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007-200-040
-2o 40 Antonio Longueira 3 Morgan Dr., Chico DIMAS, George 44048 contra Holiday Pools, Chico 3495P B06-2898 ' 007-200-040 Permit #176-80B,P,E(new pri.swimming MISCELLANEOUS Private Garage/Shop pool) 44-38_10 DETACHED GAR GE/SHOP/STORAG d, O�7— �� 3 Morgan Drive off Godman Ave.,Chicoo - t 668 MORGAN DR�I�� � � I� ' A.t•g4.�: LONGUEIRA, ANTONIO & VIRGINIA (new,single familyr) i U 444 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES INSPECTION CARD MUST BE ON JOB SITE 24 Hour Inspection Line: (530) 538-7636 (Oroville) (530) 891-2834 (Chico) Office: (530) 538-7541 Fax: (530) 538-21.40 Website: www.buttecounty.net/dds Permit No: B06-2898 Issued: 02/12/2007 Address: 668 MORGAN DR Area: CHICO Owner: LONGUEIRA, ANTONIOAPN: 007-200-040 Applicant: LONGUEIRA, ANTONIOMap Page: i3 p- S Permit Type: Private Garage/Shop Description: DETACHED GARAGE/SHOP/STORAGE Flood Zone: None Front Setback: 20' Rear Setback: 15' AREA SRA Area: No Side Setback: 5' Other Setback: Setback From Centerline of Street: ALL PLAN REVISIONS MUST BE APPROVED BY THE COUNTY BEFORE PROCEEDING Inspection Type IVR INSP DATE Setbacks 132 D c- —lS-D Foundations / Footings 111 0C. Pier/Column Footings 122 Grade Beams 114 b L Eufer Ground N o ECEG'Ri C- 216 Forms/Steel/Holdowns 122 Do Not Pour Concrete Until Above are Signed Pre -Slab 124 Gas Test House 404 Gas Test Yard 404 Masonry Grout 120 Masonry Bond Beam 119 Underfloor Framing 149 Underfloor Ducts 319 Shear Transfer 136 Under Floor Plumbing. 412 Under Slab Plumbing 411 Gas Piping 403 Do Not Install Floor Sheathing or Slab Until Above Signed Holdowns/Straps 122 Shearwall/B.W.P.-Interior 135 Shearwall/B.W.P.-Exterior 135 Roof Nail/Drag Trusses 129 Do Not Install Siding/Stucco or Roofing Until Above Signed Rough Framing 128 Rough Plumbing 406 Rough Mechanical 316 Rough Electrical 208 Gas Piping 403 Shower Pan/Tub Test 408 Fire Sprinkler Test 702 Fire Sprinkler Final 702 Building Final 8,02 Electrical Final 803 Mechanical Final 809 Plumbing Final 813 Pool Final 802 Mobile Home Final 802 Inspection Type 1 IVR I INSP DATE Do Not Insulate Until Above Signed Wall Insulation 117 Ceiling Insulation 118 Do Not Cover Until Above Signed T -Bar Ceiling / RC 145 Stucco Lath 142 Stucco Scratch 143 Stucco Brown 144 Swimming Pools Setbacks 132 Pool Plumbing Test 504 Gas Test 404 Pre-Gunute 506 Pool ElecBonding/Light Nitch 502 Pool Fencing/Alarms/Barriers 503 Pre -Plaster 507 Manufactured Homes Setbacks 132 Blocking/Underpining 612 Tiedown/Foundation System 611 Site Utilities/Trench Insp. 137 Gas Test Yard 404 Manometer Test j . 605 Continuity Test 1 602 Skirting/Steps/Landings 1 610 Coach Info Manufactures Name: Date of Manufacture: Model Name/Number: Serial Numbers: Length x Width: Insignia: Public Works Fina 538-7681 Fire Department/CDF 538-7111 Env. Health Final 538-7281 Sewer District Final "PROJECT FINAL 801 rruject anal is a ♦,eruucace of occupancy for kne5iaennaiNm PERMITS BECOME NULL AND VOID 1 YEAR FROM THE DATE OF ISSPANCE. IF WORK HAS COMMENCED, YOU MAY PAY FOR A I YE R RENEWAL 30 DAYS PRIOR TO EXPIRATION Inspectdr Copy =COUNTY OF BUTTE'' -BUILDING DIVISION G� DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTIONWOTICE OWNER PERMIT NO. 4 A routine inspection indicates that the following violations of Butte County Ordinances exist at the above address and should be corrected. Please call for re -inspection when correction of 45 work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact the Building Inspector as indicated below. �T r£ Date ! - /v Inspector - _L:!t4_z REV 4/05 Phone # Aga FOR RE -INSPECTION CALL: 538-7636 OR 891-2834 °� r� BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 1. WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 668 MORGAN DR APN: 007-200-040 1 Owner: LONGUEIRA, ANTONIO & VIR Permit No: B06-2898 Issued Date: 02/12/2007 By GLB Expiration Date: 02/12/2008 Permit type: MISCELLANEOUS Subtype: Private Garage/Shop 668 MORGAN DR CHICO, CA 95973 Description: DETACHED GARAGE/SHOP/STOR (530) 895-8861 Occupancy: Zoning: R1 Contractor I Applicant: Square Footage: LONGUEIRA, ANTONIO & VIRGINIA LONGUEIRA, ANTONIO & VI Building Garage Remdl/Addn 668 MORGAN DR 668 MORGAN DR 990 CHICO, CA 95973 CHICO, CA 95973 Other Porch/Patio Total (530) 895-8861 (530) 895-8861 FEE INFORMATION Drainage Fees P$198.65 Garage - Wood Frame ! $329.94 Garage - Wood Frame Plan Check $219.96 SMIP - Residential $0.50 r LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires LONGLIEIRA, ANTONIO & VIRC OL:CRW_00342398 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3F of the Business and Professions Code, and my license is in full force and effect. 1 X 02/12/2007 Contractors Signature i Date WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: I ❑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. E ❑I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; %I Carrier. Policy Number: Exp. Date: (This section need not be competed if the permitis oror on�dollars ($100) or ess. ICERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' compens tion ovisions of Se 'on 3700 of the Labor Code, I shall forthwith comply with those provisi- X02/12/2007 Signature} Date WARNING: FAILURE TO SECURE ORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. I I. CONSTRUCTION LENDING AGENCY - I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) I Lenders Address I City State Zip Balance Due: $0.00 Receipt No: B18( OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: 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 Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractors License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this n 02/12/2007 Owners Signature Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or Occup of any dewalk, sVeet, or subsidewalk. I hereby authorize representatives of Butte Co a 'r the abo mentioned property for inspection purposes. I hereby certify that I am the pro o er or am orized to act on the property owners behalf. 6/� ae. f A—.-.) 02/12/2007 ElContractor OR; RAgent for Owner ElAgent for Contractor FILE COPY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICATION . Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name i ir;t Na e �1 C>v%i Mailing Ad res mooclsL� f. City CVS Stated Fax Phone 30 9, o Fax I E-mail 6t,\0 ' : -e ".rC. b �Aa\ • to Av1n t ' v1 Ca ro A ress gg OC►� i. G St Zi "ts xE-mail f Fax te nsg Nrber APPLICANT INFORMATION Name Y. ISLe�r0. ' —ky\�Ovlt Address,. • �O �. s CityC c cf3 St Zi "ts Phone S ` Fax E-maij, \mac 1, SbC• c b�ca` re APPLICANT SIGNATURE X C+u o For office use only: Zoning Flood Zone SRA I Yes No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: 51 PERMIT NO. a 01 BIN # PROJECT LOCATION APIC Prop by A$�QQress I fob �(1ptoC Gvr c , Ci �:C_ O Cross Stree \\ ' �ZOc` , 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 Description or Scope of Work: Cao e- -5\�,6 S V -C\ Sq FT- Living Garage qqp Open Cov Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. - by: Amount: I 9C SRA Receipf#: Sheriff SMIP Date: ��'-�o �Y 40�!Other Total Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND -DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 75965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds 100 0 O 0 O 0 g ksc ►� National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment (LESS THAN 1 ACRE 1 Reference Number: B06-2898 Location: 668 MORGAN DR Parcel Number: 007-200-040 Owner Name: LONGUEIRA, ANTONIO & VIRGINIA Description: DETACHED GARAGE/SHOP/STORAGE Date: 12/28/2006 By: KEJ Sub Type: Private Garage/Shop Phone: (530)895-8861 By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. . I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed Title: FILE Date: 12/28/2006 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. • Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codes[butteco/ Reference Number: B06-2898 Date: 12/28/2006 Location: 668 MORGAN DR Parcel Number: 007-200-040 Owner Name: LONGUEIRA, ANTONIO & VIRGINIA Phone: (530) 895-8861 Description: DETACHED GARAGE/SHOP/STORAGE Signature of Property Owner: 4 '1 ( caw -cam Date: 12/28/2006 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds OWNER -BUILDER INFORMATION An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified. For your protection you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself, you may protect yourself from possible liability if that person applies for the proper permit in his or her name. Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: ° If you employ or otherwise engage any persons other than your immediate family, and the work (including materials and other costs) is $500 or more for the entire project and such persons are not licensed as contractors or subcontractors, then you may be an employer. ° If you are an employer, you must register with the state and federal government as an employer and you are subject to several obligations including state and federal ° income tax withholding, federal social security taxes, workers/ compensation insurance, disability insurance costs, and unemployment compensation contributions. There may be financial risks to you if you do not carry out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small business Administration). For more specific information about your obligations unders state law, contact the Department of Benerit 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 thier work personally or through thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons prefessing to be contractor is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not requir3ed to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board's automated telephone information system at 1-800-321 PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. I PERSONALLY PL TO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT (YE OR NO) 2. I� IAVE 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: ADDRESS CITY PHONE CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: ADDRESS CI PHONE CONTRACTORS LICENSE NO, 5. I WILL PROVIDE SOME OF THE WORK BUT I HAVE CONTRACTED (HIRED) THE FOLLOWING PERSONS TO PROVIDE THE WORK INDICATED: NAME ADDRESS PHONE TYPE OF WORK. Description: DETACHED GARAGE/SHOP/STORAGE Reference Number: B06-2898 Applicant Name: LONGUE , A TONIO GINIA Signature of Property Owner: 4-3 SGDate: BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 75965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B06-2898 Job Address: 668 MORGAN DR Contractor: LONGUEIRA, ANTONIO & VIRGINIA 668 MORGAN DR CHICO, CA 95973 Printed: 12/28/2006 2:19 pm Fee Description Account Number Fee Amount Paid Date Pmt Amt Drainage Fees CSD 775 - SUDAD Ditch 1821-0-280-1011975 110.00 Garage - Wood Frame 0010-440001-4210500-1010 <$329.94' Garage - Wood Frame Plan Check 0010-440001-4210500-1010 $219.96 12/28/2006 $219.96 SMIP - Residential 1001-0-280-1011298 $0.50 550.40 $219.96 Printed By: Karen Jones Balance Due: $330.44 At the time of permit application, I was advised he above fees are required prior to issuance of the permit. These fees may change during the plan checking process. Signature: Date: 12/28/2006 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). -1 i Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-5366 Facsimile ADMINISTRATION * BUILDING * PLANNING January 3, 2007 Antonio Longueira 668 Morgan Drive Chico, CA 95973 Subject: Building Permit 06-2898 (APN 007-200-049); Garage Dear Mr. Longueira, The Butte County Department of Development Service's, Planning Division, has reviewed the submitted permit application, and requires the following revisions to your site plan, or information in order to continue the review: ' ❑ Creation Deed ❑ Sfite Plan Resubmit — Follow Requirements ❑ Erosion Control Plan ❑ Setback Conformance ❑ Watershed Protection Zone ❑ Front Yard ❑ Cohasset Specific Plan f ❑ Side Yard ❑ Subdivision Map Note ® Rear Yard ❑ Off -Street Parking; Development Standards ❑l Special Setback or Parcel Limitation ❑ Parking for Specified Use ❑ Federal Aid Road/Arterial ❑ Lot & Landscaping Requirements ❑ Easement ❑ Oak Tree Plan ] ❑ Subdivision Map Condition/Note ❑ SRA Setback* i❑North Chico Specific Plan — Erosion Control ❑ Fire Sprinklers* 1❑ Notification Only — No Action Required ❑ Other: d The requested information, or notification, is be given some brief direction, on the fol submitted or returned to the County. Shot Planning Division between the hours of 7:30 538-7601, or the appropriate Department/Div Sirrely,/ I/ Lana Adler Contract Planner -scribed on the included hand-outs. You will also �mg page, of how the information should be you have further questions please contact the m. and 4:30 p.m. Monday through Friday at (530) ion identified in the handout. 24-120.10 R-1 through R-4 site requirements. Page 1 of 2 t Chapter 24 ZONING* Article _Ill. Zone.,_Districts* 24-120.10 R-1 through R-4 site requirements. The following minimum requirements shall be observed, except where specifically modified for conditional uses. The minimum requirements shall be those for the zone as designated on the zoning map: Zone: R-1 II Zone: R-2 II Zone: R-3 II Zone: R-4 I(1) Height (feet) (Corner lot I N/A 5000 5000 5000 Principal Accessory 6500 (2) Parcel size (square feet) 6500** 6500** 6500** Corner lot (5) Public street frontage (feet) F 7000** F 7000** Split single-family on zero lot line N/A 4000 4000 4000 (halfplex) http://municipalcodes.lexisnexis.com/codeslbutteco/ DATAICHAPTER24/Article_III_Zo... 1/3/2007 (Corner lot I N/A 5000 5000 5000 6�5 50 5u0 50 (3) Building site area per unit (square 6500 3250 3250 2150 (5) Public street frontage (feet) feet) (including two (2) off-street parking Curve or cul-de-sac 40 40 40 40 (6) Front yard setback (feet): spaces) From edge of ultimate right-of-way 20 20 20 20 http://municipalcodes.lexisnexis.com/codeslbutteco/ DATAICHAPTER24/Article_III_Zo... 1/3/2007 I(4) Parcel width (feet) at setback line: II I I Interior 6�5 50 5u0 50 Corner lot 70 65 55 55 (5) Public street frontage (feet) Curve or cul-de-sac 40 40 40 40 (6) Front yard setback (feet): From edge of ultimate right-of-way 20 20 20 20 Side street property line 10 10 10 10 (7) Side yard setback (feet) 5��� setback (feet) 15ce F(8)Rearyard between ui ings on the 10 10 10 10 cel (feet) * Comment: conform to the provisions of Butte County building code section 26-3.5' ** On public sewage disposal service. All other lots to meet requirements of the environmental health division for septic systems, the minimum lot sizes maybe required to be larger. (Ord. No. 3176, § 1(Exh. A), 1-24-95) http://municipalcodes.lexisnexis.com/codeslbutteco/ DATAICHAPTER24/Article_III_Zo... 1/3/2007 { PAIL 00-l- zaC- o1 ow NE'2 144jc - AN%No LpNGUCI RR I Ac�dRF�s-��o8 Mo�RGP�1 1�2, Lwco, CA, �i5973 ��NE - 530- o�5-B a�► . .I N\6Rcz-,AN bQ, 35PENCE-) CIA DR\,N Ay i i d -f { PAIL 00-l- zaC- o1 ow NE'2 144jc - AN%No LpNGUCI RR I Ac�dRF�s-��o8 Mo�RGP�1 1�2, Lwco, CA, �i5973 ��NE - 530- o�5-B a�► . .I N\6Rcz-,AN bQ, 35PENCE-) CIA DR\,N Ay FDM FACTORY DIRECT METAL PO BOX 991 X898 REDDING, CA 96099 Phone: (530) 244-7510 30'X 33'x 12'-0" Eave Height Steel Storage Shed (5' o.c. Frame Spacing) ��, - I IIIII�IIII I�fllll�l�l�l IIII 1111111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIS Islllll PROJECT INFORMATION OWNER NAME: TONY LONGUERIA PROJECT ADDRESS: 668 MORGAN DR. CHICO, CA 95973 SHEET INDEX DESIGN LOADS: DEAD LOAD: 5 PSF LIVE LOAD: 20 PSF SNOW LOAD: 0 FSF WIND LOAD: 75 MPH EXP. C SEISMIC: ZONE 4 1- COVER SHEET 2-3 GENERAL NOTES 4- ROOF FRAMING PLAN 5- FOUNDATION PLAN 6- FRONT/BACK & TYP. INT. WALL FRAMING/ ELEV 7- RIGHT & LEFT SIDE WALL FRAMING/ELEVATION 8- CONNECTION DETAILS 9- CONNECTION DETAILS 10- MISC. INFORMATION NOTICE TO BUYER: NOTE: THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS ARE FOR BUILDING PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. THE ADAMES DESIGN GROUP SUPPLIES TECHNIC41f DRAWINGS PREPARED FOR PERMIT PROCESSING BY THE LOCAL BUILDING DEPARTMENT. YOUR DEALER IS INDEPENDENT AND NOT A CONTRACTOR OR AGENT OF THE ADAMES DESIGN GROUP. F""'BU TE COUNTY BUILDING DIVR510-N 01?YI�IGHT 2056 APPHry D� CE DESIGN GROUP THE ADAMES DESIGN FACTORY DIRECT METAL DRWN: NG 12/18/06 -"DWG. W. G R 0 U P STEEL STORAGE SHED CHK: JCP 12118106 1600 WILSON STREET COVER SHEET APPR: RA 12118106 OF: 10 SAN LUIS OBISPO, CA 93401 TEL: 805 801 2332 SCALE: AS SHOWN I JOB NO.: ADG-0610-06 REV: 0 4. L STATEMENTS GENERAL NOTES 1. THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS ARE FOR BUILDING PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 2. THE ADAMES DESIGN GROUP SUPPLIES TECHNICAL DRAWINGS PREPARED FOR PERMIT PROCESSING BY THE LOCAL BUILDING DEPARTMENT. YOUR DEALER IS INDEPENDENT AND NOT A CONTRACTOR OR AGENT OF THE ADAMES DESIGN GROUP. These drawings, notes and details are instruments of service and are the property of THE ADAMES DESIGN GROUP. All drawings, information, specifications, ideas, designs and arrangements represented within these documents shall remain the property of THE ADAMES DESIGN GROUP. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than the specific project for which they have been prepared, developed and licensed, without the expressed written consent of THE ADAMES DESIGN GROUP. COPYRIGHT 2006. THE ADAMES DESIGN GROUP These plans and specifications are instruments of service prepared for contract construction work and shall be used only under specific agreement and license with THE ADAMES DESIGN GROUP. Contractor. shall verify all dimensions and existing conditions. Report any discrepancies to THE ADAMES DESIGN GROUP prior to commencing work. Material contained in these documents may not be reproduced in whole or in part without the written consent of THE ADAMES DESIGN GROUP. These plans are the property of THE ADAMES DESIGN GROUP and may only be used for the proect as specified in the contract or licensing agreement. 1.0 DESIGN CRITERIA, 1.1 DES/GN CODES & REFERENCES 2001 Edition of the California Building Code Steel Allowable Stress Design,, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DES/GN LOADS Dead Load: Structure Weight Live Load: 20 psf Wind Load: 75 mph, Exp. C Snow Load: 0 psf Seismic Load: Zone 4, C.M.R.F. 1.3 DE51GN MATER/ALS & STRESSES Steel Tubing Manufactured per ASTM—A500 Carbon Steel 16-22 Gauge — cold rolled steel 16-7 Gauge — hot rolled steel Hot Dipped Galvanized ASTM A-123 and ASTM A-153 Bolts Anchor Bolts: ASTM A-36 or better Machine Bolts: ASTM A-307 or better Reinforcing Steel ASTM A -615-76A Grade 40: #4 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Concrete Normal Weight F'c = 2500 psi in 28 days Soil Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (w/ 1/3 increased for seismic) in accordance with the 1997 UBC, the 2001 CBC. ' .BUTTE COUNITY BUILDING 'DIVIS10&I L.. APPROVED I200 TONY LONGUERIA THE ADAMESO DESIGNTGRODUPI C E ADAMESDUSIGP STEEL STORAGE DIRECT METAL DRWN: NG 12 18 06 DWG. N0. EEL STORAGE SHED CHK: JCP 12118106 1600 M LSON STREET GENERAL NOTES APPR: RA 12118106 OF: 10 SAN LUIS OBISPO, CA 93401 1EI 805 801 2332 SCALE: NONE I JOB NO.: ADG-0610-06 REV: 0 2.0 GENERAL NOTES: 21 CONCRETE SPECIFICATIONS 1. All concrete shall be normal weight and attain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners, and intersections shall be tooled or chamfered I" whether or not shown on the drawings. 2. The maximum concrete slump shall be: Slobs ..... 3" ±1" All other work ..... 