'-0" X 3'-0' in Shadow Panel Walls. They shall be furnished complete with 7116" hermetically sealed double glass, hardware and half screen. Windows shall be self - flashing to American Buildings Company's wall panels. They shall comply with the performance requirements of AAMA / NWWDA 10111.S. 2-97 for a Performance Class of HS -R25. 8.1.2 Narrow light Windows shall be wall units 2'-0" X 7' having dark bronze aluminum frames 1 3/4" X 4" and 1" solar bronze annealed insulated glass. The glazing stop shall snap on using stainless steel spring clips. There shall be no exposed screws on the Glazing Bead. The glass shall be set against the fin using Butyl Tape and sealed on interior and exterior with silicone to insure a watertight seal and to enable truck shipment without damage or glass slippage. • 8.1.3 The Thermal Barrier Windows shall be horizontal slide units with a bronze finish. They are available in X-0" X 3'- 0", 4'-0" X X-0", 4'-0" X 4'-0" and V-0" X 3'-0" size that are SS(ABC}Rev. 07/02, American Baiidings Company FM00005 8.2 PERSONNEL DOORS 8.2.1 Standard personnel doors shall be 3'-0" X 7'-0" and 13/4" manufactured from 20 gage zinc -coated (galvanized) steel. Doors shall have a textured finish and shall be painted white. Doors shall meet Federal Specification RR -D -575b and Commercial Standards CS -242-62 and PS4-66. Doors shall be one of the following: A. "Premium" Republic DL Series, (honey comb core) finish painted or equal B. "Economy" Republic. DL Series, (honey comb core) prime painted or equal. 1. Doors shall have square edges for non -hand installation. 2. Doors shall be flush and have vertical seams reinforced with continuous 16 gage channels. 3. Doors shall be provided with top and bottom inverted 16 gage galvanized steel channels spot-welded within the door. 4. Doors "A" and "B" shall be reinforced, stiffened, and sound deadened with impregnated kraft honeycomb core completely filling the inside faces of the door and laminated to the inside faces of the panels. 5. Doors shall be reinforced for applicable hardware. 8.2.2 Door frames shall be 16 gage zinc -coated (galvanized) steel, painted white and shall be one of the following: A. 'Premium" Republic FE Series, finish painted having a jamb depth of 5 314" with a 16 gage jamb retainer. B. 'Economy" FE Series, prime painted having a jamb depth of 5 314". 1. Door jambs shall be constructed for non -hand installation. 2. Door frame "A" shall have factory applied weather- stripping. 3. Door frame "B' shall have weather-stripping provided for field installation. 4. Door frames shall be shipped as a package, one pair of jambs (hinge and strike for single openings or 2 hinge jambs for double openings), heads, sill plate, jamb retainers, girt anchors, weather-strip, threshold, hinges and fasteners. 8.2.3 Standard Locksets shall be on of the following: A. Yale CRE 8722 Mortise Lockset, US26D finish, or equal. 12 STANDARD SPECIFICATIONS 14 AMERICAN BUILDINGS COMPANY B. CAL -ROYAL TS -00 26D Lever Handle Lockset or 8.5.2 Ventilators shall end ce equipped-with s. ApedVenti- ithors shall rd bird s Teens equal. and riveted have a 9" or 12" throat. 8.2.4 Exit devices shall be one of the following: A. Yale 7100 Styline series rim device with a stainless steel finish. 8.2.5 Door threshold shall be aluminum, supplied with flat head screws and expansion shields for attachment to masonry floor. 8.3 PRE -ASSEMBLED PERSONNEL DOORS 8.5.3 20" round ventilators shall be 24 gage and shall have an adjustable base for ridge mounting or a pitched base for on -slope mounting. 