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HomeMy WebLinkAbout040-660-018BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 2280 BLOSSOM LN Owner: Permit No: B07-1079 APN: 040-660-018 MCDONALD MICHAEL G & AN Issued Date: 6/22/2007 By GLB Permit type: MISCELLANEOUS 2280 BLOSSOM LANE Subtype: Private Garage/Shop DURHAM, CA 95938 Expiration Date: 6/21/2008 Description: DETACHED GARAGE - 30X50' (530) 891-8229 Occupancy: Zoning: A-20 Contractor Applicant: Square Footage: MCDONALD MICHAEL G &, Building Garage Remdl/Addn 2280 BLOSSOM LANE 1,500 DURHAM, CA 95938 Other Porch/Patio Total (530) 891-8229 1,500 FEE INFORMATION Ag Com Building Permit Clearan $32.50 DBEH Building Review Fee $75.70 DBF GARAGE -Wood Frame Plan Che $285.95 DBMSC Garage Wood Frame $428.92 Total Charged: $823.07 Fees Paid: $823.07 Balance Due: $0.00 Receipt No: B3618 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractor's License Law [Chapter 9 (commencing with Section 7000) is in full force and effect. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 6/22/2007 the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: Contractors Signature Date —11, 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 . WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). ❑ I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by I til 1, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED 3Li} CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance The Contractor's License Law dows not apply to an owner of the property who builds or improves carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the ' - Contractor's License Law.). Cartier: Policy Number: Exp. Date: (This section nee not be competed if the permit is or one hundred dollars ($100) or less. 'r ❑ I AM EXEMPT under Section B. & P.C. for this reason: I CERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers'X 6/22/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisions. X6 6/22/2007 I hereby certify that I have read this application and state that the above information is cored. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building -IAC Signature Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 5100,000 IN ADDITION TO THE COST OF COMPENSATION, ( ) injury, inducting death, and property damage caused arising out of, in any way connected , DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND t is the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the a the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. County to enter the above mentioned property for inspection purposes. I hereby certify that I am the prop owner or am auth ized to on the property owner's behalf. ut CONSTRUCTION LENDING AGENCY 2/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name of Permittee [SIGN] Print Date the performance of the work for which this permit is issued. (3097 civ. code) OwnerContractor Oji. Agent for On Agent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS ' 24 HOUR INSPECTIONC OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICATION Website: www.buttecounty.nettdds "PLEASE PRINT CLEARLY" OWNER INFORMATION LN e uT irst Na e Add ss �- Ci Ste rp f i 3 hone S30 $Y _� Phone(,,,,) Fax E-mail 1. APPLICANT SIGNATURE X A AACA a: j For office use only: CONTRACTOR Name dv� Address I S L City Type Const. StateLA, Zip S53 Phone 3a _ Fax E-mail lic. # ___7 Class APPLICANT SIGNATURE X A AACA a: j For office use only: ARCHITECT/ENGINEER --Name--- - .....- --- _. _. ___. __ _-- - -- - — -- _— L_ ^_I Address S City Type Const. State Zip Phon Page Fax E -ail State License Number APPLICANT SIGNATURE X A AACA a: j For office use only: APPLICANT INFORMATION Name "" Address L City Type Const. Stat Zip Pho aFax 0 Page Lot # E-mail APPLICANT SIGNATURE X A AACA a: j For office use only: _.._ . _..-...__.. Zoning Flood Zone / I SRA I Yes I No Occ. Sq FT- Livin Garag6 Type Const. Subdivision Name Map Book Page Lot # Planner `Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K WORMSWILDING FORMS\BldgApplSubRgmts.doc PERMIT NO. _hj ' ( BIN # PROJECT LOCATION AP# (7 O -'noo Property Address City a Cross Street 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..f_Wotlk:_.....__._ _.._ . _..-...__.. l5at� �3I 1��ale - 4kl�vl_ Sq FT- Livin Garag6 Open Cov ❑ Structure Built vAthout 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. I I Received by: Amount l��' / / Bldg I I Page 1 of 2 SRA Receipt #: Sheriff - -70 SMIP Other Date: 4 (t, Total REV 8-12-05 SUBMITTAL & PERMIT REQUIREMENTS. The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED. ALL PLANS MUST BE LEGIBLE AND /N INK ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper! OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxesl ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) Installation manual, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Building Permit Application Without Required Clearances Form ❑ ' 12. Hazardous Material Form (for Commercial Buildings only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑ 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). _0 4, - NP -DES -Form.---- --- ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification). ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Legal description from current recorded grant deed, ❑ Copy of M.H. Title, Title transfer, or MCO. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530) 538-7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMSWILDING F0R1V1S\B1dgApp1SubRgmts.doc Page 2 of 2 REV 8-12-05 Butte County Department of=Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment (LESS THAN 1 ACRE 1 Reference Number: B07-1079 Location: 2280 BLOSSOM LN Parcel Number: 040-660-018 Owner Name: MCDONALD MICHAEL G & ANN L. Description: DETACHED GARAGE - 30X50' Date: 5/16/2007 By: GLB Sub Type: Private Garage/Shop Phone: (530) 891-8229 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. M Uri W�Vmlrwx Title: Q xI ",- FILE Date: 5/16/2007 BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-1079 Job Address: 2280 BLOSSOM LN Contractor: Printed: 5/16/2007 2:27 pm Fee Description Account Number Fee Amount Paid Date. Pmt Amt Ag Com Building Permit Clearan 00104600014612200-1010 $32.50 5/16/2007 $32.50 DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 5/16/2007 $75.70 DBMSC Garage Wood Frame 0010-440001-4210500-1010 $428.92 DBF GARAGE -Wood Frame Plan Che 0010-440001-4210500-1010 $285.95 5/16/2007 $285.95 823.07 $394.15 Printed By: Gwyn Benedict Balance Due: $428.92 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees ay change durin the plan checking process. Signature: Date: 5/16/2007 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). Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B07-1079 Date: 5/16 007 Location: 2280 BLOSSOM LN By: B Parcel Number: 040-660-018 Sub T Private Garage/Shop Owner Name: MCDONALD MICHAEL G & ANN L. Ph o (530) 891-8229 Description: DETACHED GARAGE - 30X50' The above permit application has the following Clearances required prior to permit i uance. Please contact each department indicated below regarding specific requirements pertaining to your permit applicati Yes No DRAINAGE DISTRICTS ❑ ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 959 5 - (530) 533-0740 ❑ ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-20 ❑ ❑ City of Chico, 545 Vallombrosa, Chico CA 95926 - (530) 89 -4711 ❑ ❑ Chico Area Recreation District, 545 Vallombrosa, C ico CA 95926 - (530) 895-4711 ❑ ❑ Durham Park & Recreation District, 9447 Mid y, Durham CA 95938 - (530) 345-1921 ❑ ❑ Feather River Recreaction &Park District, 00 Myers Street, Oroville CA 95966 - (530) 533-2011 ❑ ❑ Paradise Parks & Recreation, 6626 Skyw , Paradise CA 95969 - (530) 872-6393 ❑ Biggs Unified School District, 300 Street, Biggs CA 95917 - (530) 868-1281 ❑ Chico Unified School District, 1 63 East 7th Street, Chico CA 95926 - (530) 891-3006 Durham Unified School Dist ct, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 ❑ Gridley School District, 9 Magnolia, Gridley CA 95948 - (530) 846-4723 ❑ Marysville School Dis ict, 1919 B Street, Marysville CA 95901 - (530) 741-6000 ❑ Oroville Elementa School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 ❑ Oroville Union igh, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext:105 ❑ Paradise U ied School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER ❑ Recor d copy of Agricultural Acknowledgment Statement- See Attached Instructions ❑ Ci of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 ❑ ther: Other: Other: Signature of Property Owner* _ LA A A, " a— Date: 5/16/2007 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: O Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-1079 Date: 5/16/2007 Location: 2280 BLOSSOM LN Parcel Number: 040-660-018 Owner Name: MCDONALD MICHAEL G & ANN L. Phone: (530) 891-8229 Description: DETACHED GARAGE - 30X50' Signature of Property Owner: f C _s Date: 5/16/2007 FILE Butte County Department of•DeVelopment Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds 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 cant' out these obligations, and these risks are especially serious with respect to workers' compensation insurance. ° For more specific information about your obligations under federal law, contact the Internal Revenue Service (and, if you wish, the U.S. Small business Administration). For more specific information about your obligations under state law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through thier own employees, without a license contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractor is to secure an "owner -builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contacting the Contractors' State License Board's automated telephone information system at 1-800-321 -CLSB (2752) or by accessing thier website at www.CSLB.ca.gov. PLEASE COMPLETE AND RETURN THE ENCLOSED OWNER -BUILDER VERIFICATION FORM SO THAT WE CAN CONFIRM THAT YOU ARE AWARE OF THESE MATTERS. THE BUILDING PERMIT WILL NOT BE ISSUED UNTILL THE VERIFICATION IS RETURNED. OWNER BUILDER VERIFICATION PLEASE COMPLETE THIS FORM AS REQUIRED BY THE STATE OF CALIFORNIA (SENATE BILL NO. 831 EFFECTIVE JULY 1, 1980). NO BUILDING PERMIT WILL BE ISSUED UNTIL THIS VERIFICATION IS RECEIVED. 