4" ±1" 3. The minimum cement content shall be 5 X sacks per cu yard and shall be a standard brand type II, low alkali, per ASTM C-150. 4. Any water reducing agents added shall be used to reduce the water/cement ratio. 5. Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be 1" U.O.N. Use 1/4" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by an American manufacturer and installed per "Lateral Requirements" on the following pages. 7. Curing: Freshly deposited concrete shall be protected from premature drying and excessively hot or cold temperatures, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of .the cement (typically 7 days) 8. Special Inspection is NOT required for the footing concrete. 22 CONCRETE REINFORCING SPECIFICATIONS 1. All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lapped not less than 30 bar diameters and in no case less than 24". Reinforcing bars shall have minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. 2. Reinforcing bars to be deformed bars conforming to ASTM A -615-76A: #3 & #4 .... Grade 40; #5 & larger ... Grade 60 3. All reinforcing steel, shall be accurately positioned and adequately tied, using proper chairs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and chairs placed against exposed surfaces shall be galvanized or provided with plastic feet. 4. Concrete cover over reinforcing is required as follows: 3"....where concrete is exposed to and cast against earth. 2"....where concrete is exposed to earth but cast against formwork. 1 X°....where not exposed .to earth or weather. 2.3 SOIL SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. 2. Expansive index = ------- (assumed* / from report) *verification may be required by building official 3. It is recommended that on building sites exhibiting characteristics of instability, a soils investigation be performed (unless waived by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4. All required fill and backfill shall be compacted to at least 90% of maximum density unless otherwise noted on a soils report. 2 4 STEEL SPECIFICATIONS 1. All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. 2. All steel tube products shall be manufactured per ASTM—A500 Grade A-1008 and 1010 Carbon Steel Grade B-1010 thru 1022 Carbon Steel/ 15 gauge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier 3. Carbon Steel used shall conform to the following: 16 gauge — 22 gauge (cold rolled steel) 16 gouge — 7 gauge (hot rolled steel) 4. Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) 5. Bending Radius: (Minimum Workable) 2 X to 3 times the outside diameter (round) 3. X to 5 times the outside dimension (shapes) BUTTE COuIN � i�191L®I�1G DIVISION APPROVED ITONY LONGUERIA THE ADAAMESS D SI GNTGROOUPI ®111E ADAI�ES DESIGN FACTORY DIRECT METAL DRWN: NG 12 18 06 DWG. NO. G R 0 U P STEEL STORAGE SHED CHK: JCP 12118106 lsoo wltsoN STREET GENERAL NOTES APPR: RA 12/18/06 OF: 3 10 SAN LUIS OBISPO, CA 93401 1F1: 805 801 2332 SCALE: NONE JOB NO.: ADG-0610-06 REV: 0 6 bays ® 60.00" ox. & 1 bay ® 36.00" o.c. 21 C� Z w J w CL J N 1f) IA 00 0 FOR FRONT WALL 396.00" (33'-0" NOM.) FOR BACK WALL FRAMING SEE PAGE 6 FRAMING SEE PAGE 6 ROOF FRAMING PLAN NOTE: Purlins are spaced out 46.00" c.c. SCALE:1/8" = 1'-0" 8• HAT CHANNEL SUB—GIRT 29 GA. METAL L2X3 RAFTER ROOFING STITCH SCREW 1/4-14 x 7/8" AT 30" O.C. SHEATHING ON HAT CHANNEL 7 �UTTE COU - NTY SCALE: N75 1 BUILDING DIVISION L_ APPROVE® © COPYRIGHT 2006 TONY LONGUE RIA THE ADAMES DESIGN GROU 111E ADAMES DESIGN FACTORY DIRECT METAL DRwN: NG 12 18 O6 DWG. N0. 11 ® G R 0 U P STEEL STORAGE SHED CHK: JCP 12.118.106 1600 WILSON STREET ROOF FRAMING APPR: RA 12118106 OF: 4 10 SAN. LUIS OBISPO, CA 93401 TEL 80 801 2332 SCALE: SCALE: AS SHOWN JOB NO.: ADG-0610-06 REV: 0 FOR FRONT 6 FRAMING SEE 60.00' 60.00' 60.00' 60.00' 60.00' 60.00' 22.00' I- 5' MINIMUM LENGTH CHANNEL WITH TWO p8 SCREWS FOUNDATION PLAN SCALE: 1/8"= V-0" FOR BACK WALL FRAMING SEE PAGE 6 r'? a£�ooa°�:a-••..e-awza-�m�a°�':,R-e°�nen'�o;»:%a�o ,v' �p p ;�n�•Weani'oe».dl�"-�.�?:d�e°.�i?i4�`dv"sa �ar.:rz�e��e'::%.x.:��� 4vc�FOUNDATION 8' Thickened Edge Perimeter Feeling SECTION A— e/ 1-14 Bar on top �P^,'•o SCALE. NTS MIAS son Strong -Tie SIMPSON MAS TO BASERAIL SCALE: NTS B ar-upun 1/2'/ UNIRAMSET WEOM ANCHOR 1 1/2- MM. o ITW/RAMSET REDHEAD WEDGE ANCHOR 2'i2' Buu RaB B' Wakened Conerth 9nb III 2"x3" RECT. TUBING ■ 2"x2" SOUARE TUBING BUT �EIN. COUNTY ITW RAMSET WEDGE ANCHOR DETAIL ,� ��sO r.•w� SCALE: NTS TONY LONGUERIA THE AD©COPYRIGHT 20061 AMES DESIGN GROUP G E RDA�OS DUST P FACTORY DIRECT METAL DRWN: NG112118106 DWG. NO. STEEL STORAGE SHED CHK: JCP 12 18106 1600 WILSON STREET FOUNDATION PLAN APPR: RA12 18 06 OF: 5 10 SAN LUIS OBISPO, CA 93401 TEL: 805 801 2332 SCALE: AS SHOWN JOB NO.: ADG-0610-06 REV: 0 a ° c ° , d . .:° °. a ° ° ° a. d . o ° as °, ° d °° °16 d. c ° .. ° ea ° 4" Concrete Slab w/ 6/6/10/10 a °° d ° ° Welded Wired Fabric ° 'C C d .•'° °. °. d° 4< ° d 42 °. A7° G .. °. ° 9 ° d ° ° ° n ° ° . 'a ° d. ° 'ton rj d 9a °. 4 d e o. . 13 p ° Q ° 60.00'A 7 60.00' 1 60.00' 1 60.00' 1 60.00' 60.00' 2200' 'ALL PAGE 6 396.00' (40'-0' NOM.) 5' MINIMUM LENGTH CHANNEL WITH TWO p8 SCREWS FOUNDATION PLAN SCALE: 1/8"= V-0" FOR BACK WALL FRAMING SEE PAGE 6 r'? a£�ooa°�:a-••..e-awza-�m�a°�':,R-e°�nen'�o;»:%a�o ,v' �p p ;�n�•Weani'oe».dl�"-�.�?:d�e°.�i?i4�`dv"sa �ar.:rz�e��e'::%.x.:��� 4vc�FOUNDATION 8' Thickened Edge Perimeter Feeling SECTION A— e/ 1-14 Bar on top �P^,'•o SCALE. NTS MIAS son Strong -Tie SIMPSON MAS TO BASERAIL SCALE: NTS B ar-upun 1/2'/ UNIRAMSET WEOM ANCHOR 1 1/2- MM. o ITW/RAMSET REDHEAD WEDGE ANCHOR 2'i2' Buu RaB B' Wakened Conerth 9nb III 2"x3" RECT. TUBING ■ 2"x2" SOUARE TUBING BUT �EIN. COUNTY ITW RAMSET WEDGE ANCHOR DETAIL ,� ��sO r.•w� SCALE: NTS TONY LONGUERIA THE AD©COPYRIGHT 20061 AMES DESIGN GROUP G E RDA�OS DUST P FACTORY DIRECT METAL DRWN: NG112118106 DWG. NO. STEEL STORAGE SHED CHK: JCP 12 18106 1600 WILSON STREET FOUNDATION PLAN APPR: RA12 18 06 OF: 5 10 SAN LUIS OBISPO, CA 93401 TEL: 805 801 2332 SCALE: AS SHOWN JOB NO.: ADG-0610-06 REV: 0 FRONT WALL FRAMING SCALE: 1/8' = V-0' BACK WALL FRAMING SCALE: 1/8' = V-0' NOTE: ALL FASTENERS ON EXTERIOR FACE OF FRAMING ARE TO BE FLAT HEAD SCREWS. NTY I�1� 360.00' (30'-0') � s Pon, TYPICAL INTERMEDIATE FRAME SCALE: 1/8' = V-0' TONY LON G U ERIA THE ADAOMES D SIGNTG200 ROUP] G E RDAMOS DUST P FACTORY DIRECT METAL DRWN: NG j218106-" DWG. NO. STEEL STORAGE SHED CHK: JCP 12118106 1gOp y�(�0N STREET FRONT 1 BACK & TYP. INT. WALL FRAMING APPR: RA 12/18/06 OF: 6 10 SM WIS ,.TEL 805 801�2332A 93401 SCALE: 1/8" = 1'-0" JOB NO.: ADC -0610-06 REV: 0 v Roof Decking 6 bays ® 60.00" o.c. & i boy 0 36.00' o.c. RIGHT SIDE WALL FRAMING SCALE: 1/8' = 1'-0' 1 6 boys ® 60.00' o.c. & 1 boy ® 36.00' o.c. (Ref.) 'LEFT SIDE WALL FRAMING SCALE: 1/8' = V-0' BUTTE COUNTY NOTE: BUILDING DIVISION ALL FASTENERS ON EXTERIOR FACE OF FRAMING ARE TO BE FLAT HEAD SCREWS. APPROVED TONY LONGUERIA THE ADAAMESS D SI GRO2006UPI G E RDAI��ES DESIGNSTEEL FACTORY DIRECT METAL DRWN: NG 12 18 06 DWG. N0. STEEL STORAGE SHED CHK: JCP 12118106 1600 VI.SON STREET RIGHT & LEFT SIDE WALL FRAMINGIELEVATION APPR: RA 12118106 OF: 7 10 M 8 5 88001 22332A 9� SCALE: 1/8" = 1'-0" JOB NO.: ADG-0610-06 REV: 0 RArTfR 6".1 3/1 ".18 G0. BRACKET WITH MIN,(2) 112.1' TEKSCRECRE WS TO EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. i VERTICAL TO RAFTER DETAIL I SCALE: AS SHOWN HEADER 6".13/4. GA. B-15 BRACKET WITH MIN. (2) 112 . 1' TEK SCREWS TO EACHNENBFR. ONE BRACKET ON EACH SIDE OF CONNECTION. 2'.r VERTICAL 2".3' HEADER ' o 0 O [ 0 2 VERTICAL TO HEADER DETAIL SCALE: AS SHOWN 0 0 0 B-57 BRACKET, 7'.5-3/4', 18 G0. WITH MIN. (2) ill . 1' TEK SCREWS TO EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER. B-57 BRACKET, 7'.5-3/4', IB GA \ IAF T 7 WITH MIN. (2) 112.1" lEx SCREWS TO moi/ 2'.Z' WEB EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER. 2'.r DOOR POST /-/7K. �z1 DOOR HEADER DETAIL J SCALE: AS SHOWN B-57 BRACKET, 7'.5-3/4, 18 GA WITH MIN. (3) 112 . 1' TIX SCREWS TO EACH MEMBER ONE BRACKET ON EACH SIDE OF CONNECTION. TRIM BRACKET TO SLOPE OF RAFTER. 2'.2' TRUSS BRACE 2'.3' SIDE POST f �1 TRUSS DETAIL `F SCALE: 1" = 1'-0" 2"x3" Vertical Unit BOTTOM CHORD CONNECTION DETAIL 6 CORNER BRACE DETAIL J SCALE: AS SHOWN SCALE: 1" = 1'-0" BUTTE COUNT Y BUILDING DIVISlow APPROVED TONY LONGUERIATHE AD0 EOPYRIIGNTGR0O ®THE ADAGES DESIGN FACTORY DIRECT METAL DRWN: NG 12 18 O6 DWG. N0. G R 0 U P STEEL STORAGE SHED CHK: JCP 12118106 1600 WILSON STREET CONNECTION DETAILS APPR: RA 12118106 OF: 8 10 SAN LUIS OBISPO. CA 93401 TEL: 805 BOl 2332 SCALE: AS SHOWN I JOB NO.: ADG-0610-06 REV: 0 -11 CORE PIN MADE FROM 1-3/4'X 2-3/4' 14 GA STEEL TUBING BASEPLATE MAD TO 2'x 314GA VERTICAL POST STAINLESS STELL FRAMING SCREWS 1-3/4-X 2-3/4'14 STEEL CORE INSERT 3/4" IN. CORE PIN WELDED E FROM �i BASEPLATE THE 2'X3' BASEPLATE GALVENIZED STEEL TUBING 3" �1 COLUMN TO BASERAIL DETAIL 1 SCALE: AS SHOWN 2' X Y GALV STEEL MEMBO 2' X 3' GALVENIZED STEEL RAFTER IG" A z CORNER TO RAFTER DETAIL X Y GALVENIZED EEL MEMBER 2 COLUMN TO CORNER DETAIL SCALE: 3/4" = 1'-0" 2' X 3' GALVENIZED STEEL PEAK 2' X 3' GALVENIZED STEEL RAFTER \ 1-3/4'X 2-3/4'14 GA. STEEL CORE INSERT ,� RAFTER TO PEAK DETAIL `i" SCALE: 3/4" = 1'-0" APPROVE� ©COPYRIGHT 2006 TONY LONGUERIA T+1E ADAMES DESIGN GROU 1 E ADAMES ® DESIGNS FACTORY DIRECT METAL DRWN: NG 12118106 -)DWG. N0. STEEL STORAGE SHED CHK: JCP 12118106 1600 WILSON STREET CONNECTION DETAILS APPR: RA 12118106 OF: 910. SAN LUIS OBISPO, CA 93401 TEL: 805 801 2332 SCALE: AS SHOWN JOB NO.: ADG-0610-06 REV: 0 15.00" 15.00" /"BK 40" PEAK CORNER DETAIL PEAK DETAIL 6 Jr SCALE: 3/4" = 1,'-0" SCALE: 3/4" = 1'=0" 1-1/2' X 1-1/2' 18 GA HAT CHANNEL MAC GIRT SPACED 33' O.C. . ' � 014 Y� TEK SCREW MIN. I EACH SIDE OF GIRT • 2' X 3' GALVENIZED STEEL RAFTER ' 7 HAT CHANNEL TO RAFTER DETAIL SCALE: 1-1/2" = 1'-0" ® BUTTE COUNTY APPROVE� ©COPYRIGHT 2006 TONY LONGUERIA T+1E ADAMES DESIGN GROU 1 E ADAMES ® DESIGNS FACTORY DIRECT METAL DRWN: NG 12118106 -)DWG. N0. STEEL STORAGE SHED CHK: JCP 12118106 1600 WILSON STREET CONNECTION DETAILS APPR: RA 12118106 OF: 910. SAN LUIS OBISPO, CA 93401 TEL: 805 801 2332 SCALE: AS SHOWN JOB NO.: ADG-0610-06 REV: 0 37 3/4" Overall Width 36" Overall Coverage 9.00" v,I75" 01 3.13" 3.13 ANTI-SIPHM SUE ur 26 GA. GRANDRIB 2 1. = 0.0150, sx = 0.0205 Fy = 80 M. 1-m� #12 x 1" SELF -DRILLING SCREW USED IN MOST JOINING APPLICATIONS 2"x2" SQUARE TUBING 14 Go., Ix = 0.3481, Sx = 0.3482 Fy = 50 ksi. 36.00" (COVERAGE) 9.