8.6 8.6.1 8.3.1 Pre -assembled personnel doors when specified shall be 3'- 0" X 7'-0a X 13/4" manufactured from 20 gage zinc -coated (galvanized) steel with Standard White or Bronze baked on primed finish. Doors are insulated Polyurethane Core 8.7 (R14.5). LOUVERS Louvers shall be manufactured from 20 gage zinc -coated (galvanized) steel, painted white, and shall be self -framing and self -flashing. They shall be equipped with adjustable dampers unless otherwise specified. Nominal size shall be T-0' X 4'-0n for Long Span III (L3P), Architectural III (A3P) and Architectural ."T (AVP) walls and 4'-0a X 4'-0' for Shadow Panel (HFP) walls. SKYLIGHTS 8.3.2 Door frames shall be 16 gage zinc -coated (galvanized) 8.7.1 Roof skylight panels shall be translucent fiberglass reinforced panels made in the same configuration as the steel with Standard White or Bronze baked on primed metal panels. They shall be manufactured with a 2 ounce finish. woven fiberglass cloth reinforcement in addition to random 8.3.3 Standard Lockset shall be one of the following: strand mat or cut glass fibers for structural strength. They shall meet or exceed applicable requirements of ASTM A. Entry lock with lever handles will be on both sides. D3841-80 Type 1, and ICBO Research Report No. 1412. Key -in -knob on exterior side and thumb tum push Material weight shall not be less than 8 ounces per square button on interior side. Shall be Yale AU5407LN. foot. Meets ANSI 156.2 series 4000 Grade 1 requirements. Impact Test: Skylights shall resist penetration when subject B. Mortise lock with lever handles on both sides. Shall to a 100 pound cylindrical weight with a 5 314' diameter (26 square inches) dropped from a height of 70°. Flammability be Yale AU8722GL Grade 1. Meets ANSI A156.13 rate of material shall be no greater than 2 in/min when series 1000 requirements. tested under ASTM D635. Coefficient of teat transmission 8.3.4 Exit device shall be Donna 8000 Series or equal. (U -factors) shall be no greater than 0.8 BTU/Hr/Sq. ft. 8.3.5 Thresholds are constructed of aluminum alloy #6063-T5 degree F. Available insulated skylights shall have a light transmitting foam sandwiched between a standard weight with mill finish, ADA compliant. All fasteners and anchors exterior panel and a 4 ounce nominal weight interior panel. included for complete installation. Skylight panels shall be equivalent to STRONGLIGHT 8.4 OVERHEAD DOOR FRAMING panels as manufactured by Lasoo Industries, or equal. 8.4.1 Overhead door support framing shall be designed to resist applicable horizontal wind loads and shall consist of channel jambs with a channel header at the top of the opening. 26 gage steel, color coordinated flashing shall be provided to conceal panel edges at the opening unless otherwise specified. 8.5 GRAVITY VENTILATORS • 8.5.1 Gravity ridge ventilators shall be manufactured from galvanized steel and painted white. The ventilator body shall be 24 gage and the skirt shall be adjustable to match the roof slope. Chain operated damper will be furnished. ENGINEERING PROPERTIES (STRONGLIGHT Skylight) Property Test Method Nominal Value Shear Strength ASTM D 732 11,000 psi Bearing Strength ASTM D 953 A 13,400 psi Tensile Strength ASTM D 638 19,000 psi SS(ABC).Rev. 07N2, American Buildings Compaop 13 FM00005 8.7.2 Wall sidelight panels shall be translucent fiberglass panels made in the same configuration as the wall panels. They shall meet or exceed