1. I PERSONALLY PLO PROVIDE THE MAJOR LABOR AND MATERIALS FOR CONSTRUCTION OF THE PROPOSED PROPERTY IMPROVEMENT.S R NO) 2. ((HAV VE NOT) SIGNED AN APPLICATION FOR A BUILDING PERMIT FOR THE PROPOSED WORK. 3. I HAVE CONTRACTED WITH THE FOLLOWING PERSON (FIRM) TO PROVIDE THE PROPOSED CONSTRUCTION: NAME ADDRESS CITY PHONE CONTRACTORS LICENSE NO 4. I PLAN TO PROVIDE PORTIONS OF THE WORK, BUT I HAVE HIRED THE FOLLOWING PERSON TO COORDINATE, SUPERVISE, AND PROVIDE THE MAJOR WORK: NAME ADDRESS CI'T'Y 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 - 30X50' Reference Number: B07-1079 Applicant Name: MCDONALD MICHAEL G & ANN L. Owner's Name: MCDONALD MICHAEL G & ANN L. AP # : 040-660-018 Signature of Property Qwner: &19 —,k �� Date: BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: FEE07-0035 Job Address: 2280 BLOSSOM LN Contractor: Printed: 5/10/2007 11:03 am Fee Description Account Number Fee Amount Paid Date Pmt Amt Ag Com Building Permit Clearan 0010-460001-4612200-1010 $32.50 e DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 DBMSC Garage Wood Frame 0010-440001-4210500-1010 $428.92 DBF GARAGE -Wood Frame Plan Che 0010-440001-4210500-1010 $285.95 DBSMIP Residential 1001-0-280-1011298 $3.60 Printed By: Gwyn Benedict 826.67 $0.00 Balance Due: $826.67 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. Signature: Date: 5/10/2007 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). DROP BOX COVER SHEET All of the following information must be completed. Writing must be legible. Date: " I U OCT Assessor's Parcel Number: U 0— & 6— U i 0 Owner and/or Applicant: i�&* N-4wi-L Permit/Application Number: E -Mail Address: Contact Phone Number: A— s77—z, Z -r 5 Directed to (Staff Person): l `Lc� b4_LItj_ U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 :...._ Federal Emergency Managemerit Agency • Expires February 28, 2009 National Flood Insurance Program,.,,,-,.,..:..: Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For:lnsurance Company Use: r 1. Duuumg vwndr s Namdmle A2. Building Street Address Qncluding Apt., Unit, Suite,,and/or Bldg. -'No.) or P.O. Route and Box No. .. Company; NAIC Number.. , . _ zz$O 840 2.5 OM 4-4 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) A C G Ssc) 2 Y A5. Latitude/Longitude: Let: ` / :XJ 047.wo a Long:.• S !! u 32;7-2g C�� Horizontal Datum: NAD 1927 E] NAD 1983 A6. Attach at least 2 photographs of the building If the Certificate Is being used to obtain flood Insurance. A7. Building Diagram Number A8. For a building with a crawl space or endlosure(s), provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space orenolosum(s) sq ft ' a) Square footage of attached garage sq ft b) No. of permanent , flood openings In the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade c) Total net ama'offlood openings in A8.b ' eq in c) Total net area of flood openings In A9.b sq in SECTION B = FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number B2. County Name) v B3. State ei4 e, U N Ago 12,P.. 13 T TG .� B4. Map/Panel Number B5. Suffix '86. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone Date '" ` ' Effectiveavised' D Zone(s) AO, use base flood depth) B10. Indicate the source of the, Base Flood Elevation (BFE) data or base flood depth entered in Item B9. FIS Profile:: ❑ FIRM ❑ Community Determined ❑ Other (Describe) 1311. Indicate. elevation datum used for BFE In Item B9: GVD 1929 ❑ NAVD 1988 C] Other (Describe) B12. Is the building located In a Coastal Barrier Resou s System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes (�No Designation Data ❑ CBRS ❑ OPA r' SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑,Construction Drawings' ❑ Building Under Construction' Finished Construction 'A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagramspecified In Item A7 Benchmark Utiltzed," 8-J •TTC' = /V T Y . �M %Z --J Vertical Datum X//J`� J21 Z Conversion/Comments Check the measurement used. a) Top of bottom floor (including basement, crawl space,.oranclosum floor) N A. L J feet ❑ meters (Puerto Rico only) b) Top of the nett hlgher;Ao, or,.: :..: , `,:,.` feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only)., feet ❑meters (Puerto Rico only) d) Attached garage (top of stab)' t_ feet meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building ' N _❑ feet ❑ meters (Puerto Rico only) (Describe type of equipment in Comments) f) Lowest adjacent (finished) grade (LAG) 76 Z feet ❑ meters (Puerto Rico only) g) Highest adjaoent'(flnished) grade (HAG) / TQ Z- feet ❑ meters (Puerto Rico only) SECTION D : SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by aland surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the Information on this Certificate represents my best efforts to Interpret the data available. FESS/ I understand that any false statement may be punishable by tine or Imprisonment under 18 U.S. Code, Section 1001. ((��& �G.q�❑ Check here If comments are provided on back of forth. cEFF .Certifier s Name�o T C �y Llcense(Num r :LJ�c� 2.7647Title 'C Compan me�-r,SV t2 Pe'4-9AJ 0.27647 Address City p State ZIP Cq��& JSignature Dat / / U11168 Telephone' 7 ? _b -L S 3^CjVIL FEMA Form 81731, February 2006 (/ See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Company use: Building Street Address (inclu��',,g Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number ZZ8 ISL 05S CityU 111 -"State ZIP Code Company NAIC Number 4 S-4 3 R SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/company, and (3) building owner. Comments QIU T/T&- 06WC-4 K ,t w �� y l—I _•/v ou 41 -de 0 �U G , / LLQ=I-76,ZZ ' El Check here if attachments SECTION E - BUILDING ELEVATION INPORMCATION (SURVEY NOT REQUIRED) FOR 20NE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation Information br the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Secbw Items 8 ani/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building Is = ❑ feet (_J meters LJ above or [j below the HAG. E3. Attached garage (top of stab) Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is _ ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number Is available, Is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best ofmy knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable Items) and sign below. Check the measurement used In Items G8. and G9. G 1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. *(Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -Issued or community -issued BFE) or Zone A0. G3. ❑ The following Information (Items G4. -G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued i G7. This permit has been Issued for: ❑ New Construction ❑ Substantial improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments v J ❑ Check here if attachments FEMA Form 8141, February 2006 Replaces all previous editions Building Photographs .See Instructions for Item A6. For Insurance Company Use: Building Street Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number �- city State ZIP Codel� CompanyNAlCNumber IDL) 2 y �-t Ci�G �F If using the Elevation Certificate to obtain NFIP'flood Insurart* affix at least two building photographs below according tc the instructions for Item A6. Identify all photographs with: date taken; 'Front View" and 'Rear View"; and, If required, 'Righ Side View" and 'Left Side View." If submitting mbrb-Obtographs than will flt on this page, use the Continuation Page following. r,40N7 V! � r�1 Building Photographs Contlnuatlon Page For Inauronce Company Use: Building Street Address Qncluding Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number Z Z 8 (� /�L 6 S 5 C> i%-1 c ry0 12 �, rt State /o F ZIP l 8 C«r,p" NAJC Wriber l7 If submitting more photographs than will fit on the preceding page, affix the additlonal photographs below, Identify all photographs with: date taken; 'Front View' and 'Rear View"; and, If required, 'Right Side View' and 'Left Side View." [2j(�jHT U.S. DEPARTMENT OF HOMELAND' SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Federal Emergency Management Agency'' Expires February 28, 2009 National Flood Insurance Program„_....,•:_, Important: Read the instructions on pages 1-8. SECTION A • PROPERTY INFORMATION For.insurance Company Use: Al. Building Owner's Name Policy:Number A2. Building Street Address (Including Apt, Unit, Suite,.and/or Bldg. -'No.) or P.O. Route and Box No. .. Company; NAIC Number... 