� 0 26 GA. GRANDBEAY 6 Ix=0.015, Sx=0.0194 Fy = 80 kxl. 2"x3" RECT. TUBING 14 Go., Ix = 0.9101, Sx = 0.6067 Fy = 50 ksi. GAGE NO. SCHEDULE 11 METAL DECKING 26 Go. GRANDBEAM S WALLS 16 Go. GRANDR18 ROOF Fy F 80 ksi. = 80 ksi. 2"x2" SQUARE TUBING 14 Go. Fy 50 ksi. 2"x3" RECT. TUBING 14 Go. Fy 50 ksi. GAGE NO. 10 11 12 14 15 16 18 20 22 24 26 29 30 DESIGN THICKNESS, INCHES_ 1 0.1345 0.1196 0.1046 0.0747 0.0673 0.0598 0.0476 0.0359 0.0299 0.0239 0.0179 0.0135 0.0120 TONY LONGUERIA �wqp UTTE COUNTY SUBILID111kyiG DIVISION APPRO1,/ Fr) THE ADAACMESS DESIGN T zriG ® THE RDAMES DESIGN P FACTORY DIRECT METAL DRWN: NG 12 18 O6 DWG. N0. • STEEL STORAGE SHED CHK: JCP 12118106 1600 WILSON STREET MISC. INFORMATION APPR: RA 12118106 OF! 010 SAN LUIS OBISPO, CA 93401 TEL: 805 801 2332 SCALE: AS SHOWN JOB NO.: ADG-0610-06 REV: 0 STRUCTURAL CALCULATIONS for a 30' x 33'x 12'-0" eave height STEEL STORAGE SHED (5' Frame Spacing) (20 Pages) Factory Direct Metal PO Box 991-898 Redding, CA 96099 Owner Name: Tony Longueria Project No. ADG-0610-06 December 15, 2006 THE ADAMES DESIGN GROUP 1600 WILSON STREET SAN LUIS OBISPO, CA 93401 (805) 801-2332 Prepared by :K. GERST Checked by: R. ADAMES Engineer's Seal DIVISIONr BUTTE COUNTY BUILDING PO IMTHE ADAMES SUBJECT: STEEL STORAGE Prepared by :K. GERST PAGE DESIGN GROUP I Project No. ADG-0610-06 Checked by: R. ADAM ES 2 of 20 TABLE OF CONTENTS 1.0 Design Criteria 1.1 Design Codes and References 3 1.2 Design Loads 3 1.3 Design Materials and Stresses 3 2.0 General Notes 2.1 Concrete Specifications 4 2.2 Soil Specifications 5 2.3 Steel Specifications 5 3.0 Design Parameters 6 4.0 Structural System 7 5.0 Structure Loads 5.1 Vertical Loads 7 5.2 Lateral Loads 8 5.3 Load Combinations 8 6.0 Structural Analysis 6.1 Roof & Wall Sheathing Design 9 6.2 Check Anchor Bolts at Base Rail 10 6.3 Check Roof Purlins 11 6.4 Check Header 12 6.5 Check Column 13 6.6 Check Moment Resisting Elbow Connection 13 6.7 Column Footing 14 6.8 Check Truss 15 6.9 Anchorage to Resist Maximum Uplift 16 6.10 Allowable Loads for TEK Screws and Metal Sheathing 17 6.11 Check Metal Sheathing Acting as Vertical Diaphram 18 7.0 Structure Sketches Figure 7.1- Structure Plan 19 Figure 7.2- Typical Frame 19 Figure 7.3- Front Wall Framing 20 Figure 7.4- Back Wall Framing 20 Figure 7.5- Side Framing 20 BUTTE COUNTY BUILDING DIVISION APPROVED THE ADAMES SUBJECT: STEEL STORAGE Prepared by :K. GERST PAGE DESIGN GROUP Project No. ADG-0610-06 Checked by: R. ADAMES 3 of 20 F7_10 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES • 1997 Edition of the Uniform Building Code 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (RISC) Concrete ' Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGNLOADS Dead Load: Structure Weight Live Load: 20 psf Wind Load: 75 mph, Exp. C Snow Load: 0 psf Seismic Load: •Use Group I, Category D 1.3 DESIGN MATERIALS & STRESSES Steel Tubing Manufactured per ASTM -A500 Carbon Steel 16-22 Gauge — cold rolled steel 16-7 Gauge — hot rolled steel Hot Dipped Galvanized ASTM A-123 and ASTM A-153 Bolts Anchor Bolts: ASTM A-36 or better Machine Bolts: ASTM A-307 or better Reinforcing Steel ASTM A -615-76A Grade 40: #4 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Concrete Normal Weight F'c =3000 psi in 28 days Soil Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (w/ 1/3 increased for seismic) in accordance with the 1997 UBC, and the 2000 IBC. t ® 13UTTE COUNTY BUILDING DIVIS'N APPROVED THE ADAMES SUBJECT: STEEL STORAGE I Prepared by :K. GERST PAGE 0 0 DESIGN GROUP I Project No. ADG-0610-06 I Checked by: R. ADAMES 4 o 20 2.0 GENERAL NOTES: 2.1 CONCRETESPECIFICATIONS 1. All concrete shall be normal weight and attain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners Slabs....................3" f 1" chamfered 1/4" whether or not shown on the drat All other work ......... 4" f 1" 2. The maximum concrete slump shall be: 3. The minimum cement content shall be 5 'h sacks per cu yard and shall be a standard brand type II, low alkali, per ASTM C-150. 4. Any water reducing agents added shall be used to reduce the water/cement ratio. 5. Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be 1" U.O.N. Use 3/4" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by an American manufacturer and installed per "Lateral Requirements" on the following pages. 7. Curing: Freshly deposited concrete shall be protected from premature drying and hot or cold temperatures, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement (typically 7 days) 8. Special Inspection is NOT required for the footing concrete. 2.2 CONCRETE REINFORCING SPECIFICATIONS 1. All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lapped not less than 30 bar diameters and in no case less than 24". Reinforcing bars shall have minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. 2. Reinforcing bars to be deformed bars conforming to ASTM A -615-76A: #3 & #4..................Grade 40 #5 & larger...............Grade 60 3. All reinforcing steel, shall be accurately positioned and adequately tied, using proper chairs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and chairs placed against exposed surfaces shall be galvanized or provided with plastic feet. 4. Concrete cover over reinforcing is required as follows: 3" ............ where concrete is exposed to and cast against earth: 2" ............ where concrete is exposed to earth but cast against formwork. 1 '/2 ........... where not exposed to earth or weather. r BUTTE C0U N TY . BUILDING DIVISION L. APPROVE® THE ADAMES SUBJECT: STEEL STORAGE I Prepared by :K. GERST I PAGE DESIGN GROUP I Project No. ADG-0610-06 I Checked by: R. ADAMES 15 of 20 2.3 SOIL SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. 2. Expansive index = (assumed* / from report) *verification may be required by building official 3. It is recommended that on building sites exhibiting characteristics of instability, a soils investigation be performed (unless waived by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4. All required fill and backfill shall be compacted to at least 90% of maximum density unless otherwise noted on a soils report. 2.4 STEEL SPECIFICATIONS 1. All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. 2. All steel tube products shall be manufactured per ASTM -A500 Grade A-1008 and 1010 Carbon Steel Grade B-1010 thru 1022 Carbon Steel/ 15 gauge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier 3. Carbon Steel used shall conform to the following: 16 gauge — 22 gauge (cold rolled steel) 16 gauge — 7 gauge (hot rolled-steel) 4. Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) 5. Bending Radius: (Minimum Workable) 2 '/Z to 3 times the outside diameter (round) 3 '/2 to 5 times the outside dimension (shapes) THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by :K. GERST PAGE DESIGN GROUP Project No. ADG-0610-06 Checked by: R. ADAMES 6of 20 3.0 DESIGN PARAMETERS: :Building Dimensions Width 30 ft Roof Rise3 Length k �3tl ft Roof Run 5, X12 Eave Height12 ft Frame Spacing�€�;5, ft Header Length r ;`, ;,Q. ft Post . Number of Post in Transverse Direction Number. of Post in Longitudinal Direction Occupancy Category , ,<'4Standai d OccupancyStnrctu� esu Enclosure ,>1� �Partiall5 Encic�sed` Closest Distance to Seismic Source�a�°�>101m��%�� Elbow Connection . Brace Horizontal Lengthn . Brace. Vertical Length Soil Type: Foundation Type. ;,Slab,oii'Ciade>«' , Anchor Type: RedNeaWed': ,. _s Slab Thickness in Pier Diameter: N111a'° in Concrete Density l�4'4,' lbs/ft^3. Peir Depth: rN/A in Roof Sheathing Roof Sheathing Gage:�'�6uGa �` Roof Sheathing Direction: 3 Veiticaf ": Roof Purl in Spacing: ft c.c. Wall Sheathing Wall Sheathing Gage: Wall Sheathing Directions " Nonzont2lN..� ��;, Wall Girt Spacing: N'/A. .. ... .,. ft c.c. Truss Type: n�Standard Ta uss� '�, P- THE ADAMES SUBJECT: STEEL STORAGE SRffb--r Prepared by :K. GERST PAGE 162DESIGN GROUP_ Project No. ADG-0610-06 Checked by: R. ADAMES 7of 20 4.0 STRUCTURAL SYSTEM 4.1 ROOF SYSTEM — Steel decking over steel tube rafters. Diaphragm will be considered flexible for calculation purposes. 4.2 WALL SYSTEM- Longitudinal - Transverse - Ordinary Moment Resisting Frame 4.3 FLOOR SYSTEM — 4.4 FO UNDA TION SYSTEM — 5.0 STRUCTURE LOADS 5.1 VERTICAL LOADS S. 1.1 RoofLoads 4" concrete slab on grade 8" thickened edges with ITW/RAMSET Redhead wedge anchors Dead Loads (Estimated) Live Load 20 psf Decking: psf Snow Load psf Framing- psf Misc.: t, , �, 'I'psr, Total 5.0 psf 5.1.2 Wall Loads - Dead Load (Estimated) Steel Siding over Tubing: F775771psf . Total 5 psf 5.1.3 Floor Loads Dead Loads (Estimated) Concrete Slab:. 