applicable requirements of ASTM D3841-80 Type 1, and ICBO Research Report No. 1412. Material weight shall not be less than 6 ounces per square foot. 8,8 INSULATION STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 8.8.1 Fiberglass Blanket Insulation shall be available in 2", 3", 4" and 6" thicknesses. (Other roof insulation systems are available with thickness up to 12 inches). Maximum application thicknesses are as follows: Standing Seam -Roof 6' over purlin with or without WMP- rigid foam thermal block Loc Seam Roof 6' over pudin with or without rigid foam thermal block Long Span III Roof 4' over pudin with an FSK additional 2" between purlins Long Span III Wall 4' over girt Architectural III Wall 6' over girt Architectural' V' Rib 6' over girt • 8.8.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in chart below. Facings other than those shown in the chart below are available upon request. FACINGS COLOR WHITE WMP- WMP- VINYL VR 10 FSK WMP-F Flame Spread' 25 10' 10' 5' 10' Perm Rating 1.0 .09 .02 .02 .02 Service Tem. Min. 0° .400 -400 -400 -400 'All laminated or composite flame spreads are 25. The white vinyl flame spread rating is only available based on composite testing. 8.8.3 Rigid Foam Thermal Blocks shall be cut from high density extruded polystyrene board stock, having a UL 25 flame spread rating. Thermal Blocks shall have a minimum thickness of 314 inch and shall be a minimum of 3 inches in width: Thermal Block material shall be Dow Styrofoam (Blue Board) or equal. 8.8.4 Foil -faced rigid insulation (Thernax®) has a glass fiber reinforced polyisocyanurate foam core. The foam core has a uniform, closed -cell structure which is resistant to the flow of heat. Aluminum foil facers laminated to each side of the product provide an effective moisture barrier. Rigid • insulation products are available in thicknesses from 112" to 4". Rigid insulation shall be Thermax by Celotex or approved equal. SS(ABQ-Rm 01/02, American Buflft s Compaap FM00005 8.9 ROOF CURBS 8.9.1 Roof curbs shall be manufactured from minimum 18 gage AZ55 aluminum -zinc alloyaooated steel. Curbs shall have an integral cricket type water diverter. The minimum curb height shall be 8". 8.10 PIPE FLASHING 8.10.1 Pipe flashing shall be of a one piece construction and fabricated from an EPDM membrane and shall have an aluminum base that can be field conformed to any panel configuration. Pipe flashings shall be flexible for mounting on any roof slope. Service temperature ranges shall be from -30'F to +250°F. Three standard flashing sizes shall accommodate pipe sizes from 114" diameter up to 13" diameter. 9 ERECTION AND INSTALLATION The erection of the metal building and the installation of accessories shall be performed in accordance with the American Buildings Company's erection manuals and the building erection drawings. The erection shall be performed by a qualified erector using proper tools and equipment. In addition, erection practices shall conform to Section 6, Common Industry Practices found In the 'Low Rise Building Systems Manual," MBMA 1996. There shall be no field modifications to primary structural members except as authorized and specified by American Buildings Company. SAFETY DURING ERECTION CANNOT BE OVER-EMPHASIZEDI 10 BUILDING ANCHORAGE AND FOUNDATION The building anchor bolts shall resist the maximum column reactions resulting from the specified combinations of loadings. The quantities and diameters shall be specified by American Buildings Company. Anchor