2 --?-60 jee. 0 o city PU2H 4N state � ZIP Code ysh�8 A3. Property Description (Lot and Block Numbers, Tax P rcel Number, Legal Description, etc.) 6 G A0A (64-41 - U - d 1 . A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc) A C G E= SS o 2 Y A5. Latitude/Longitude: Lat:`-J Z J4 %: U�ry Long . "3 d 3 SO ��- Horizontal Datum: NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building If the Certificate is being used to obtain flood Insurance. A7. Building Diagram Number A8. For a building with a crawl space'or eridiosure(s), provide: A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosures) ' sq ft ' a) Square footage of attached garage sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) wails within 1.0 foot above adjacent grade walls within 1.0 foot above adjacent grade c) Total net area'of flood openings in A8.b • - sq In c) Total net area of flood openings In A9.b sq in SECTION B- FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name 0 FB3-.S5-19 Li�/Agg12'P ..: r3 TT& c) Bottom of the lowest horizontal structural member (V Zones only). B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevatlon(s) (Zone e) Lowest elevation of machinery or equipment servicing the building Date " ' Effective/ evlsed D Zone(s) A0, use base flood depth) 66.00 ) �_:�t52. .. C . ¢ Z ?.a� h 8 / 9 14-E I 7 z ..7 B10. Indicate the source of the. Base Flood Elevation (BFE) data or base flood depth entered in Item B9. )ZFIS Profile ❑ FIRM .: ❑ Community Determined ❑ Other (Describe) B11. Indicate. elevation datum used for BFE In Item B9:GVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located Ina Coastal Barrier ResouEssystem (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes �ZNo Designation Date ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl C2 Building elevations are based on: ❑•Construction Drawings* ❑ Building Under Construction* XFlnished Construction 'A new Elevation Certificate will be required when construction of the building is complete. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, ARAE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7 p Benchmark Utilized ''' t) •T7� Cvu N.T.Y %�M R -J Vertical Datum A14-0 y / -7 Conversion/Comments Check the measurement used. a) Top of bottom floor (Including basement, crawl space, or enclosure floor) N14. �' L=1 feet 11 meters (Puerto Rico only) ), p 9 , '.:.: t :' ,. :. .: ; '; :.+ b To of the neict hi her; loot,.; ... feet -feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only). _F ❑ meters (Puerto Rico only) d) Attached garage (top'of 61461 I_❑ feet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building N _[]'feet ❑ meters (Puerto Rico only) (Describe type of equipment In Comments) 0 Lowest adjacent (finished) grade (LAG) 74) 2 -feet 11meters (Puerto Rico only) g) Highest adjacent (finished) grade (HAG) / / U Z R feet ❑ meters (Puerto Rico only) SECTION D : SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a1And surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the Information on this Certificate represents my best efforts to Interpret the data available. OF ES I understand that any false statement may be punishable by fine or Imprisonment under 18 U.S. Code, Section 1001. Q(, • , , , 0 ❑ Check here If comments are provided on back of form Certifiefs Nameno 71 C -07License NumbgGE 2.71247 Title/, 'G �444 Companq)l loA ,!�S,r SV re 0t,�]•V<7 AddressC1j BY l2 , J I-rig(� State ZIP C ✓r� 5¢37 ,B�rY-Cl< ULl(-: P9U1S tiA. -7J SignatureDate Telephone 8 q00'A� G. AG''•.cc'l ��'� ACE FF �� SEAL `��• * : No. 27647 �3�9r�• • -CIVII...;NW.*A FEMA Form 81-31, February 2006 V See reverse side for continuation. Replaces all prey- sous editions IMPORTANT: In these spaces, copy the corresponding Information from Section A. For Insurance Company Use: Building Street Address (incluo(ng Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number 7-2-80 ISL 05S City State fD U IQ i'} 14-" f/9- � ct (;-9 -3 Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agent/company, and (3) building owners Comments d/U Y/ T&- �� Wr_ 4 MLAJ C=LIV = I70,ZZ Signature Date, 5- - Q `L ❑ Check here if attachments SECTION E - BUILDING ELEVATION I OR TION (SURVEY.NOT REQUIRED) FOR 20NE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete items E1 -E5. If the Certificate•is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information br the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) Is _ ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in SectiqlLA Items 8 an /or 9 (see a e 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building Is _ (] feet meters [above or below the HAG. E3. Attached garage (top of slab) Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building Is _ ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, Is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this Information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -Issued or community -issued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplaln management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable Item(s) and sign below. Check the measurement used In Items G8. and G9. G 1. ❑ The Information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. '(Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located In Zone A (without a FEMA -issued or community -issued BFE) or Zone A0. G3. ❑ The following information (Items G4. -G9.) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for: ❑ New Construction ❑ Substantlal Improvement G8. Elevation of as -built lowest floor (Including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments j ❑ Check here if attachments FEMA Form 8141, February 2006 Replaces all previous editions C j; - Building Photographs RAA In0mrtlnna fnr Item A6. For Insurance Company Use: Building Street Address (including Apt, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number Z �0 13!_v sso r�-t L City State ZIP Coder CmnpanyNacI`krnber If using the Elevation Certificate to'obtain NFIP'flood insuran*, affix at least two building photographs below according to the instructions for Item A6. Identify all photographs with: date taken; 'Front View" and 'Rear View"; and, ff required, 'Right Side View" and 'Left Side View." If submitting ni*6 •photographs than will fit on this page, use the Continuation Page, following. Building Photographs Continuation Page For Insurance Company Use: Building Street Address Qnduding Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number ZZBU /5 State L. city State /� � / F: ZIP ,� � 8 Carp" w�1C M�rber If submitting more photographs than will fit on the 'preceding page, affix the additional photographs below. Identify all photographs with: date taken; 'Front View' and 'Rear View'; and, If required, 'Right Side View' and 'Left Side View." ' t BUTTE COUNTY BUILDING DIVISION. APPROVE � t � • � r .� .: a .a F • is • � � t ` � } ` �' f i ' c ��;:- r -y. 4'f-�,.. � � SDS � -z Fi `1 +• ,;i� i 3.•.. �a.� _ i ��• NO. le EAN #� t ,! F \ , DESIGN CALCULATIONS FOR ABC JOB # 51-4316-01 F BUTTE COUNTY , BUILD;NG DiVISIOV APPRWD .. AMERICAN BUILDINGS COMPANY 1620 Carpenter Road, Modesto, CA 95351 Phone (209) 578-4200 Fax (209) 578-1244 May 12, 2006 Elite Steel Building Systems 51-4316-01 780 Indiana St. Mike McDonald Gridley, CA 95948 Durham, CA 95938 LRF 30'0" x 50'0" x 15'10" Gentlemen, This is to certify that metal building components furnished by American Buildings Company, an AISC-MB certified manufacturer, are scheduled for design in -our Modesto, CA office and for fabrication in our Carson City, NV plant. The members are designed to comply with the following loads specified in the Order documents: Design Loads: 1) psf Metal Building Dead Load (D) 2) 20.0 psf Roof Live Load (L) 3) 20R psf Frame Live Load (L) 4) 80.0 mph Wind Speed (W) I = 1.0, Exposure C 5) 0.0 psf Roof Snow Load (S) I = 0.9, Ce = 0.7, Pg = 0 psf 6) 1.0 psf Collateral Load (C) 7) 3 Seismic Zone, I = 1.0 (E) Soil Type = Sd Design Load Combinations: 1)D+C+L 2) D+W 3) D+C+E/1.4 This project is designed as an Enclosed Building. Accessories (doors, windows, etc.) by others must be designed as "components and cladding" in accordance to specific wind provisions of the referenced Code. Please note that unless otherwise specified on your Purchase Order, American Buildings Company Serviceability Standards (1996 MBMA/AISC criteria) will be used for design and fabrication of your order. These design loads and combinations are applied in accordance with the CBC 2001 building code. The design is in