1.44°: psf Total 144 psf Live Load psf Live Load 0 psf Not applicable for floor type. in P THE ADAMES SUBJECT: STEEL STORAGE SHED I Prepared. by :K. GERST I PAGE DESIGN GROUP Project No. ADG-0610-06 I I Checked by: R. ADAMES 8of 20 5.2 LATERAL LOADS 5.2.1 Wind Loads Site Conditions Wind Speed: 75 mph Wind Pressure: 14.5 psf Exposure: C"�] Iw: 1 P = CQC9gjw Method 1 (Normal Force Method) Ce= 1.06. (Structure Less Than 20' Tall) CBC Table 16-F CBC Table 16-K UBC Sec. 1620 UBC Sec. 1621.2 CBC Table 16-G CBC Table 16-H Pwall 12 psf Inward Proof -18 psf Outward 5.2.2 Seismic Loads Total Design Base V = 3 fa W CBC Sec. 1630.2.3.2 R Na-- 1.0 CBC Table 16-S Ca=0.40Na= 0.4 R=4 5 CBC Table 16-N V= 0.27 W 5.3 LOAD COMBINATIONS Using Working Stress Design for Streel Structures (Reference CBC Section 1607.4.2) 1) DL + LL = 5 + 20 = 25 psf 2) DL + W= 5+ -18 = -13 psf 3) DL+S=5+0= 5 psf DL + LL Governs 25 psf Note: Floor DL and LL is excluded due to Slab on Grade BUTTE COUNTY' BUILDING DIVISION APPROVED Primary Frame Systems P=C,C q,l„ P S Roof Leeward -1.2 (1.06)(-1.2)(14.5)(1) -18.44 Roof Windward 0.9 (1.06)(0.9)(14.5)(1) 13.83 Roof Windward -1.2 (1.06)(-1.2)(14.5)(1) -18.44 Wall Leeward -0.5 (1.06)(45)(14.5)(1) -7.69 Wall Windward 0.8 (1.06)(0.8)(14.5)(1) 12.30 CBC Table 16-F CBC Table 16-K UBC Sec. 1620 UBC Sec. 1621.2 CBC Table 16-G CBC Table 16-H Pwall 12 psf Inward Proof -18 psf Outward 5.2.2 Seismic Loads Total Design Base V = 3 fa W CBC Sec. 1630.2.3.2 R Na-- 1.0 CBC Table 16-S Ca=0.40Na= 0.4 R=4 5 CBC Table 16-N V= 0.27 W 5.3 LOAD COMBINATIONS Using Working Stress Design for Streel Structures (Reference CBC Section 1607.4.2) 1) DL + LL = 5 + 20 = 25 psf 2) DL + W= 5+ -18 = -13 psf 3) DL+S=5+0= 5 psf DL + LL Governs 25 psf Note: Floor DL and LL is excluded due to Slab on Grade BUTTE COUNTY' BUILDING DIVISION APPROVED THE ADAMES SUBJECT: STEEL STORAGE SHED I Prepared by :K. GERST PAGE DESIGN GROUP Project No. ADG-0610-06 I Checked by: R. ADAM ES Sof 20 6.0 STRUCTURAL ANALYSIS 6.1 ROOF SHEATHING AND SHEAR WALL DESIGN 6.1.1 Roof Contribution Roof LL DL + LL = 25 psf 6.1.2 Wall Contribution DL at mid -height = (5 psf )(12ft /2 ) 6.1.3 Lateral Contribution Wind=(12psf x(12ft/2)+(18psf x3.75ft) = Seismic = ( 0.27 )( 150 plf + 30 plf) = Roof Sheathing Roof DL (5 psf)(30 ft) = 1.50 lb/ft 30 plf 140 plf 49 plf 139.5 plf > 48.6 plf Wind Governs Longitudinal Axis PLAN 3.75 ft �— CD 6 ft CD a � x ELEVATION Unit Shear in transeverse direction, Based on 5 ft. cx. frame spacing v = 139.5 plf x 5 ft = 2 Posts 349 lbs/post Unit Shear Longitudinal Direction: v=(18psf x0.5x3.75ftx30ft)+(12psf x(12ft/2)x30ft)= 2 x 7 Posts 6.1.4 Roof Pressure due to Wind Load Pressure Load at Roof 'is 18 psf (Outward) Use 26 Ga. Fabral's Metal Sheathing. Rated at 31 psf Wind Load, 24 psf Live Load, for a 5' span. Fasten to rafters per manufacturers instructions, using No. 12-14 sheet metal screws reated at 1,620 lbs shear or bearing and 752 lbs pullout. 227 lbs/post F BUTTE COUNTY BUILDING DIVISION APPROVED THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by X. GERST PAGE 0 0 DESIGN GROUP Project No. ADG-0610-06 Checked by: R. ADAMES 100120 6.2 CHECK ANCHOR BOLTS AT BASE OF POSTS Total shear load transferred to base from roof diaphram along tranverse axis: R = 349 lbs; So, for one 1/2" dia. ITW/RAMSET RedHead Wedge Anchor embeded a min. 2 1/2" into 2000 psi concrete with 1 1/2 in. edge distance and 5 ft o.c. spacing, allowable shear is 1.190 lbs. And allowable tension is 580 lbs without special inspection. Reference ICBG #E.R-1.372 Table 3. Thus, 348.75 lbs/ 1190 lbs= 0.29 say 1 bolt min. at each column for shear transfer. t THE ADAMES SUBJECT: STEEL STORAGE Prepared by X. GERST PAGE 0 a DESIGN GROUP Project No. ADG-0610-06 Checked by: R. ADAMES 11 of 20 6.3 CHECK ROOF P URLINS w=125 Plf 1, I I I li Moment Coefficient for Continuous Beam, Uniform Load, Equal Span, Equally Loaded Equally Loaded = 0.107 (see page 2-312 Allowable Stress Design, 9th Edition- AISC) Try : I MAC -GIRT Number of Sub -Girt Spans 4 K= 1.0 Bending w= 25 psf x 3 ft = 75 plf M= wl^2 x 0.107 = (75plf)(5 ft)^2 (0.107) = 201 lb -ft = fb = M/Sx = 2407.5 lb -in /0.116 in^3 = 20.8 ksi Fb = 48 ksi 48 ksi > 20.77 ksi Bending O.K. [Cross SectionaljProperties!' Sx 0.116 in A 0.262 int Ix 0.084 in ry 0.567 in rx 0.567 in Ma 0.344 k -ft Fy 80 ksi 2408 lb -in Shear V = 75 plf (5 ft)/2 = 188 lbs fv = 1.5V/A = 1.5(187.5 lbs)/ 0.262 in^2 = 1.07 ksi Fv = 22 ksi 22 ksi : > 1.07 ksi Shear O.K. Axial Axial load in sub -girt acting as drag shirt. From Sec. 6.1 _348.75 lbs fa = P/A = 348.75 lbs / 0.262in^2 = 1.331 ksi Cc = 102.02 Ki/r=105.82 KUr > Cc Use Eqn E2-2 Fa = 13.34 ksi Combined fa/Fa = 1.33 ksi/13.34 ksi = 0.100 <.15 Use Eqn. HI -3 Fcomb = 0.533 < 1.0 Combined O.K. Deflection Da = L/360 = (5ft)(12 in/ft) / 360 = 0.17 in A = (0.0065)(wl^4)/EI = [(0.0065)(75p1f)(5ft)^4(1728)]/[(29000)(0.084)] _ 0.17 in < 0.22 in Deflection O.K. USE: MAC -GIRT 0.21511 in ' BUTTE COUNTY BUILDING DIVISI® APPROVED. MTHE ADAMES I SUBJECT: STEEL STORAGE DESIGN GROUP Project No. ADG-0610-06 6.5 CHECK COL UMN K = 1. Try ; . 2x3 ;14 Ga Bending by :K. GERST PAGE by: R. ADAMES 13 of 20 Carols Section Pro erties .619 in DL+S (5)(5)(30/2)(18) .725 int M .928 in .826 in .131 in 1875 lbs w = 12 psf x 5 ft= 60plf / 2 columns = 30.0 plf M= wl^2 /8 =( 30 plf)( 12 ft )^2 / 8 = 540 lbs -ft fb = M/Sa = 540 lb -in /0.619 in^3 = 10.48 ksi Fb = 33 ksi 33 ksi > 10.48 ksi w= 30.0 plf 12 ft Bending O.K. Shear V = 30plf (12 ft )/2 = 180 lbs fv = 1.5V/A = 1.5(180 lbs)/ 0.725 in^2 = 0.4 ksi Fv = 22 ksi 22 ksi > 0.37 ksi Shear O.K. Axial P = (25 psf)(5 ft)(SO /ft/2) = 1875 lbs fa = P/A = 1875 lbs/ 0.725in^2-= 2.59 ksi Cc= 102.02 KUr =174.33 Kl/r > Cc Use Eqn E2-2 Fa = 4.91 ksi Combined fa/Fa= 0.527 >.15 Use Eqn. H1-1 & H1-2 Fcombined = 1.0 > 1.0 Combined O.K. USE:- 2x3.14; Ga l 6.6 CHECK MOMENT RESISTING ELBOW CONNECTION K = .; ; 0.:65 i, 18 in 2652 lbs 12 3 33750 lbs -ft 18 in 33750 Ibs-ft 1875 lbs -Moment in Elbow odd Offset M lbs -in) DL+S (5)(5)(30/2)(18) 6750 lbs -in DL+LL (25)(5)(30/2)(18) 33750 lbs -in DL+W (12+5)(5)(12)(18) 18360 lbs -in DL+LL Governs 33750 lbs -in 2652 lbs r BUTTE COUNTY tri. APPROVED s THE ADAMES SUBJECT: STEEL STORAGE DESIGN GROUP I Project No. ADG-0610-06 Try11:16Ga Bending M = 33750 lb -in = 2812.5 lb -ft fb = M / Sx = 2812.5 lb -in /2.15 in^3 = 15.70 ksi Fb = 33 ksi 33 ksi > 15.7 ksi Bending O.K. Axial Z=08 2 +18 2 ) 1/2= 25.5 in Z/Y=P/Fy 25.46 in/ 18 in. = P/ (25psf)(5ft)(15ft) P = 2652 lbs ft= P/A = 2652 lbs/ 0.95in^2 = 11.79 ksi Ft = 0.6Fy= 0.6(50,000psi) = 33.00 ksi Axial O.K. USE: Number of Screws EM Prepared by :K. GERST PAGE Checked by: R. ADAMES 1140t 20 2x3 h4 Ga i i i 2.66 in. i i . i 9.06 in. 1x1 1!6 Ga Sectio- ngpio rties Centroid 9.08 in Ix 1.9.53 in Sx 2.15 in A 0.950 int For One No. 12-14 metal screw allowable shear: 1:;620 lbs Shear in Screw due to moment = 337501b-in/(18in)(4screws) = 468.75 lbs/screw 468.75 > 1620 Screws Adequate 6.7 COLUMN FOOTING Slab on Grade Volume of Slab: .(5ft)(15ft)(4in/12in/ft) = 25.00 ft^3 Dead Load of Concrete: (144 pcf)(25 ft^3)= 3600 lbs 625.5. < 3600 Anchorage Force Provided by slab is Adequate to Resist Uplift BUTTE COUNTY APPROVED THE ADAMES SUBJECT: STEEL STORAGE I Prepared by X. GERST PAGE DESIGN GROUP Project No. ADG-0610-06 Checked by: R. ADAMES 115 of 20 6.8 CHECK TRUSS STANDARD WEB TRUSS ANALYSIS 937. Ibs G1 937. Ibs 937. Ibs E1 1 3.375 1.1I A 0C B C D 8.5 ft 10.0ft 4.Oft 4.5 ft P1=( 5ft)( 25pso( 0.25 x 30ft)= 937.5 lbs a = ATAN(.H/0.5L) = ATAN( 3.375/((0.5)(27 ft)= 14.04 degrees R = ATAN(H/(1/3)L) = ATAN( 3.375/((1/6)(30 ft)= 34.02 degrees 7 = ATAN(h/(1/6)L) = ATAN( 1.1/4 ft)= 15.71 degrees Sum of the moments about point A (P1)(1/6L)+(P2)(1/2L)+(P1)(5/6L) - By(L) = 0 By= 1406.25 lbs Sum of the forces in the Y (-)Ay - P1 - P2 - P1+ By = 0 Ay = 1406.25 lbs Analyze Joint A Find Diagonal Component at Joint A AE = (1.406251bs)/S.LN(14.04) = 5798.12 lbs (Compression) AC = COS(] 4.04) (5798.1.2 lbs) = 5625 Ibs (Tension) Analyze Joint E Sum of the forces in the Y -direction 0 = - lbs + SIN(1.4.04)(5798.1.) - EG SLN(14.04) + EC SIN(15.71) EG = 5798.1 + 1.116 EC Sum of the forces in the X -direction 0 = 5798.1 COS(14.04) - EG COS(14.04) - EC COS(15J1) 0 = 5624.9 - (5798.1. + 1..116 EC) COS(14.04) - EC COS(15.71) EC = 4.4E-13 Ibs (Compression) EG = 5798.12 lbs (Compression) Analyze Joint C Sum of the forces in the Y -direction 0 =-SIN(15.71)(0) + SIN(34.02) CG CG = 0.0 lbs (Tension) Sum of the forces in the X -direction 0 = COS(34.02)(0) + CD - 5625+ COS(15.71)(0) CD= 5625.0 Ibs (Tension) BUTTE COUNTY BUILDING DIVISION APPROVED THE ADAMES ' DESIGN GROUP SUBJECT: STEEL STORAGE I Prepared by :K. GERST PAGE 15 of 20 Project No. ADG-0610-06 Checked by: R. ADAMES 4.64 5.62 5798 (C ) EG 0.725 0.826 9.28 �Nleinber; M1tilember Size? � ffaT _I l �.7(ksi)1 JFtj{ksi ] (fa/�7' t#rfiSerews 5798 (C ) CG AE 2Y3 14 Ga O.K. 8.00 32.5 24.8 0.25 6 0.00 0 EG 2x3 14 Ga O.K. 8.00 32.0 24.8 0.25 6 0 CD CG E2x2j�1,41 31.9 24.8 0.40 6 AC 2a2 14 Ga O.K. 9.78 32.1 24.8 0.40 6 Members Adequate, Use truss members,sizes from chart lMeuaber, [AI �in2)} �(� l MLZ �ft 1 ��.Ur7 AE 0.725 0.826 4.64 5.62 5798 (C ) EG 0.725 0.826 9.28 11.23 5798 (C ) CG 0.57528 0.78659 Ga� O.K. 0.00 32.4 24.8 0.00 0 EC 2a2 14 Ga O.K. 0.00 32.6 24.8 0.00 0 CD �2?c2;1;4iG7 O.K. 9.78 31.9 24.8 0.40 6 AC 2a2 14 Ga O.K. 9.78 32.1 24.8 0.40 6 lMeuaber, [AI �in2)} �(� l MLZ �ft 1 ��.Ur7 AE 0.725 0.826 4.64 5.62 5798 (C ) EG 0.725 0.826 9.28 11.23 5798 (C ) CG 0.57528 0.78659 6.03 7.67 0 (T) EC 0.57528 0.78659 4.16 5.28 0 (c) CD 0.57528 0.78659 10 12.71 5625 (T ) AC 0.57528 0.78659 8.5 10.81 5625 (T ) r BlJiiE COUNTY BUILDING DIVISION IMITHE ADAMES I SUBJECT: STEEL STORAGE Prepared by X. GERST PAGE DESIGN GROUP I Project No. ADG-0610-06 Checked by: R. ADAMES --d16of 20 6.9ANCHORAGE TO RESIST MAXIMUM UPLIFT Overturning Force on Structure due to inward wind pressure (per frame basis) 12 psf x 5 ft spacing x 12 ft eave return = 720.0 lbs per frame Overturning Moment (M1 ot) = 720 lbs x 12 ft = 8640.0 lbs -ft Force Couple at base of structure resisting Overturning Moment (Ml ot) T1 = C1 = Mot/ Span = 8640 lbs -ft / 30ft = 288.0 lbs (uplift) Uplift Forsce on Structure due to outward wind pressure (per frame basis) 18 psf x 5 ft spacing x 15 ft = 1350 lbs per frame Overturning Moment (M2 ot) 1350 lbs x 22.5ft = 30375 lbs -ft Force Couple at base of structure resisting Overturning Moment (M2 ot) Tl = C1 = Mot/ Span = 30375 lbs -ft / 30ft = 1012.5 lbs (uplift) Dead Load of structure resisting uplift: (5 psf)( 1.2ft + 30ft + 12ft)(5 ft)/2 = 675 lbs per column Net Uplift at base of frame: - 675 lbs - 288 lbs - 101.2.5 lbs = -625.5 lbs Anchor Type: Red Head Wedge 0 so, for one 1/2" dia. ITW/RAMSET RedHead Wedge An embeded a min. 2 1/2" into 2000 psi concrete with 1 1/2" edge distance and 60" o.c. spacing, allowable shear is 1190 lbs. And concrete with 1 1/2" edge distance and 60" o.c. spacing, allowable shear is 1190 lbs. And allowable tension is 580 lbs without special inspection. Reference ICBG #ER -1372 Table 3. 