bolt embedment designs and the anchor bolts are to be supplied by others, NOT American Buildings Company. Anchor bolt embedment and foundations shall be adequately designed by a qualified foundation engineer to support the building reactions and other loads which may be imposed by the building use. The design shall be based on the specific soil conditions of the building site. The foundation engineer shall be retained by other than American Buildings Company. American Buildings Company assumes no responsibility of the integrity of the foundation. 14 STANDARD SPECIFICATIONS AMERICAN BUILDINGS COMPANY 11 WARRANTIES American Buildings Company offers a variety of warranties . for panel coatings, roof systems weathertightness, purchased products, and manufactured material. For specific warranty details and costs contact American Buildings Company at 334-687-2032. U I SS(ABC}Rcv. 07102, American Buildings Company 15 FM00005 .0 EnvitOnleotal Health APR 1 3 2996 Chico, CA bi F I i •D -w 17-4r i T -C i 2717 I 1 lJL 74r •6 WIT I 7-O(r --10r4r j I � m i i� i I COVERED PORCH, • 2=CMl 2= CMT --(tOVERED-PGRGH---- &=SCW12'-VTRANSO 2M C.W AND 7-W SIDELIGHTS - --- - 2070 CMT - — -- - . I I C/) 10 �SC ------- ------------ ---------- 5`411 1 6=3 W/11-CTRANSO AND C 11-e SIDSUGHTS 50.CMT Ir--------- uj 0 < :� 0" M. BATH 7j, u Q -F0 LIVING ROOM z 0 0 A -A C) o 0 V) E MASTER BEDROOM BEDROOM 2 FAMILY ROOM < z < 4!4r CEILING W. 1110 1 - - I ------------ L - - 7 - - - - - - - - 06 z III J Z N u L- - - - - - - - - - _--I- - - - - - - - - -- LLJ 0, < z M. M -i FLOS El =) < I GALLERY 'r -e I I'4F — - - - - - - - - - - - - - - - CEILING HT. 10PIT , I 0 I a. cx 7 LINEN 'o CRaNGEILING HT. TO r--- C 02 14 BATH 0I i i � ! I t SAFE SAFE BATH ENTRY cc DINING WININ ('n' BEDROOM 31 < o" III BEDROOM 4 §'! Cl SC W/ I TTRAMM4SO AND ",esuaIGHTS BATH BATH I KITCHEN 2B0HCj ---------- Z' U;� Eci. H w Ne U:z 5= CMT J� BD FBb CO] r,-/ CMT-RX-CMt ui f,, a! CL Z m < 06 r*l u C14 '16QUAF lm Cfm CMT -FTX -CJ& RO 0 t 1sd 1zd via ( 8/8/05 XAZ 'MB / 1. CONTRACTOR SHALLVRIFT ALL DIMENSION BEFDRE ORDERING MATEBALS t MOO 2. PLY ALL DM3a01R WALLS 1 I1/!`lam teB/SHOWER IN S.WALLS 94AU BE A SMOOTH. HARD NON-ABRASIVE SURFACE I EG. CERAMIC XQ OVER A MOISTURE MRESWANI UNDERLAYMENT jE.G.. W.R. GYP BOARD) TO A HEIGHT OF 7UABOVE THE DRAIN HUEI 4 ALN. WINDOW R26 SHALL BE HELD VERIFIED BOOM ORDERTNG. Slg re OF S. STRAP WATER HEATER WITH 12122 GAGE X 3/4* WIDE METAL MAPS PLACED ON THE TOP AND BOTTOM 1/3 WATER HEATER'ATTACH EA- END OF STRAP WITH MIN. OF I /r LAG SCREW, MIN. I I rT THREAD PENATRATION. SCREW AND THE STRAP FOR INTO WALL STUD. A LARGE FLAT WASHER MUST BE INSTALLED BETWEEN M LAG RSNFORCEMENT. -tet r A 1.1 i NOTES 0 FLOOR PLAN FLOOR PLAN 41o7sQp. i! I t l ! I! r ! n O I < ! m D p ! 1 , 0 I I I II O I I Zi I ! I J —I it _ i63'V 1 ie'a ITT s � I� 4 — 0 cm �D I eaa s i i L 2 M O z 4 m rr� O z ITT I� 4 — 0 cm �D >w rw O I h •' � � I I � 11 z I� ' v D e m NEW RESIDENCE FOR ---- -------_._�—. —____— B T T I T T A ASSOCIATES _�.—_—.-------- ------ MR.B�MRS.WHITFIELD U & m 4 RESIDENTIAL DESIGN AND 3D -CAD MODELS 2737 KENNEDY AVE. N CHICO, CA 95973 9949 Lott Road, Durham, Califomia 95938 phone:(te) 566566-9503 � 9smau: sieve®butfitta.org APN: 042-100-053 — 0 cm �D >w �3 J D „ :.. .` I1 1677.17 o1 9 9.70 Ac ,P#: 042-1 OG -053 -- r Z SITE PLAN `> as J .14 Ac 'AP #: 042-100-040 t sy1 �r U r � � C Cv .�.a. P.FV1510N5 im M L1J z 54 Ac — AP#: 042-100-053 Iz �zj Lij b4'-0' � Q � ci wz �o LoLOui LO 0Lo L O �,, uj a,� 0�, D. I �s