general accordance with the A.I.S.C. (Ninth Edition) and A.I.S.I. (1986) specifications with 1989 addendum. This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly designed foundation in accordanc 'th The American Buildings Company Erection Manual and American's drawings for the referenced job FESS/04, undersigned is not the engineer of record for the overall project. y�PyNE R Cordially, UJ C 64877 m Cr z * E .06-30.07 IVII Wayne R. Adler FOF AL�FO \ U Licensed Engineer, State of California i k �j�" Pamphlet AMERICAN BUILDINGS COMPANY CONTENTS SECTION 1, General Introduction and General Design Approach 1.1 Figure 1 - Clear Span Rigid Frame Building 1.2 Selected References 1.3 SECTION 2, Rigid Frame 5.3 Explanations and Methods of Analysis 2.1-2.3 Lateral Deflection of Frames 2.4 Rigid Frame Analysis 5.5 SECTION 3, Endwalls and Rod Bracing 5.6 Explanations and Methods of Analysis 3.1 Figure 4 - Column and Beam Endwall Bracing 3.2 Figure 5 - Column and Beam Endwall Rod Bracing 3.3 Nomenclature 3.4 Endwall Frame Analysis SECTION 4, Purlin and Girt Section Properties 4.1 Purlin and Girt Analysis SECTION 5, Panels Panel Profiles and Engineering Properties (LongSpan III) 5.1 Panel Profiles and Engineering Properties (Architectural III) 5.2 Panel Profiles and Engineering Properties (Architectural "V" Rib) 5.2b Panel Profiles and Engineering Properties (Standing Seam II) 5.3 Panel Profiles and Engineering Properties (Standing Seam 360) 5.3a Panel Profiles and Engineering Properties (Shadow) 5.4 Panel Profiles and Engineering Properties (16" Loc -Seam) 5.5 Panel Profiles and Engineering Properties (12" Loc -Seam) 5.6 Panel Profiles and Engineering Properties (Multi -Rib) 5.7 Panel Profiles and Engineering Properties (Seam Loc) 5.8 SECTION 6, Miscellaneous. Standard Specifications 6.1 Notes for ABC Job # 51-4316-01 Mike McDonald 1. The frames at the left endwall (FL. 1) and right endwall (FL. 3) are not designed to accommodate any future additions. 2. New structure by ABC is designed as a fully enclosed building. 3. It is the responsibility of others, i.e. the engineer of record, to ensure that all structural systems and components not by ABC interact compatibly with ABC structural systems and components. See calculation package for deflection requirements of ABC frames and materials. 4. A 1.0 psf of collateral load was used for roof members in ABC design as requested. No special provisions have been made for concentrated point loads on frames or purlins. *0 0 Page LOAD -1 Fri May 12 16:31:35 2006 Job#: 51431601 Ver. 26.0 AMERICAN BUILDINGS COMPANY GENERAL DESIGN LOADING INFORMATION Building Code: 2001 California State Building Code Roof Dead Load: 1.500 psf Collateral Load: 1.000 psf Roof members not supporting ceiling but supporting sprinklers, lighting, or other materials Occupancy Category: 1. Essential facilities 2. Hazardous facilities 3. Special occupancy structures ■ 4. Standard occupancy Structures 5. Miscellaneous structures Exposure (Terrain) Category: B. Terrain with buildings, forest, or surface irregularities covering at least 20% of the ground area extending 1 mile or more from the site ■ C. Terrain which is flat and generally open, extending to 1/2 mile or more from the site in any full quadrant D. Areas with basic wind speeds (fastest mile) of 80 mph or greater and terrain that is flat and unobstructed facing large bodies of water Uniform Roof Live Load Not To Be Less Than: Value As Defined By Selected Code Uniform Roof Snow Load•Not To Be Less Than: Value As Computed In Compliance With Selected Code Snow Exposure Category: 1. Roofs located in generally open terrain extending for one-half mile or more from the structure 2. Structures located in densely forested or sheltered areas M 3. All other structures Occupancy Classification for Snow: 1. Essential Facilities 2. Buildings where the primary occupancy is for assembly use for more than 300 persons 0 3. Agricultural Buildinq_s 4. All others Rain•On Snow Surcharge: ■ Building official does not require rain on snow surcharge Building official requires rain on snow surcharge but it can be disregarded where roof slopes exceed 1/2:12 (4.2% slope) or where the basic ground snow load exceeds 50 psf (2.394 N/sq.m.) Ground Snow Load: 0.000 psf Basic Wind Speed (fastest mile): 80.000 mph Open Condition: 0 Enclosed Partially enclosed Unenclosed Seismic Zone: 0 1 2A 2B ■ 3 4 3 Soil Profile Type: S(A) Hard Rock S(B) Rock S(C) Very Dense Soil and Soft Rock ® S(D) Stiff Soil S(E) Soft Soil S(F) See code for description Seismic Source Type: A. Faults that are capable of producing large magnitude events and that have a high rate of seismic activity ® B. All faults other than Types A and C C. Faults that are not capable of producing large magnitude earthquakes and that have a relatively low rate of seismic activity Closest Distance To Known Seismic Source: 100.000 km Deflection Limits for Roofs: Live Load: L/150 Snow Load: L/180 - Wind Load: None Roof Load: None Deflection Limits for Walls: Wind Load: L/120 (10 -year recurrence) Maximum Limiting Check Ratio: 1.03 Plate/Bar Yield Strength: 55.00 ksi 4 • C!3 Z --� I CJ27- 7? ► �3��U� J 10 5 r -r. gamed Openings Calcfations Job Number 51-4316-01 Engineer JW American Buildings Company --- -- -'-"- - "------ Module 1 ❑ FSW BAY ❑ RSW BAY ❑ LEW BAY ❑✓ REW BAY DIMENSIONS ❑ No Stress Increase MSA SECONDARY FRAME OUTPUT 0) Span length (column to column) 30.00 ft Wind pressure 17.90 psf 1.0 First door width (b) 12.00 ft Suction coefficient -1.20 First door height 10.00 ft Pressure coefficient 0.93 ' Second door width 12.00 ft Suction -21.48 psf Second door height 14.00 ft Pressure 16.65 psf Distance from left column to 1" jamb 2.00 ft Design spacing, jamb supp. 9.00 in Distance between doors- -- 2.00 ft_ --- Allowable Stress Ratio 1.03 Ht. of the girt/eave after jamb support 17.10 ft Distance from header to jamb support 1.60 ft 1st PANEL CONDITION Distance from header to jamb support 1.60 ft- 2nd Jamb Support(s) R = 0.65 Deflection (standard is 1_190 for 50 yr. wind) L/ 90 See comment window for R values ''4rr•+. y,,.- `•^ ,ix,� Door Is 2 0 feeY.from column check:corner column weak axis bending10 ' Header R = 0.65 Jambs R = 0.65 •zrr,. "('"`^">• F qa xuv , ....r. , r xc> r.. an ."5%, m'm •z �'a,. r. ,.....w's ___ __ __ __ __ See comment windows for R values Wall Girt Depth OQ g" O 9.5" O 12" ' Nested (2) Girts? Q YES Stress Increase = 1.33 Use Different Depth Jamb Support? ❑ NO Use Hot -Rolled Channels? O Yes No Use Hot Rolled Jambs? - ❑ NO ` Distance Between Lateral Supports (in). N/A in Use Different Depth Jambs? ❑ NO Channel Depth Selection O C8 O C9 O CIO Reduced sectional properties were used for cold formed members _ Max. Girt Spacmga 7.33 It �, r.,ry 'f �"c�a xrg , v>,t•'" � wr if e �, ;ay�•�`. , TryHot Rolled Sectiont'�� 'xi�'{+,x� ;mak.. `+...AL whr»dska<. ': aM"-`:'VNai•tr ...�...�'!w.. +'.4�t.T•..���:�SMtS.Y. �� ��..".w'>'..'Gt'.d:.i-nF�. tW.t'f`�i�iA'u '�, RC'r c)lAMYi PHFlPFl 4Pm 10.00 . r�.� 14 ga. First Door - ---- -- Second Door *minimum 14 ga..1or jamb and muminmm11 __- - Section - S.R. - On,ax --- - -- - ---- Section S.R. -- --- --- - Amax deader. Jambs 8C14 0.35 L/674 804 0.63 - L/277 i *All members are designed as simple - Header 8C14 0.05 L/5330 8C14 0.05 L/5330 Span. Reduced sectional properties were used for cold formed members 17.10 S 30.00 Framed Opening Calculation V 1.5 5/12/2006 5:12 PM _ 1 14.00 Door Header , 10.00 Door Header 710 L� a Second Door E E a. E J c First Door E o o 0 O U O U 2.00 14.00 16.00 28.00 17.10 S 30.00 Framed Opening Calculation V 1.5 5/12/2006 5:12 PM ..... ... - ... / - ../ t,8— - . ..... . F -I & I P 9AF 7-F-9 BUT C Uf W1 V,,q AT (C—A L S Lo Fo UsE (G) A7,25 BOLTS Alt) a F R = TO tL05;-7 To P'C>D/,?