625.5 < 2 x 580 = 1160 Red Head Wedge Anchors Adequates Use 2 Red Head Wedge Anchors embeded min 2.25 in into 2,000 psi concrete following manufacturer's recommendations to resist uplift. ?'EIE � UN BUILDING DIVISION. THE ADAMES SUBJECT: STEEL STORAGE Prepared by :K. GERST PAGE DESIGN GROUP Project No. ADG-0610-06 Checked by: R. ADAMES 17of 20 6.10 ALLOWABLE LOADS FOR TEK SCREWS AND METAL SHEATHING Screw Type #12-14 Self -drilling d =ff -0-2-1 -61 in dw = 0;375 in Per manufacturer's Specification Sheet Pts = 2778 lbs (screw tension strength based on tests) Pss = 2000 lbs (screw shear strength based on tests) Minimum edge distance is 015 in Top Material Ultimate Strength Ful 60000 psi Base Material Ultimate Strength Fu2 50000 psi Allowable Shear and Tension values for TEK screws based on 2002 AISI Manual Shear Design Strength Connection shear limited by tilting and bearing (Section E4.3.1) t1 0.013 Top Material Q 0.075 Base Material t2/t1 5.7692 For t2/tl < 1.0, Pns is the smaller of For t2/tl > 2.5, Pns is the smaller of Pns = 4.2*(t23d)'n*Fi2= 2406 lbs Pns = 2.7*t1*d*Ful = 455 lbs Governs Pns = 2.7*t1 *d*F,,, = 379 lbs Governs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns/f, = 152 lbs o= 3 Pns/fl = 126 lbs ALLOWABLE Connection strength limited by end distance (Appendix E4.3.2) Pns = t*e*Fu = 585 lbs Pns/g, = 195 lbs Shear in screw (Section E4.3.3) Pns = 0.8Pss = 1600 lbs Pns/n = 533 lbs Tension Design Strength Pull-out (Section E4.4.1) Pnot = 0.85*tc*d*Fu2 = 689 lbs Pull -over (Section E4.4.2) Pnov = 1.5*t1 *dw*F,,, = 439 lbs Pull -over Governs Pn/t1= 146 lbs ALLOWABLE Tension in screw Pnt = 0.8Pts = 2222 lbs PnU. = 741 lbs BUTTE COUNTY UILDIil 4a3 DIVISION Ar,K PROVED 4' THE ADAMES SUBJECT: STEEL STORAGE I Prepared by X. GERST PAGE DESIGN GROUP Project No. ADG-0610-06 Checked by: R. ADAM ES 18of 20 6.11 CHECK METAL SHEATHING ACTING AS VERTICAL DIAPHRAM Load acting on Panels at Longitudinal Walls: Load Acting on Panels at Side Walls : 7 post x 226.6 lbs/post = 1586.3 lbs Force per Screw: 126 lbs 1586.25 lbs /126 lbs per screw= 12.6 screws required to resist shear load 12.6 screws / 7 post = 1.8 screws per post Number of Screws per post: 12 ft x 12 in/ft = 144 in / 1 screws = 144 in spacing required Specify 144 inches center -to -center spacing for screws at primary supporting elements For Fabral 26 Ga. Mighti-Rib PBR panel,.with span length of 4 ft and 7 spans: Shear Strength of Metal Sheating V = - l —9-0-731 plf Minimum Length of Panel Required: 1586.25 lbs /190.3 ft = 8.34 ft Length of Side Wall Provided is 30 ft Wall is Adequate Check Panel Overturning: 1586.25 lbs x 12 ft = 19035 lb -ft Uplift = 1586.25 ft -lbs / 33 ft = 576.8 lbs Use Simpson MAS at each end of shear panel in combination with Ked Head wedge Anchor. Allowable Tension is 875 lbs. + 580 lbs = 1455 Load acting on Panels at Transverse Walls: Total Shear in Transverse Direction : 348.75 lbs/post x 2 x 7 post = 4882.5 lbs Length of wall required to resist shear: 4882.5 lbs/ (2 x 190.3 plf) = 12.8 ft Length of Wall Provided at Front & Back: 45 ftWall is;Adequate,.: Check Panel Overtuniing : 2441.25 lbs x 12 ft = 29295 lb -ft Uplift = 29295 ft -lbs / 30 ft = 976.5 lbs Use Simpson MAS at each end of shear panel in combination with Red Head Wedge Anchor. Allowable Tension is 875 lbs. + 580 lbs = 1455 THE ADAMES SUBJECT: STEEL STORAGE Prepared by :K. GERST PAGE ' DESIGN GROUP 119 of 20 I Project No. ADG-0610-06 Checked by: R. ADAMES 7.0 STRUCTURE SKETCHES 6 bays ® 60.00" o.c. & 1 boy ® 36.00" o.c. (Ref.) PURIIN (CONT. 7 RATS) (TYP. Of 10) Z R.RI 0.1rho O O 2 � rc I o � �s o� N+ F 0 0 FOR FRONT WALL L FRAMING SEE PAGE 6 396.00" (33'-0" NOM.) FORBACK WALL I -� FRAMING SEE PAGE 6 7.1 STRUCTURE PLAN 4 9 8 Metal Decking 12 5 3[-- (- 8 8 9 2"x2" SOUARE TUBING 2"x2" SOUARE TUBING S 8 9 Y = (TYP. ALL WEB MEMBERS) B 2 � Ol I � O O O OT ¢ 9 W ^ p I tV v �O O ,� a 360.00" (30'-0") 7.2 TYPICAL INTERMEDIATE FRAME THE ADAMES SUBJECT: STEEL STORAGE Prepared by :K. GERST PAGE DESIGN GROUP Project No. ADG-0610-06 Checked by: R. ADAMES 20 of 20 4 Metal Decking 12 1 3� 6 8 3 9 3 5 6 2 9 73 9 2 3 12'-0" (W) x 12'-0" (H) x•.r Rcn.ruatuc g _ OVERHEAD DOOR x� I - z g M� Wall Oxtln 54.00' 1 54.00" 144.00• (16'-0•) 1 54.00• 1 54.00' 360.00• (30'-0') 7.3 FRONT OF ELEVATION/FRAMING 4 9 //,—metal Decking 12 1 3� 8 6 3 9 9 ¢ 3 2 9 9 0 1 8 — m G i 9 • Wag Deckirq 6 bays ® 60.00' o.c. (Ref.) 360.00• (30'-0") 7.4 BACK ELEVATION/FRAWNG Roof Decking j 3 S � e � WINDOW WoD Oxkkp ..e �l 6 bop 0 60.00" o.c. Q I boy 0 36.00• o.c. (Rel.) I ' r396.00• (3Y-0• N(W.) 7.5 RIGHT SIDE ELEVATION/FRAMING Page 3 of 7 ER -1372 TABLE 2 -RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET/RED HEAD SELF -DRILLING ANCHOR1 For SI: 1 inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1.2,4,5,6 V, = 2,000 psi Vc = 4,000 psi DESCRIPTION Tension Min. Allowable Min. Allowable Spacing ANCHOR INSTALLATION Edge Distance Edge Distance Spacing Between Anchors With Without MIN. Required to (Inches) Required to (inches) Applied BOLT ANCHOR EMBEDMENT. Obtain Max. Load Factor Applied Obtain Max. Load Factor DIAMETER DIAMETER DEPTH Working Load = 0.85 for Tension Working Load = 0.95 for Tension Inch (Inch (inches) (inches) = 0.75 for Shear (Inches) = 0.70 for Shear 1/4 7/16 13/32 115/16 1 37/8 115/16 3/8 9/16 17/32 211/16 13/8 53/8 211/16 1/2 11/16 21/32 39/16 113/16 71/8 39/16 5/8 27/32 215/32 43/8 23/16 811/16 43/8 3/4 1 31/4 511/16 27/8 113/8 511/16 For SI: 1 inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1.2,4,5,6 For SI: I inch = 25.4 mm, I psi = 6.89 kPa, 1 lbf • ft = 1.355 818 N • m, 1 lbf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. '-The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. $Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: ® BUTTE COUNTY APPROVES V, = 2,000 psi Vc = 4,000 psi V = 6,000 psi Tension Tension Tension ANCHOR INSTALLATION EMBEDMENT With Without With Without With Without DIAMETER (inches) TORQUE Ibf•ft) DEPTH inches Special Insptlon3 Special Inspection Shear Special Inspection Special Inspection Shear Special Inspection ion Special In Shear 1/4 8 1,18295 150 350 445 225 350 475 240 350 115/16 525 265 420 825 410 420 825 410 420 21/8 565 280 825 410 825 410 3/8 25 11/2 420 210 580 560 280 655 710 355 790 3 870 435 1,000 1,485 740 1,035 1,530 765 1,125 4 1,200 600 1,485 740 1,530 765 1/2 55 21/4 1,165 580 1,190 1,275 640 1,190 1,760 880 1,760 41/8 1,165 580 1,810 2,410 1,205 1,810 2,705 1,355 2,040 6 1,335 665 2,410 1,205 2,705 1,355 5/8 90 23/4 1,645 820 1,780 1,795 900 1,780 2,430 1,215 2,405 51/8 1,645 820 2,400 3,730 , 1,865 2,975 4,095 2,045 3,130 71/2 1,765 880 3,755 1,880 4,095 2,045 3/4 175 31/4 1,780 890 2,530 2,710 1,355 3,430 3,325 1,665 3,995 65/8 2,745 1,375 5,080 4,425 2,210 5,935 5,065 2,530 5,935 10 2,745 1,375 4,470 2,235 5,895 2,950 7/8 250 33/4 2,380 1,190 3,290 3,685 1,840 4,145 4,355 21180 4,790 61/4 3,665 1,835 5,220 5,235 2,620: 7,200 6,090 3,045 7,200 8 3,665 1,835 5,580 2,790 6,090 3,045 1 300 4 1/2 3,485 1,745 4,020 5,045 2,520 5,705 5,295 2,650 6,120 73/8 3,650 1,825 7,170 5,995 3,000 9,485 8,315 4,160 9,520 91/2 4,675 2,340 6,635 3,315 8,315 4,160 11/4 500 51/2 4,535 2,270 5,820 6,595 3,300 7,365 8,410 4,205 8,445 8 6,835 3,413 8,770 10,825 5,410 11,065 '11,385 5,695 12,640 10 9,035 4,515 11,385 5,695 14,075 7,040 For SI: I inch = 25.4 mm, I psi = 6.89 kPa, 1 lbf • ft = 1.355 818 N • m, 1 lbf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. '-The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. $Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: ® BUTTE COUNTY APPROVES Page 4 of 7 TABLE 4—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORSI ER -1372 For SI: 1 inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR51 DESCRIPTION DESCRIPTION ' Min. Allowable Min. Allowable (Et) (E2) EdgeDistance Edge Spacing Between Edge Distance Min. Edge Required to Distance Spacing Required to Anchors ANCHOR EMBEDMENT Obtain Max . (inches) Obtain Max. Working (inches) DIAMETER Inches DEPTH Inches Working Load (Inches) Load Factor Applied = 0.65 Load (Inches) Load Factor Applied = 0.70 1/4 11/8 2 1 315/16 2 Required to 115/16 115/16 1 37/8 115/16 (Inches) 21/8 15/8 13/16 33/16 15/8 3/8 11/2 25/8 15/16 51/4 25/8 ' 2 3 3 11/2 6 3 115/16 4 3 11/2 6 3 1/2 21/4 315/16 2 77/8 315/16 25/8 41 /8 31 /8 19/16 63/ 16 31 /8 6 6 41/2 21/4 9 41/2 5/8 23/4 413/16 27/16 95/8 413/16 31/8 51 /8 37/8 115/ 16 71 '/16 37/8 413/16 71/2 55/8 213/16 1 1 1/4 55/8 3/4 31/4 511/16 27/8 1 13 /8 511/16 3/4 65/8 5 2'/2 915/16 5 511/16 10 71/2 33/4 15 71/2 7/8 33/4 69/16 35/16 131/8 69/16 N/A 61/4 61/4 31/8 12'/2 61/4 61/4 8 6 3 12 6 1 41/2 77/8 315/16 1 53 /4 77/8- 7/8.73/8 73/8 73 /8 73/8 311/16 143/4 73/8 11/4 91/2 71/8 39/16 141/4 71/8 11/4 51/2 95/8 413/16 191/4 95/8 16 8 8 4 16 8 10 71/2 33/4 15 71/2 For SI: 1 inch = 25.4 mm. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. TABLE 5—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR51 For SI: 1 inch = 25.4 nun. N/A = Not applicable. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. sir•: 1 � ' f [ � � � . DESCRIPTION (E) (Et) (E2) Edge Distance Min. Edge Min. Edge Min. Allowable Required to Distance at Which Distance at Which Spacing Obtain Max. the Load Factor the Load Factor Spacing Between Working Load Applied - 0.60 Applied = 0.20 Required to Anchors ANCHOR EMBEDMENT (inches) (Inches) (Inches) Obtain Max. (inches) DIAMETER (inches) DEPTH Inches (See Figure 2) (See Figure 2) (See Figure 2) Working Load (inches) Load Factor Applied = 0.40 1/4 II/8 2 15/16 N/A 315/16 2 115/16 115/16 1 N/A 37/8 115/16 3/8 11/2 25/8 13/4 N/A 51/4 25/8 3 33/4 3 1'/2 6 3 1/2 21/4 315/16 29/16 N/A 77/8 315/16 41/8 53/16 31/8 19/16 63/16 31/8 5/8 23/4 413/16 31/8 N/A 95/8 413/16 51/8 67/16 37/8 115/16 711/16 37/8 3/4 31/4 511/16 33/4 N/A 113/8 511/16 65/8 85/16 5 21/2 915/16 5 7/8 33/4 69/16 45/16 N/A 131/8 69/16 - - 61/4 81/2 61/4 31/8 12,/2 61/4 1 4'/2 77/8 51/8 N/A 1 53 /4 77/8 73/8 101/16 73/8 311/16 143/4 73/8 11/4 51/2 95/8 61/4 N/A 191/4 95/8 8 117/16 8 4 16 8 For SI: 1 inch = 25.4 nun. N/A = Not applicable. ILinear interpolation may be used for intermediate spacing and edge distances. 2Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. sir•: 1 � ' f [ � � � . Page 4 of 13 TABLE 2—ALLOWABLE REACTIONS BASED ON WEB CRIPPLING panel name panel thickness minimum bearing length allowable load per foot of panel coverage at reaction (kips/ft.) end Interior Heft! -Rib 26 ga. 2" 0.115 0.400 24 ga. 0.147 0.469 22 ga. 0.230 0.800 20 ga. 0.389 1.196 18 ga. 0.765 2.115 Migh&Rib PBR 26 ga. 2" 0.085 0.298 24 ga. 0.108 0.345 22 ga. 0.168 0.585 V -Beam 26 ga. 2' 0.157 0.547 24 ga. 0.202 0.643 22 ga. 0.316 1.101 20 ga. 0.537 1.648 18 ga. 1.056 2.919 For 31: 1 ft. = 304.8 mm; 1 in. = 25.4 mm; 1 kip = 4.448 kN Tabulated values are in accordance with web crippling requirements of the Specification of Design of Cold -formed Steel Structural Members,. 1986 (with December 1989 Addendum), published by AISI, and referenced in Division VII, Chapter 22, of the Uniform Building Code for locations of a concentrated load, or for reaction acting either on the top or bottom flange when the clear distance between the bearing edges of the concentrated load and adjacent, opposite concentrated loads or reactions is greater than 1.5 times the deck depth. TABLE 3—GRAVITY AND WIND LOADS Hefti-Rib panel gravity and wind uplift load table (loads are in osf) ER -5468 panel thk. and yield strength panel span no. of 4' 5' 6' 7' 8' 9' 10' spans gravky wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind 1 85 82 43 42 25 24 16 15 11 10 7 7 5 5 8 0 ksi ga., 8 2 94 142 60 91 42 58 31 37 23 25 18 17 13 13 3 117 155 75 79 47 46 30 29 20 19 14 14 10 10 24 1 117 129 65 66 37 38 24 24 16 16 11 11 8 8 . ga., 40 ksi 2 110 156 70 100 49 69 36 51 28 39 22 27 18 20 3 137 195 88 125 61 72 45 46 30 31 21 21 15 16 22 1 168 177 91 91 53 53 33 33 22 22 16 16 11 11 4 40 ksi ksl 2 154 223 99 143 69 99 50 73 39 53 30 45 25 27 3 193 279 124 172 86 99 63 63 42 42 29 35 21 21 20 1 229 237 123 121 71 70 45 44 30 30 21 21 15 15 ga., 40 ksi 2 220 305 141 195 98 136 72 100 55 71 43 50 35 36 3 193 381 176 229 122 133 85 84 57 56 40 39 29 29 1 310 332 172 170 100 98 63 62 42 42 30 29 22 ksi18 ga., 2 300 413 192 264 133 183 98 135 75 100 59 70 48 3 375 516 240 322 167 186 119 117 80 79 56 55 41 ]J5140 For SI: 1 ft. = 304.8 mm; 1 ksi = 6.89 MPa; 1 psf = 47.9 Pa. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind uplift loads have been increased by 'A. r BUTTE COUi`4Tve -" BUILDIINIG DIVISION APPIRMD a Page 5 of 13 TABLE 3—GRAVITY AND WIND LOADS --(Continued) Mi hti-Rib PBR panel gravity and wind uplift load table loads are in s ER -5468 For 51: 1 ft. = 304.8 mm; 1 ksi = 6.89 MPa; 1 psi = 47.9 Pa. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind uplift loads have been increased by 'A. V -Beam panel gravity and wind uplift load table (loads are in Dsf) panel thk. and4 yield strength panel span no. of 4- spans gravity wind gravity wind gravity wind gravity wind 1gravity wind gravity wind gravity 5' 6' 130 T 67 8' 38 9' 10' spans gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind gravity wind k6'g 58 1 45 56 23 29 13 17 — — — — 163 238 104 2 83 68 53 44 32 30 20 22 14 17 — 12s — — 165 3 85 85 44 54 25 32 16 20 — 1324 — — — — 4 0 ksi ga., 4 1 50 75 32 39 19 22 12 14 — — — — — — 40 ksi ga., 4 2 70 67 45 43 31 30 23 22 18 17 14 13 — — 33 3 88 83 56 53 36 37 23 2715 77 18 — 13 — — 33 1 77 100 49 51 28 30 18 19123 12 13 — — — — 4 0 ksi ga., 4 2 91 102 58 65 40 45 30 3323 267 25 18 20 15 15 119 3 114 127 73 81 51 56 34 35 24 16 17 12 12 For 51: 1 ft. = 304.8 mm; 1 ksi = 6.89 MPa; 1 psi = 47.9 Pa. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind uplift loads have been increased by 'A. V -Beam panel gravity and wind uplift load table (loads are in Dsf) panel thk. and4 yield strength panel span no. of 5' 6' T 8' 9' 10' spans gravity wind gravity wind gravity wind gravity wind 1gravity wind gravity wind gravity wind 1 130 126 67 64 38 37 24 23 16 16 11 11 8 8 8 0 ksi ga.' 8 2 130 197 83 126 58 88 43 57 33 38 26 27 20 19 3 163 238 104 122 72 71 46 44 31 30 22 21 16 15 1 165 201 101 103 59 59 .37 37 25 25 17 18 13 13 4 0 ksi ga., 4 2 159 219 102 140 71 97 52 71 40 55 31 42 25 31 3 199 274 127 175 88 113 65 71 47 47 33 33 24 24 1 213 266 134 136 77 79 49 50 33 33 23 23 17 17 22 ga., 40 ksi 2 213 284 137 182 95 126 70 93 53 71 42 56 34 41 3 267 355 171 227 119 149 87 94 62 63 43' 44 32 32 1 258 322 165 165 96 96 60 60 40 40 28 28 21 21 20 ga., 40 ksi 2 258 343 165 220 115 153 84 112 65 86 51 68 41 50 3 323 429 206 275 143 181 105 114 76 76 54 54 39 39 1 338 420 215 215 124 124 78 78 52 52 52 37 27 27 4 ga.' 40 ksi 2 338 449 216 287 150 200 110 147 84 112 84 89 54 65 3 422 561 270 359 187 235 138 148 99 99 99 111 51 51 For SI: 1 ft. = 304.8 mm; 1 ksl = 6.89 MPa; 1 psf = 47.9 Pa. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind loads have been increased by 'A. BUTTE Ct"UNT APP - Off ED i 0. Page 7 of 13 TABLE 4 -DIAPHRAGM DESIGN VALUES -(Continued) MIGHTI-RIB' PBR PANEL ALLOWABLE DIAPHRAGM SHEAR STRENGTH AND STIFFNESS (G') VALUES 2 SCREWS PER PANEL VALLEY FOR ALL SUPPORTS span (ft.) no. of spans 26 ga. (80 ksi) strength stiffness (kips/ft.) (kipsfin.) 24 ga. (40 ksi) strength stiffness (kips/ft.) (kipslin.) 22 ga. (40 ksi) . strength stiffness (kips/ft.) (kips/in.) 4 1 0.2880 36.279 0.2786 54.406 0.3753 81.265 2 0.2498 51.104 0.2089 70.743 0.2680 97.539 3 0.2220 61.057 0.1857 80.349 0.2382 105.966 4 0.2082 67.579 0.1741 86.102 0.2233 110.615 5 0.1998 71.997 0.1671 89.769 0.2144 113.418 6 0.1943 74.934 0.1625 92.093 0.2084 115.109 7 0.1903 77.028 0.1592 93.694 0.2042 116.232 5 1 0.2446 40.551 0.2228 58.997 0.2858 85.380 2 0.1998 54.284 0.1671 72.999 0.2144 98.130 3 0.1776 62.785 0.1486 80.645 0.1905 104.360 4 0.1665 68.061 0.1393 85.019 0.1786 107.672 5 0.1599 71.508 0.1337 87.726 0.1715 109.620 6 0.1554 73.741 0.1300 89.402 0.1667 110.765 7 0.1523 75.304 0.1273 90.539 0.1633 111.513 6 1 0.2156 43.823 0.1857 62.178 0.2382 87.603 2 0.1665 56.378 0.1393 74.176 0.1786 97.940 3 0.1480 63.692 0.1238 80.404 0.1586 102.723 4 0.1388 68.060 0.1161 83.857 0.1489 105.205' 5 0.1332 70.845 0.1114 85.952 0.1429 106.639 6 0.1295 72.616 0.1083 87.228 0.1389 107.466 7 0.1269 73.841 0.1061 88.084 0.1361 1107.498 7 1 0.1903 46.372 0.1592 64.436 0.2042 89.248 2 0.1427 57.808 0.1194 74.784 0.1531 97.445 3 0.1269 64.170 0.1061 79.966 0.1361 101.235 4 0.1189 67.864 0.0995 82.777 0.1276 103.168 5 0.1142 70.177 0.0955 84.459 0.1225 104.271 6 0.1110 71.629 0.0929 85.470 0.1191 1104.896 7 0.1088 72.624 0.0910 86.143 0.1167 105.294 8 1 0.1665 48.391 0.1393 66.074 0.1786 90.109 2 0.1249 58.816 0.1045 75.077 0.1340 96.846 3 0.1110 64.412 0.0929 79.471 0.1191 99.927 4 0.1041 67.592 0.0870 81.816 0.1116 101.479 5 0.0999 69.557 0.0836 83.205 0.1072 102.357 6 0.0971 70.779 0.0812 84.032 0.1042 102.846- 9 1 0.1480 50.014 0.1238 67.286 0.1588 90.610 2 0.1110 59.546 0.0929 75.190 0.1191 96.229 3 0.0987 64.520 0.0825 78.977 0.1059 98.788 4 0.0925 67.300 0.0774 80.973 0.0992 100.066 5 0.0886 69.000 0.0743 82.146 0.0953 100.782 10 1 0.1332 51.338 0.1114 68.198 0.1429 90.884 2 0.0999 60.087 0.0836 75.199 0.1072 95.634- 3 0.0888 64.549 0.0743 78.507 0.0953 97.797 4 0.0833 67.010 0.0696 80.236 0.0893 98.870 5 0.0799 68.503 0.0669 81.244 0.0857 99.467 ER -5468 For SI: 1 in. = 25.4 mm; 1 R = 304.8 mm; 1 Ib./ft. = 14.59 N/m; 1 kipfin. = 175 kN/m; 1 ksi = 6.89 MPa NOTES: 1. Stitch screws are #10 x 1", 18" o.c. 2. All sheet -to -support screws are #12 x 1". 3. Above values were determined in accordance with Steel Deck Institute Diaphragm Design Manual with a 2.5 safety factor. 4. For wind loads only, the above design strength values can be multiplied by 1.064 for a 2.35 safety factor. 5. No edge attachments were figured at the extreme edges of the diaphragm. BUM COU IPM BUILDING DI'ViSIOI APPROVED Let TFC -hrelp you specify the proper fastener.! Faitener Terminology naft" oum,fter ftf vah #12 7. .14 x I OP3 .5/16" HWH Description I WW D1Z,TWtt1r ,rnft%o,, Strengths of Fasteners Material Properties, Materfal-- C1018 - C1022 Heat Twahmilt— Case Harciin6d Case Hardnass— Rockwell C 62-58: Css9,,D9plh—ire dW:.002"/.00r 118 thru 12:.0041.009" 60re Hardnasa�— ROckwell C. 32-4-0 puctalty s,.iiegr"min, Decimal &.Metric ConVeWi6ns 2=1 (M am 2994 *&201125) 1 123 t 1125 p7se. 084104116" 1 A2, 1 1575 110007 $10. 1 a ('19n I _41� f :2100 Itn 1 1100.1 17641" 2778 1 Owl atlwh is" 3188. aiftv"- 13?t.14 (2601 ,1 150, f. 4275 292 1.010" 156t AM 27W Material Properties, Materfal-- C1018 - C1022 Heat Twahmilt— Case Harciin6d Case Hardnass— Rockwell C 62-58: Css9,,D9plh—ire dW:.002"/.00r 118 thru 12:.0041.009" 60re Hardnasa�— ROckwell C. 32-4-0 puctalty s,.iiegr"min, Decimal &.Metric ConVeWi6ns 2=1 (M am 2994 1'.0171 ',33ovii 28P 3-.015' Z Wm 2691 1;018- A&M -1249-4 t ;Ow t Alfflm 22 P 1 1100.1 17641" 2093 1 Owl atlwh is" uiow I aiftv"- Isjp, t,,osr 1 -s2mm 14 sa 292 1.010" 12 - sa 7-9 2098 t2964 298 3.18(rin 10 Sia 1 AW =* 114* F,2W x471'.1 VIC' 1,31t -U 7.92tren 3W 1 37r;; , O.Wm" I -T 14W i 17-71rm Disdaimer. All test =04 and specilicationsate based on laboratory lesws.ApjaroOdato safety factors should t)O used W Irle user or spocilier. Dot I eftningl"prope!,""r Is the cesponsibilily of the t;ser.or specifier,. BeCa%;se application condikneyary, we assume 1 60 fii lot the use of Ws int6madon. Metric.. Conve'rsion Formulas' Declmvl to M111thlet6m Declin-al x 25.4'= Millkne"ler Pounds Force to NeWons, Pounds Force x 4.448 = Nee+tons. ,BLA,MRm dnliing fasteners"are" to SAE ,,.J"84drself-dd1lin Ste 7 gla ners Need a custom designer fastener or application tests? Call our Fastening Design & Engineering Center (2)6) 351,9933 Page 5 Determining Drill Point Type ""I M1,920, Add up total thickness that will be dri0ed (iriciude any voids" and. insulation),Refe Refer to drilling &'material thickness on size charts. Pullout Values In Steel (Average 1.1film'aitePounds) Oil (M W(WWM -WMWW 2494 1,06-] 119 1.191 143 1 1 J42 24 ga 2420 496 193 J -2W1 215 1 23s rs?61 2290 11 24181 265 E267,1 292 1 295 7-9 2098 t2964 298 1-296 r 343 f _I =* I 1894 x471'.1 491 {•503'=1 -W 14881 -607 I 16.9a F 6z9 -.1 703 1;7W 1 752 I.W t 886 1 14 9a 1847 7 969 V088 1 .10" 1 W t 1149 11140 12081 44-76-1 ISM IM51 Im I Illel. I n9l) j3h,5l 4552s 14553'114- Lvtr,, 1 1 11 SOU i5ml- Shear Values. In Steel (Average Ultimate Pounds) Installation Recommendations Sefewpo RPM 16.08.10.'412. , IW. 9 Heavy Gauge 0 - 2,000 RPM t8-8 Stalftlins S100 e - I,ODO RPM Fastenam should be frislalled perpmd1culor to the. fastaning surfacc, Depth sensing noseplebi should be usod'to prov6m over torquing-- I— TRIANGLE FASTENER "Specialty Fasteners & Services For Construction" W I" cm C: M 0 00 0 —< C: .0-1 (M 1,06-] 2" 24 ga 1„4138.4 496 1 1 1, 22 ga rs?61 SW 1. 1 1 2098 758 1 7-9 1 M 1 769 1 1 -930, 1 ill go 1845 t 1060 1:1266 1 13$8 1 1 ;442. 1 is ge 1 1 115401 1620 1 1 2100 11507, 14go 1 # t1552 1970 1 1 2564 12005 12as 1 1 t 1 1.988 126501 2650 12350, 114" jW101 13310:' Installation Recommendations Sefewpo RPM 16.08.10.'412. , IW. 9 Heavy Gauge 0 - 2,000 RPM t8-8 Stalftlins S100 e - I,ODO RPM Fastenam should be frislalled perpmd1culor to the. fastaning surfacc, Depth sensing noseplebi should be usod'to prov6m over torquing-- I— TRIANGLE FASTENER "Specialty Fasteners & Services For Construction" W I" cm C: M 0 00 0 —< C: .0-1 K0 i 3 PERMIT NO. 176-80B,P,E PERMIT EXPIRES OWNER Antonio Longueira ''cCONTR. Holiday Pools, Chico 44-38-40 `LOCATION (A.P. ) d,r - w, 3 Morgan D -/r . , Chico k t. 4p l Temp. Power Pole Called PG&E Temp. Elec. Serv./ Called PG&E Temp. Gas S v. Called G&E JOB FINAL D (Date) (Signature) y K0 i 3 PERMIT NO. 176-80B,P,E PERMIT EXPIRES OWNER Antonio Longueira ''cCONTR. Holiday Pools, Chico 44-38-40 `LOCATION (A.P. ) d,r - w, 3 Morgan D -/r . , Chico k t. 4p l Temp. Power Pole Called PG&E Temp. Elec. Serv./ Called PG&E Temp. Gas S v. Called G&E JOB FINAL D (Date) (Signature) COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION RECORD BUILDING BUI ING (Cont'd) PLUMBING Setback ---� 6 Firewall Soil Pipin Forms Parapets 1st Floor Main Bldg. Restroom Finish 2nd Floor Footings Windows 3rd Floor Stemwall Siding To out Slab Roof Sheathina Water Piping Piers Roofing Sewer Garage Fdn. Vents Fixtures Footin s Garage Vents Water Htr. Stemwall Insulation Heaters Slab Prov, for ph sicall Appliances Carport handicapped p Conformance of ex. Gas Piping & Test Footings structure Temp. Gas Slab Final —1i Sanitation Patio FIRE LACE Final r% Footin s Footina ELECTRICAL Ma I Throat Rou h Relnf. Stee Final Fixtures " 0 6 Bond Beam FIRE SPaANKI ERS Motors r Framing Test Water Htr. Stucco Final Subpanels Mesh MECHAVICAL Grd. Fault Prot. Z7_73 o Scratch Heating Service Brown Cooling ole' a Q Finish Ducts Under round Interior Lath Ventilation Permanent Door Closer Final Final MOBILEHOME UTILITIES - - - - - - - - - - - - - - Elec. Service Elec. Pedestal Water Piping Sewer Gas Piping MOBILEHOME INSTALLATION Support Elec. Continuity Water Piping Drainage Gas Piping DATE REMARKS OR CORRECTIONS ofe- (NOTE: An entry must be made on this form each time you visit the job site.) '!1 HOLIDRY � POOLS November 5, 1981 Mr. J. F. Glander Chief Builder Inspector Butte County Department of Public Works 7 County Center Drive Oroville, California 95965 Good Morning: Received today is your request that we renew Building Permit No. 176-80 (pool) for the Antonio Longueira residence, #3 Morgan Drive, Chico. You make this request inasmuch as your records show the permit has expired without passing final inspection. We called for final inspection on April 8, 1980, and were informed by the home owner on April 10, 1980, that the final inspection had been made, and the project had passed. I regret this confusion and our failure to obtain the signed inspection card-. We are now operating with a much better system that assures that we immediately followup on our requests for final inspections and assure that pools do pass soon after completion. I"would simply request on this pro- ject, since it was completed to the best;of our. knowledge in April 1980,that another inspection be made to -'verify this for your records, 1 If you have any questions about this matter, please don't hestiate to contact me. / Sincerely, Bi 1 Horn II General Manager BH:mpm p.s. The willingness of Bob Henson and the new secretarial help in the Chico office to assist us in determining the status of building permits when final inspection has been requested is going to be a big help in getting these permits off the books as soon after the completion of the project as possible. This was not the case during much of 1980 and, when home owners could not locate their building permit or didn't understand it, we oftentimes didn't receive much help from the secretaries at the Chico office regarding permi..ts status. Hopefully, now this situation is changing for the better. BILL HORN Licensed Contractor TELEPHONE License No. 209322-053 1170 EAST LASSEN AVENUE—CHICO, CALIFORNIA 95926 (916)343.8245 ki � ���� ,r, ��, �yoA'� � �"'� ,. ;. .. �. _��. �. � . � .; �-.�� � ..�� � �� r�-..�, w,.. ., �.� QOUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — Oroville, California 95965 w Telephone: 534-4541 APPLICATION AND PERMIT � K authorize representatives of the County of Butte to enter upon the above-mentioned proper for inspection purposes. T 1 aK-1 k tj X 3.1 Date 1 Q� Signature of Permitee or Agent Receipt No. '373 :? (0b 33:?(0b White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR,QF PUBLIC WORKS Date (-! As aiing permit expires Date /J6 -J�P, BUILDING Owner M,�-� �(S�� SQ. FT. OCC. BUILDING VALUATIO Mailing Address Telephone No. Contractor 00 t_ Mailing Address1O LPvsserjP4zVe—' Fireplace Total Valuation Telephone No. O Building Address 3 MO� �2+ ' Plan Checking Fee&/ Penalty 0,0 Permit Fee go.00 q,01 OC PLUMBING No. @ FEE PERMIT FILING FEE 1 $3.00 TXX> Each Trap 1.50 Q4t(O Repair drainage or vent piping 1.50 A. P. No._44--3cZ— R `oning & PI°"nl"g Water piping 9..60 Each gas water heater or vent 1.50 es I VC. S t on Fire Dept. Fire Zone Use Permit Gas piping system 1 - 5 outlets 1.50 Parking EQA Plans ParcelEach Declaration Parcel Map 60' R/W Improvements additional outlet .30 ding sewer 5.00 BI Plans Recd Parcel A rovol V I Plans Approval Lawn sprinkler system 2.00 NEW ADDITION ❑ UTILITIES ❑ OTHER ❑ Permit Fee $ 's, 00 5 ,CC ELECTRICAL No.1 @ FEE PERMIT FILING FEE $3.00 Main service 1000V OR L 0 AMP ORLESS5.00 Single Faammiily % Duplex ❑ MobilI Home ❑ Others © Main service EA. ADD•L 100 AMP 2.50 1 ft SW f m m a 6 POOL OVER 800 V Main service 100 AMP OR LESS 25.00 Main service EA. ADD'L 100 AMP 1.00 NEW CONSDWELLING OR ADDNST � ACC. LDGS.CCUP. 4\ 20sgft CONTRACTORS LICENSE LAW 1 am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: L�� 1"'r �Q�� NEW CONSTR (MULT I-OUTL T NON-RESID ` BRANCH CIRCUITS 12.50ea NEW CONSTR. (POWER APPARATUS 8. NON-RESID. (SINGLE OUTLET CIR. Ex. OCCUD(OUTLETS OR FIXTIIPES g Llm1 FIXED APPLNS. OR Ex. Occup. OUTLETS (RESID.) EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. 20� 3%Z� Classification C� s Misc. Wiring &A—#— lb ❑ I am exempt from the Contractors License Laws of the State of California. Permit Fee $ q.215 $ 2< MECHANICAL No. @ FEE WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. .1have placed on file with the County of Butte a certificate of kmen's Compensation Insurance. certify that in the performance of the work for which this ❑ piermit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. PERMIT FILING FEE J$3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ 1 certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relaying to building construction. and hereby Land Development Fee $ TOTAL PERMIT FEE $ 10q.JV authorize representatives of the County of Butte to enter upon the above-mentioned proper for inspection purposes. T 1 aK-1 k tj X 3.1 Date 1 Q� Signature of Permitee or Agent Receipt No. '373 :? (0b 33:?(0b White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR,QF PUBLIC WORKS Date (-! As aiing permit expires Date /J6 -J�P, PA vCE L O C) -I - ?-0p - 10 46 Ow NEv, t4A,r,he - ANTu4ic) LONGUC-IR9 mDaGAA C)P, L41co% CA. (Z:, P, 0 ba- -' V5'''6 it - - / - - :�)5 FE N C E \,A DRl\ TP, H 24'4" YAAC) PLAN NG DIVISION - BUILDING PLAN APPROVAL usetdodf0-- Dater iAw-Z Parking: Landscaping: Other 117' 7FN— Slgnature:� Owner: BP# ,_AJ�N 2W - 0 40 "FIL copy 1-07-6e-