— I. • SECTI®N 1 GENERAL • American BuIdin s Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV -LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH The information contained within the pamphlet is a .technical description of an American metal building. It represents the application of the most modern methods of mathematics and engineering to the design of a building. Its purpose is to provide interested reviewers with the necessary design calculations, and other documentation required to readily verify structural integrity. Figure 1 is a drawing of an American building, illustrating the typical load carrying members; i.e., rigid frames, endwalls, purlins, girts, bracing and panels. A clear span rigid frame building was selected for this purpose; however, any of American's other standard designs, as described in the standard specifications for American Buildings Company pre-engineered Metal buildings, could also have been used to illustrate the basic building components. All designs are in strict accordance with the latest editions of AISC and AISI specifications, whichever is applicable. The stress distributions in all load carrying members are obtained by the most applicable methods of the universally accepted elastic theory, as applied to indeterminate structures. A digital computer is used for many of the complex and laborious design calculations. American buildings are designed to meet the most severe conditions of load combinations set by the specified building code, but not less than the following: a) Building dead plus roof live load (or snow) uniformly distributed over the horizontal projection of the roof area. b) Building dead load plus wind load applied as pressure and suction normal to the building surfaces. c) Building dead load plus wind load plus 1/2 roof snow load. d) Building dead load plus roof snow load plus 1/2 wind load. Other combinations and applications of loads are incorporated into the design of a building when required. Occasionally these special design conditions can not be handled through one of our standard design formats. If this occurs, special hand calculations will be included. Subsequent sections of this report present the detailed design calculations and their necessary explanations. These are Section 2, Rigid Frame; Section 3, Column and Beam Endwall; Section 4, Purlins and Girts; Section 5, Roof and Wall Panels and Section 6, Miscellaneous and Special Conditions. SUBJECT.:TO"CHANGE;WITHOUTNOTICE:: �, <'7•EFFECTIVE: "SEPTEMBER 1,4997 Section 1 Page 1 9 a OL �•UV� American Bu, dings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH GO�U ENO�,P�� FIGURE 1 SUBJECT,TO GRANGE VVITNOU.T.NOTICE' r ' ", r 'a: EF.FEGTIVE; SEPTEMBER,1;` 1992 Section 1 Page 2 10 American B din s Company 1) Manual of Steel Construction, A.I.S.C. 1989, Ninth Edition with Supplement No. 1. 2) "Single Span Rigid Frames in Steel", by John D. Griffiths, A.I.S.C., 1984. 3) North American Specification for the Design of Cold Formed Steel Structural Members, NASPEC, 2001 Edition. 4) Structural Steel Design, by L.S. Beedle, et al, Fritz Engineering Laboratory, Civil Engineering Department, Lehigh University, 1962. 5) Metal Building Systems Manual, 2002 Edition. ? SUBJECT•TO,CHANGEAWITHOUT-,NOT/CE, Section 1 Page 3 11 SECTION 2 RIGID FRAME 12 American Bt9ding�/y�s Company of 6- d Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH Rigid frame analysis and design is a very exacting task. American Buildings Company has developed a computer program that permits detailed analysis and design to be performed for steel frames. The following is a brief description of this program. Essentially the program combines the STIFFNESS METHOD of structural design theory with MATRIX mathematics operations. All of this is possible by the utilization of digital computer capabilities. The inherent speed of the computations permits the use of elaborate mathematical techniques which would be impossible by hand computations. These techniques along with the completely rigorous structural theory approach give technically precise and accurate results. The program consists of seven portions which are as follows: 1) Geometry input 2) Loading input and Stiffness Computation 3) Equivalent Forces Computations 4) Solution for Displacements 5) Reactions and Member Force Computation 6) Stress Analysis 7) Design Decisions Geometry: The general structural configuration that the program can analyze or design is depicted in Figure 2. It shows a gable frame with vertical sidewalls, and a roof sloping downward on both sides of the ridge. The rafters may be supported at intermediate points by interior columns. Each sidewall column or rafter may be composed of a number of segments; these segments may be prismatic or tapered, with "I" shaped cross-sections. The interior columns must be prismatic, but may be "I" sections or pipes. The bases of sidewalls and interior columns may be at different levels. The left and right sidewall heights and roof slopes may be unequal. SUBJECT'TO CHANGE WITHOUT'NOTICE j "• " x <'? �:.,_,..,,:EFF.ECT,IV.E„SEP.•TEMBER;1;`1997 Section 2 Page 1 13 American Butdin s Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH FIGURE 2 Typical Configuration of Frame Support and Loadings: The column bases may be specified pinned or fixed; the tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed dead and live loads and wind loads are considered to be transmitted to the frame at and by the girts and purlins which are at specified spacings. In addition, concentrated forces and moments may be specified at any location on the frame, thus permitting the inclusion of overhangs, cranes, and bracket loads, etc.. Input: The input to the program consists of information on building geometry, web depths at critical locations, column locations, girts and purlins, loading descriptions, material properties and stress criteria. If analysis only is required, the member cross-section details are input. If it is to be designed, inventories of flanges sizes and web thicknesses, and pipe sizes are used. SUBJECT.TO.CHANGE- WITHOUT NOTICE; A.,t,;' . ;' •:" t f �s:;EFFECTIVE•SEFTEMBER;.9;=.1997 Section 2 Page 2 14 !f.. _r��G� .•vim Analysis: Arnencan Bcdtdin s Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH In the analysis option no decision making is done concerning member selection. From the information supplied, which includes all member sizes, the program develops the precise centerline geometry of the frame. The analysis is carried out on the line configuration, composed of straight line segments ("Members") defined by the joints and other junction points called "Nodes". All the loads are transformed into equivalent forces and moments and applied at Node Points. The direct stiffness method of matrix structural elastic analysis is adopted.. The member stiffnesses are computed, and superposed to yield the force -displacement relations for the entire frame. Stiffness coefficients and equivalent end actions for tapered members are obtained by numerical analysis. The Nodal displacements for the specified support and loading conditions are solved by a matrix block recursion routine. The support reactions and member end forces and moments are then calculated. Finally, the most critical and shear stresses along each member are computed, and checked against allowable criteria according to AISC Specifications. The most critical stresses are those with the greatest ratio when compared to allowable stresses. The program analyzes the frame for each specified loading combination. Design: In the design option, a frame is determined by an iterative process of analysis and design. Initiated by the Analysis of a frame approximated from the specified flange, web and pipe inventories, the design proceeds in cycles of analysis, criteria checks, selection of fresh sections, and reanalysis until a satisfactory frame is obtained. When the design is complete, the program will analyze and check the frame for each specified loading combination. Output: The output may be requested at various levels of detail. The basic output consists of a listing of input data, centerline geometry, reactions, member end reactions, Nodal displacements, member sizes, criteria checks, bolted connections, anchor bolts and base plates. More exhaustive information may be extracted if desired. SUBJECT TO CHANGE. WITHOUT NOTICE; f _ '-":'vEFFEC,T.IVE; SEPTEMBER 1, 1997 Section 2 Page 3 15 American Butdin s Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH In accordance with section C5.6, Metal Building Manufacturers Association (MBMAP'86), many metal building systems are designed with moment -resistant frames aligned in the transverse direction to resist lateral loading. Experience has shown that the lateral deflection of the frames under wind loading is far less than predicted by the usual analytical procedures. Consideration of just three factors undoubtedly accounts for most of this apparent anomaly: 1) drift calculations are traditionally based on full design loads, 2) the usual analytical procedures are based on "bare" frames (skin action of the roof diaphragms is neglected) and the moment -rotation stiffnesses of the "pinned" bases are taken as zero, and 3) load sharing has not been taken into account. Bare frame deflections are given on the computer printout for each node point. By considering the complete metal building system, the lateral deflection could be reduced to as much as 1/10 of that for the bare frame. The lateral deflection limitation is based upon the judgment of the design engineer unless specified otherwise. I,SUBJECT.•TO CHANGE WITHOUT'NOTICE <<EF.FEC.TIVE. SEP.TFMBER:1,';1997 Section 2 Page 4 16 AMERICAN BUILDINGS COMPANY MSA 26.0 Page 1 of 20 Job:51431601 C:\ABCP\FRAMES\51431601.01A 5/12/06 4:392M STEEL FRAME ANALYSIS AND DESIGN BY THE DIRECT STIFFNESS METHOD ALL DESIGN IN ACCORDANCE WITH 89 AISC AND MBMA AS APPLICABLE BUILDING DESCRIPTION - - RF @ FL 2 51431601 FRAME WIDTH ,BAY SPACING ROOF SLOPES INT. COLUMNS MEMBERS NODES 30.000 ft ✓ 31.250 ft. 2 0 4 5 ✓ LEFT WALL SLOPE W/VERT. GIRT DEPTH. TYP. GIRT SPACE --------------- 0.000/ 12.0 8.00 in. 42.00 in. NODE LOCATION WEB DEPTH CONNECTION BASE 1 0.000 ft. 10.000 in. PINNED EAVE 2 15.833 ft. 15.000 in. RIGID ROOF SLOPE 1 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN SPACE --------------- 2.000/ 12.0 8.00 in. 52.76 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 2 0.000 ft. 15.000 in. RIGID , RIGHT END 3 15.000 ft. 15.000 in. RIGID ROOF SLOPE 2 SLOPE W/HORIZ. PURLIN DEPTH TYP. PURLIN.SPACE --------------- -2.600/ 12.0 8.00 in. 52.76 in. NODE LOCATION WEB DEPTH CONNECTION LEFT END 3 15.000 ft. 15.000 in. RIGID RIGHT END 4 30.000 ft. 15.000 in. RIGID RIGHT WALL SLOPE W/VERT. GIRT DEPTH TYP. GIRT SPACE --------------- 0.000/ 12.0 8.00 in. 42.00 in. NODE LOCATION WEB DEPTH CONNECTION EAVE 4 15.833 ft. 15.000 in. RIGID BASE 5 0.000 ft. 10.000 in. PINNED 17 MSA 26.0 Page 2 of 20 Job:514316O1 C:\ABCP\FRAMES\514316O1.01A 5/12/06 4:39PM MEMBER SIZES OUTER FLANGE WEB INNER FLANGE WEB-TO-FLANGE YIELD STRESS MEMBER WIDTH THICKNESS THICKNESS WIDTH THICKNESS WELD FLANGE WEB (inches) (inches) (inches) (inches) (ksi) (ksi) 1 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 2 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 3 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 4 5.00 X 0.2500 0.1345 5.00 X 0.2500 0.1250 55.0 55.0 FRAME SELF-WEIGHT AS APPLIED DEAD LOAD MEMBER MEMBER WEIGHT CONNECTION WEIGHT (lbs) (lbs) 1 209.6 27.8 2 214.3 21.5 3 214.3 27.8 4 209.6 Total: 848.0 77.2 as MSA 26.0 Job:51431601 NODE 1 2 3 4 5 C:\ABCP\FRAMES\51431601.01A X (in.) 13.50 16.00 180.00 344.00 346.50 NODE COORDINATES Y (in.) 0.00 176.45 203.78 176.45 0.00 Page 3 of 20 5/12/06 4:39PM b9 MSA 26.0 Job:514316O1 C:\ABCP\FRAMES\514316O1.01A LOAD CASE 1 : D+C No Stress Check; No Deflection Limits Page 4 of 20 5/12/06 4:39PM UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 0.00 3.50 0.00 0.00 0.00 0.00 -----------------------------------------------7----------------------------------- LOAD CASE 2 D No Stress Check; No Deflection Limits UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 0.00 2.50 0.00 0.00 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 3 L No Stress Check; L/60 H Deflection Limit; L/180 V Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) / 12.00 0.00 0.00 0.00 0.00 0.00 0.00 ----------------------------------------------------------------------------------- LOAD CASE 4 : WL^ No Stress Check; L/45 H Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 17.86 0.00 0.00 -0.70 -0.70 0.00 ----------------------------------------------------------------------------------- LOAD CASE 5 : W1-> No Stress Check; L/45 H Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 17.86 0.00 0.79 -0.90 -0.70 -0.50 ----------------------------------------------------------------=------------------ LOAD CASE 6 : W1<- 0 MSA 26.0 Page 5 of 20 Job:51431601 C:\ABCP\FRAMES\51431601.01A 5/12/06 4:39PM No Stress Check; L/45 H Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 17.86 ----------------------------------------------------------------------------------- 0.00 -0.50 -0.70 -0.90 0.79 LOAD CASE 7 : W2-> No Stress Check; L/45 H Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf). (psf) 0.00 17.86 ----------------------------------------------------------------------------------- 0.00 0.79 0.30 -0.70 -0.50 LOAD CASE 8 : W2< - No Stress Check; L/45 H Deflection Limit UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 17.86 ------------------------------------------------------------------------------------ 0.00 -0.50 -0.70 0.30 0.79 LOAD CASE 9 : E-> No Stress Check; No Deflection Limits UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 15.83 0.80 0.00 0.00 2 4 ----------------------------------------------------------------------------------- 15.83 0.80 0.00 0.00 LOAD CASE 10 : E< - No Stress Check; No Deflection Limits UNIFORM LOADS * WIND COEFFICIENTS * LIVE WIND DEAD * Cl C2 C3 C4 (psf) (psf) (psf) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1 0 0. MSA 26.0 Page 6 of 20 Job:51431601 C:\ABCP\FRAMES\51431601.01A 5/12/06 4:392M * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 15.83 -0.80 0.00 0.00 2 4 15.83 ----------------------------------------------------------------------------------- -0.80 0.00 0.00 LOAD CASE 11 : nE-> No Stress Check; No Deflection Limits UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) 0.00 0.00 0.00 * WIND COEFFICIENTS * * Cl C2 C3 C4 * 0.00 0.00 0.00 0.00 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 15.83 1.90 0.00 0.00 2 4 15.83 ----------------------------------------------------------------------------------- 1.90 0.00 0.00 LOAD CASE 12 : QE< - No Stress Check; No Deflection Limits UNIFORM LOADS LIVE WIND DEAD (psf) (psf) (psf) 0.00 0.00 0.00 * WIND COEFFICIENTS * * Cl C2 C3 C4 * 0.00 0.00 0.00 0.00 * * CONCENTRATED LOADS * * LOAD COMPONENTS LOAD NO. LINE NO. * LOCATION * HORIZONTAL VERTICAL MOMENT * (ft.) * (kips) (kips) (kip -ft) 1 1 15.83 -1.90 0.00 0.00 2 4 15.83 ----------------------------------------------------------------------------------- -1.90 0.00 0.00 LOAD CASE 13 D+C + L Check By ASD; No Deflection Limits Highest check ratio achieved in this load case = 0.506 ----------------------------------------------------------------------------------- LOAD CASE 14 D + WL^ Check By ASD With 1/3 Increase; No Deflection Limits Highest check ratio achieved in this load case = 0.190 Z MSA 26.0 Page 7 6f 20 Job:51431601 C:\ABCP\FRAMES\51431601.01A 5/12/06 4:39PM LOAD,CASE 15 : D + W1-> Check By ASD With 1/3 Increase; No Deflection Limits Highest check ratio achieved in this load case = 0.706 ----------------------------------------------------------------------------------- LOAD CASE 16 : D + W1< - Check By ASD With 1/3 Increase; No Deflection Limits Highest check ratio achieved in this load case = 0.706 ----------------------------------------------------------------------------------- LOAD CASE 17 : D + W2-> Check By ASD With 1/3 Increase; No Deflection Limits Highest check ratio achieved in this load case = 0.942 ----------------------------------------------------------------------------------- LOAD CASE 18 : D + W2< - Check By ASD With 1/3 Increase; No Deflection Limits Highest check ratio achieved in this load case = 0.942 LOAD CASE 19 D+C + 0.71E-> Check By ASD With 1/3 Increase; No Deflection Limits Highest check ratio achieved in this load case = 0.230 ----------------------------------------------------------------------------------- LOAD CASE 20 D+C + 0.71E< - Check By ASD With 1/3 Increase; No Deflection Limits Highest check ratio achieved in this load case = 0.230 ----------------------------------------------------------------------------------- LOAD CASE 21 : 0.71D+C + 0.59.QE-> Check By ASD Special Seismic; No Deflection Limits ---------------------------------------------------------------------------------- LOAD CASE 22 0.71D+C + 0.59nE<- Check By ASD Special Seismic; No Deflection Limits ----------------------------------------------------------------------------- LOAD CASE 23 : 0.53D+C + 0.59QE-> Check By ASD Special Seismic; No Deflection Limits ---------------------------------------------------------------------------- LOAD CASE 24 0.53D+C + 0.59QE<- Check By ASD Special Seismic; No Deflection Limits 23 V 24 MSA 26.0 Page 8 of 20 Job:51431601 C:\ABCP\FRAMES\5.1431601.01A 5/12/06 4:39PM MAXIMUM CHECK RATIOS PER 1989 AISC OUTER FLANGE * WEB * INNER FLANGE * OUTER FLG WEB SHEAR INNER FLG MEM WIDTH THICK * THICK * WIDTH THICK * RATIO LOAD RATIO LOAD RATIO LOAD (in) (in) (in) (in) (in) 1 5.00 0.2500 0.1345 5.00 0.2500 0.690 17 0.214 15 0.942 17 2 5.00 0.2500 0.1345 5.00 0.2500 0.649 17 0.426 13 0.686 18 3 5.00 0.2500 0.1345 5.00 0.2500 0.649 17 0.426 13 0.686 18 4 5.00 0.2500 0.1345 5.00 0.2500 0.690 17 0.214 15 0.942 17 V 24 MSA 26.0 Page 9 of 20 Job:51431601 C:\ABCP\FRAMES\51431601.01A 5/12/06 4:39PM 25 BOLTED SPLICE SUMMARY PLATE * BOLTS WIDTH/ * * CONNECTION RESISTANCE * MOMENT THICK. * ROWS GAGE DIA. * TENSION COMPRESSION MOMENT * ARM YT YC NODE (in.) * LINES (in.)* (kips) (kips) (kip -ft) * (in.) (in.) (in.) 2 5.00X TOP 2 2 0.750 51.0 56.8 61.5 13.70 5.02 1.60 0.500 BOT. 2 2 0.750 51.0 51.7 60.3 14.09 5.02 1.19 3 5.00X TOP 2 2 0.750 30.3 30.6 37.8 14.90 0.69 0.13 0.375 BOT. 2 2 0.750 30.3 31.9 38.6 14.90 0.69 0.13 4 5.00X TOP 2 2 0.750 51.0 56.8 61.5 13.70 5.02 1.60 0.500 BOT. 2 2 0.750 51.0 51.7 60.3 14.09 5.02 1.19 25 MSA 26.0 Job:51431601 * * SUP. * NODE 1 1 2 5 0 C:-\ABCP\FRAMES\51431601.01A FRAME SUPPORTS BASE PLATE THICKNESS WIDTH (in.) (in.) 0.375 6.000 0.375 6.000, * LENGTH * NO (in.) 11.000 4 11.000 4 Page 10 of 20 5/12/06 4:39PM ANCHOR BOLTS DIAMETER AREA (in.) (in2) 0.750 1.767 0.750 1.767 26 CONNECTION DESIGN FORCES AT SUPPORTS BOLT RESISTANCE LOAD HORIZONTAL VERTICAL MOMENT SHEAR TENSION NODE CASE (kips) (kips) (kip -ft) (kips) (kips) 1 1 0.40 2.10 -0.00 2 0.30 1.63 -0.00 3 1.17 5.63 -0.00 4 -1.21 -5.86 0.00 5 -5.93 -10.20 0.00 6 2.56 -3.20 -0.00 7 -5.72 -3.50 0.00 8 4.43 0.15 -0.00 9 -0.80 -0.85 0.00 10 0.80 0.85 -0.00 11 -1.90 -2.01 0.00 12 1.90 2.01 -0.00 13 1.57 7.73 0.00 17.67 35.34 14 -0.91 -4.23 -0.00 23.56 47.12 15 -5.63 -8.56 0.00 23.56 47.12 16 2.85 -1.56 -0.00 23.56 47.12 17 .-5.42 -1.86 0.00 23.56 47.12 18 4.73 1.78 -0.00 23.56 47.12 19 -0.18 1.50 0.00 23.56 47.12 20 0.97 2.71 -0.00 23.56 47.12 21 -0.82 0.44 0.00 17.67 35.34 22 1.41 2.81 -0.00 17.67 35.34 23 -0.88 0.15 0.00 17.67 35.34 24 1.35 2.51 -0.00 17.67 35.34 5 1 -0.40 2.10 0.00 2 -0.30 1.63 -0.00 3 -1.17 5.63 0.00 4 1.21 -5.86 0.00 5 -2.56 -3.20 0.00 6 5.93 -10.20 -0.00 7 -4.43 0.15 -0.00 8 5.72 -3.50 -0.00 9 -0.80 0.85 -0.00 10 0.80 -0.85 0.00 11 -1.90 2.01 -0.00 12 1.90_ -2.01 0.00 13 -1.57 7.73 -0.00 17.67 35.34 26 0 MSA 26.0 Page 11 of 20 Job:51431601 C:\ABCP\FRAMES\51431601.01A 5/12/06 4:39PM 14 0.91 -4.23 -0.00 23.56 47.12 15 -2.85 -1.56 -0.00 23.56 47.12 16 5.63 -8.56 0.00 23.56 47.12 17 -4.73 1.78 -0.00 23.56 47.12 18 5.42 -1.86 -0.00 23.56 47.12 19 -0.97 2.71 0.00 23.56 47.12 20 0.18 1.50 -0.00 23.56 47.12 21 -1.41 2.81 0.00 17.67 35.34 22 0.82 0.44 -0.00 17.67 35.34 23 -1.35 2.51 0.00 17.67 35.34 24 0.88 0.15 -0.00 17.67 35.34 27 MSA 26.0 Job:51431601 C:\ABCP\FRAMES\51431601.01A SUPPORT REACTIONS CASE 1 : D+C SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.40 2.10 -0.00 2 5 -0.40 2.10 0.00 CASE 3 L SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 1.17 5.63 -0.00 2 5 -1.17 5.63 0.00 CASE 5 W1-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -5.93 -10.20 0.00 2 5 -2.56 -3.20 0.00 CASE 7 : W2-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -5.72 -3.50 0.00 2 5 -4.43 0.15 -0.00 CASE 9 E-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.80 -0.85 0.00 2 5 -0.80 0.85 -0.00 CASE 11 : nE-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.90 -2.01 0.00 2 5 -1.90 2.01 -0.00 CASE 13 : D+C + L SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 1.57 7.73 0.00 2 5 -1.57 7.73 -0.00 CASE 15 : D + W1-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -5.63 -8.56 0.00 2 5 -2.85 -1.56 -0.00 CASE 17 : D + W2-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -5.42 -1.86 0.00 2 5 -4.73 1.78 -0.00 CASE 19 : D+C + 0.71E-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT Page 12 of 20 5/12/06 4:39PM CASE 2 : D SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.30 1.63 -0.00 2 5 -0.30 1.63 -0.00 CASE 4 WL^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -1.21 -5.86 0.00 2 5 1.21 -5.86 0.00 CASE 6 : Wl<- SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 2.56 -3.20 -0.00 2 5 5.93 -10.20 -0.00 CASE 8 W2< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 4.43 0.15 -0.00 2 5 5.72 -3.50 -0.00 CASE 10 : E< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 0.80 0.85 -0.00 2 5 0.80 -0.85 0.00 CASE 12 : QE< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 1.90 2.01 -0.00 2 5 1.90 -2.01 0.00 CASE 14 : D + WL^ SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.91 -4.23 -0.00 2 5 0.91 -4.23 -0.00 CASE 16 : D + W1< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 2.85 -1.56 -0.00 2• 5 5.63 -8.56 0.00 CASE 18 : D + W2< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 4.73 1.78 -0.00 2 5 5.42 -1.86 -0.00 CASE 20 : D+C + 0.71E< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT Z 8 MSA 26.0 1Page 13 of 20 Job:51431601 C:\ABCP\FRAMES\51431601.01A 5/12/06 4:39PM (kips) (kips) (kip -ft) 1 1 -0.18 1.50 0.00. 2 5 -0.97 2.71 0.00 CASE 21 : 0.71D+C + 0.5952E-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.82 0.44 0.00 2 5 -1.41 2.81 0.00 CASE 23 : 0.53D+C + 0.5952E-> SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 -0.88 0.15 0.00 2 5 -1.35 2.51 0.00 (kips) (kips) (kip -ft) 1 1 0.97 2.71 -0.00 2 5 0.18 1.50 -0.00 CASE 22 :.0.71D+C + 0.5952E< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 1.41 2.81 -0.00 2 5 0.82 0.44 -0.00 CASE 24 0.53D+C + 0.5952E< - SUPPORT NODE HORIZONTAL VERTICAL MOMENT (kips) (kips) (kip -ft) 1 1 1.35 2.51 -0.00 2. 5 0.88 0.15 -0.00 29 MSA 26.0 Job:51431601 CASE 1 : D+C Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 -0.019 3 0.000 4 0.019 5 0.000 CASE 3 : L Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 -0.057 3 0.000 4 0.057 5 0.000 CASE 5 : W1-> Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 2.398 3 2.322 4 2.253 5 0.000 CASE 7 : W2-> Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 .3.142 3 3.113 4 3.096 5 0.000 CASE 9 : E-> Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 0.576 3 0.575 4 0.576 5 0.000 C:\ABCP\FRAMES\51431601.01A NODAL DISPLACEMENTS Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 0.001 -0.003 -0.001 -0.121 0.000 -0.003 0.001 0.000 -0.001 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 0.002 -0.007 -0.002 -0.361 0.000 -0.007 0.002 0.000 -0.002 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 -0.022 -0.019 -0.002 0.458 0.003 0.037 -0.008 0.000 -0.016 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 -0.026 -0.039 -0.006 0.139 0.004 0.044 -0.008 0.000 -0.024 Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0..000 -0.004 -0.007 -0.001 -0.000 0.001 0.007 -0.001 0.000 -0.004 CASE 6 : W1< - L/45 Horizontal None Vertical HORIZONTAL NODE (in.) 1 0.000 2 -2.253 3 -2.322 4 -2.398 5 0.000 CASE 8 : W2< - L/45 Horizontal None Vertical HORIZONTAL NODE (in.) 1 0.000 2 -3.096 3 -3.113 4 -3.142 5 0.000 CASE 10 : E< - None Horizontal None Vertical HORIZONTAL NODE (in.) 1 0.000 2 -0.576 3 -0.575 4 -0.576 5 0.000 Page 14 of 20 5/12/06 4:39PM Deflection Limit: None Deflection Limit: None VERTICAL ANGULAR (in.) (rad.) 0.000 0.000 -0.002 -0.001 -0.091 0.000 -0.002 0.001 0.000 -0.000 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 -0.002 0.008 0.002 0.372 -0.000 0.008 -0.002 0.000 0.002 Deflection Limit CASE 2 : D None (in.) Horizontal None 0.016 Vertical 0.008 0.458 HORIZONTAL -0.019 NODE (in.) 0.022 1 0.000 2 -0.014 3 0.000 4 0.014 5 0.000 CASE 4 : WL^ L/60 Horizontal L/180 Vertical HORIZONTAL NODE (in.) 1 0.000 2 0.058 3 -0.000 4 -0.058 5 0.000 CASE 6 : W1< - L/45 Horizontal None Vertical HORIZONTAL NODE (in.) 1 0.000 2 -2.253 3 -2.322 4 -2.398 5 0.000 CASE 8 : W2< - L/45 Horizontal None Vertical HORIZONTAL NODE (in.) 1 0.000 2 -3.096 3 -3.113 4 -3.142 5 0.000 CASE 10 : E< - None Horizontal None Vertical HORIZONTAL NODE (in.) 1 0.000 2 -0.576 3 -0.575 4 -0.576 5 0.000 Page 14 of 20 5/12/06 4:39PM Deflection Limit: None Deflection Limit: None VERTICAL ANGULAR (in.) (rad.) 0.000 0.000 -0.002 -0.001 -0.091 0.000 -0.002 0.001 0.000 -0.000 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 -0.002 0.008 0.002 0.372 -0.000 0.008 -0.002 0.000 0.002 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad_) 0.000 0.016 0.037 0.008 0.458 -0.003 -0.019 0.002 0.000 0.022 Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 0.024 0.044 0.008 0.139 -0.004 -0.039 0.006 0.000 0.026 L/45 None L/45 None L/45 None Deflection Limit: None Deflection Limit: None VERTICAL ANGULAR (in.) (rad.) 0.000 0.004 0.007 0.001 0.000 -0.001 -0.007 0.001 0.000 •0.004 CASE 11 : QE-> CASE 12 : QE<- 30 MSA 26.0 Job:51431601 Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 1.368 3 1.365 4 1.368 5 0.000 CASE 13 : D+C + Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 -0.076 3 0.000 4 0.076 5 0.000 CASE 15 : D + Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 2.384 3 2.322 4 2.267 5 0.000 CASE 17 : D + Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 3.128 3 3.113 4 3.111 5 0.000 CASE 19 : D+C Horizontal Vertical HORIZONTAL NODE (in.) 1 0.000 2 0.392 3 0.410 4 0.430 5 0.000 C:\ABCP\FRAMES\51431601.01A Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 -0.010 -0.016 -0.003 -0.000 0.002 0.016 -0.003 0.000 -0.010 L Deflection Limit: Deflection Limit: VERTICAL ANGULAR (in.) (rad.) 0.000 0.003. -0.010 -0.003 -0.482 0.000 -0.010 0.003 0.000 -0.003 W1-> Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 -0.021 -0.021 -0.003 0.367 0.003 0.035 -0.007 0.000 -0.017 W2-> Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 -0.025 -0.041 -0.007 0.048 0.004 0.042 -0.008 0.000 -0.024 0.71E-> Deflection Limit Deflection Limit VERTICAL ANGULAR (in.) (rad.) 0.000 -0.003 -0.008 -0.002 -0.121 0.001 0.002 -0.000 0.000 -0.004 Page 15 of 20 5/12/06 4:392M None Horizontal Deflection Limit: None None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.010 2 -1.368 0.016 0.003 3 -1.365 0.000 -0.002 4 -1.368 -0.016 0.003 5 0.000 0.000 0.010 CASE 14 : D + WL^ None Horizontal Deflection Limit: None None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.001 2 0.044 0.006 0.002 3 -0.000 0.280 -0.000 4 -0.044 0.006 -0.002 5 0.000 0.000 0.001 CASE 16 : D + W1< - None Horizontal Deflection Limit None Vertical Deflection Limit HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.017 2 -2.267 0.035 0.007 3 -2.322 0.367 -0.003 4 -2.384 -0.021 0.003 5 0.000 0.000 0.021 CASE 18 : D + W2< - None Horizontal Deflection Limit None Vertical Deflection Limit HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.024 2 -3.111 0.042 0.008 3 -3.113 0.048 -0.004 4 -3.128 -0.041 0.007 5 0.000 0.000 0.025 CASE 20 : D+C + 0.71E< - None Horizontal Deflection Limit None Vertical Deflection Limit HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.004 2 -0.430 0.002 0.000 3 -0.410 -0.121 -0.001 4 -0.392 -0.008 0.002 5 0.000 0.000 0.003 CASE 21 : 0.71D+C + 0.5952E-> Horizontal Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR None None None None None None CASE 22 : 0.71D+C + 0.59QE<- Horizontal Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR 31 MSA 26.0 Page 16 of 20 Job:514316O1 C:\ABCP\FRAMES\51431601.01A 5/12/06 4:39PM NODE (in.) (in.,). (rad.) 1 0.000 0.000 -0.006 2 0.791 -0.012 -0.003 3 0.803 -0.091 0.001 4 0.819 0.008 -0.001 5 0.000 0.000 -0.007 CASE 23 : 0.53D+C + 0.5952E-> Horizontal Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 -0.006 2 0.793 -0.011 -0.002 3 0.803 -0.072 0.001 4 0.816 0.008 -0.002 5 0.000 0.000 -0.007 NODE (in.) (in.) (rad.) 1 0.000 0.000 0.007 2 -0.819 0.008 0.001 3 -0.803 -0.091 -0.001 4 -0.791 -0.012 0.003 5 0.000 0.000 0.006 CASE 24 : 0.53D+C + 0.5952E< - Horizontal Deflection Limit: None Vertical Deflection Limit: None HORIZONTAL VERTICAL ANGULAR NODE (in.) (in.) (rad.) 1 0.000 0.000 0.007 2 -0.816 0.008 0.002 3 -0.803 -0.072 -0.001 4 -0.793 -0.011 0.002 5 0.000 0.000 0.006 32 MSA 26.0 Page 18 of 20 Job:51431601 C:\ABCP\FRAMES\51431601.01A 5/12/06 4:39PM FLANGE BRACE LOCATIONS SEQ# P/G# REQD? LEFT COLUMN BASE 1 1 No 2 2 Yes 3 3 No (Knee) LEFT EAVE 4 3 Yes 5 2 No 6 1 Yes (Ridge) ROOF SLOPE CHANGE 7 1 Yes (Ridge) 8 2 No 9 3 Yes RIGHT EAVE 10 3 No (Knee) 11 2 Yes 12 1 No RIGHT COLUMN BASE 33 • SECTION 3 0 ENDWALLS AND ROD BRACING 34 American But in a � gs Company Plant Locations: Eufaula, AL - Birmingham, AL - El Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH Calculations supporting the structural integrity of the endwall framing and tension rod bracing are presented in this section. Endwall components included in the analysis are the roof beam, corner columns, interior columns and, if necessary, tension bracing. In addition, the analysis contains the designs for the roof and sidewall tension bracing. Figure 4 of this section, illustrates these members schematically, along with the loadings imposed on them. The endwall roof beam is designed for the specified load combinations using the moments for a continuous beam. The interior and corner columns are designed as-. - pinned -end compression members under the dead plus live loading. For the horizontal wind load, the interior columns are designed as simple beams. The wind forces exerted on the sidewalls are resisted where possible by the wall diaphragm or by tension bracing. The roof bracing are tension members which transfer the wind forces on the ends of the buildings to the eave where the sidewall bracing carries the sum of the forces to the foundation. Figure 5 shows the forces acting on the bracing. Page 4 of this Section defines the nomenclature used in the computer printout that follows. The printout lists the results of the stress analysis on the above building members. Included in the results are the actual and allowable stresses controlling the design of the member. The allowable stresses are based on the yield stresses being 36 KSI for Rods, 50 KSI for hot -rolled mill sections, and 55 KSI for Cold formed and factory built-up sections. SUBJECT TO CHANGE WITHOUT.NOT.ICE- -; >• -.REVISED 'JUNE 11,,1998 Section 3 Page 1 t- '1 J LOADING F-- T RLCC RL2 RLI RLI RL2 RLCC LIVE + DEAD FRAMING American Bul dings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH RHA RHE RV4 RV2 RVj RVj RV2 RV4 WIND + DEAD WIND ON SIDEWALL WIND + DEAD WIND ON ENDWALL FIGURE 4 COLUMN AND BEAM ENDWALL BRACING SUBJECT. TO CHANGE :WITHOUT .NOTICE j ::' "' , :REVISED:MARCH 3,.99981 Section 3 Page 2 36 BLDG I American Bu dings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH XT- I I i I XT XANO ANG XT KT - (E RIGID FRAME CE RIGID FRAME CE RIGID FRAME RIGID FRAME -6„ T f f I f f RWF (3) RWF (2) RWF (2) RWF (3) PLAN I I I I � I I I I I RWF ENDWALL ELEVATION FIGURE 5 COLUMN AND BEAM ENDWALL ROD BRACING Section 3 Page 3 z 0 J J LTJ I) v7 IioJ �'�t►_ •';:JPO Arne'rican Bul dings Company Plant Locations: Eufaula, AL - Birmingham, AL - EI Paso, IL Carson City, NV - LaCrosse, VA Service Centers: Phenix City, AL - Pine Bluff, AR - Modesto, CA LaGrange, GA - Columbus, MS - Rocky Mount, NC - Jamestown, OH „SUBJECT. TO CHANGE WITHOUT NOTICE. >: EFFECTIVE'SEP-,TEMBER.1;' 1997 Section 3 Page 4 38 NOMENCLATURE AREA - Cross-sectional area of section (int) ANG - Angle tension bracing makes with direction of wind force. A TEN - Allowable tension force in rod or cable bracing AX F/ AX FOR - Actual axial force BN MOM - Bending moment BND RAT / BN RAT - Ratio of actual to allowable bending moment CB FOR - Actual tension force in rod or cable bracing COL HT - Column Height or beam length CWCH - Torsional Warping of "C" Section DL - Dead Load FA - Allowable axial stress FB - Allowable bending stress FBA - Actual bending stress F -K - Foot kips H BASE - Horizontal reaction at base of column INTERACTION RATIO - Combined axial and bending K - Kips LL - Live Load LEEWARD - Side in the direction toward which the wind blows MOMT - Bending moment MNT L - Bending moment left of a point MNT R - Bending moment right of a point QCH - Effective section factor for a "C" Section ROCH - Polar radius of gyration of "C" Section about the shear center RWF - Wind force resisted by tension bracing RX - Radius of gyration of a section about the major axis RY - Radius of gyration of a section about the minor axis RYT - Radius of gyration of a "T" section composed of the compression flange and 1/3 of the compression web of a section taken about an axis in the plane of the web. SHR L - Shear force left of a point SHR R - Shear force right of a point SHR RAT / SH RATIO - Ratio of actual to allowable shear forces SL - Snow Load ST FOR - Strut force SXT - Tension section modulus about major axis SXC - Compression section modulus about major axis TCH - Thickness of a "C" Section ULX - Unbraced length along major axis ULY - Unbraced length along minor axis V BASE - Vertical reaction at base of column V TOP - Horizontal reaction at top of column VJCH - Saint Venant torsion constant of "C" section VYCH - Minor axis moment of inertia of compression area of "C" section WINDWARD - Side upon which the wind blows WL - Wind Load WN FOR - Wind force resisted by tension bracing XOCH - Distance from shear center to centeroid of "C" Section along X axis „SUBJECT. TO CHANGE WITHOUT NOTICE. >: EFFECTIVE'SEP-,TEMBER.1;' 1997 Section 3 Page 4 38 Column and Beam Endwall Design Ver. 26.0. Page 1 American Buildings Company Eufaula, AL Fri May 12 16:03:41 2006 Job Name: 51431601 Job Part: 1 LEW BUILDING TYPE IS SINGLE GABLE ENDWALL TYPE IS POST AND BEAM BUILDING WIDTH = 30.000 ft BUILDING LENGTH = 50.000 ft LEFT HEIGHT = 15.833 ft RIGHT HEIGHT = 15.833 ft LEFT SLOPE = 2.000 :12 RIGHT SLOPE = 2.000 :12 BAY SPACING = 25.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 2001 California State Building Code and AISC 1989 Design Specifications BUILDING USE CATEGORY: 1. Essential facilities 2. Hazardous facilities 3. Special occupancy structures 04. Standard occupancy Structures S. Miscellaneous structures SNOW EXPOSURE CATEGORY: 1. Roofs located in generally open terrain extending for one-half mile or more from the structure 2. Structures located in densely forested or sheltered areas 03. All other structures ENCLOSURE CONDITION: OEnclosed Partially enclosed Unenclosed WIND EXPOSURE CATEGORY: B. Terrain with buildings, forest, or surface irregularities covering at least 20% of the ground area extending 1 mile or more from the site 0C. Terrain which is flat and generally open, extending to 1/2 mile or more from the site in any full quadrant D. Areas with basic wind speeds (fastest mile) of 80 mph or greater and terrain that is flat and unobstructed facing large bodies of water SEISMIC DATA Seismic coefficient Ca for soil profile D 0.360 Seismic coefficient Cv for soil profile D 0.540 I = Importance factor 1.000 Reliability factor p 1.500 Force to roof diaphragms = 1.00aIW 0.360W Force to wall diaphragma = p2.5CaIW/R n=1.5 R=5.0 0.270W Force to wall diaphragm connections = n2.5CaIW/R n=2.8 R=5.0 0.504W Force to braced frames = p2.5CaIW/R p=1.5 R=5.6 0.241W Force to braced frame connections = Q2.5CaIW/R n=2.2 R=5.6 0.354W Force to ordinary moment frames = p2.5CaIW/R. p=1.5 R=4.5 0.300W Force to ordinary moment frame connections = Q2.5CaIW/R n=2.8 R=4.5 0.560W Force to components Fp=4.00aIpWp Ip=1.0 1.440W DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 1.000 psf SNOW EXPOSURE FACTOR = 0.700 SNOW IMPORTANCE FACTOR = 0.900 SLOPE ROOF SNOW LOAD = 0.000 psf 39 • Column and Beam Endwall Design Ver. 26.0 Page 2 jj I� American Buildings Company Eufaula, AL Fri May -12 16:03:41 2006 Job Name: 51431601 Job Part: 1 LEW II DESIGN WIND VELOCITY = 80.000 mph WIND IMPORTANCE FACTOR = 1.000 *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.00 D+C 1.00 L 2 1.00 D 1.00 W+ 3 1.00 D 1.00 W- *** LOADS HORIZ VERT GROUP TYPE M FM TO CL D START psf/ psf/ -------- ---- - -- -- -- - ft ----- kips kips D+C UNIF R 0 0 0 0.00 ----- 0.00 ---- -4.00 D UNIF R 0 0 0 0.00 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -20.00 W+ UNIF R 0 0 0 0.00 0.00 32.15 W- UNIF R 0 0 0 0.00 0.00 32.15 W+ UNIF C 1 1 0 0.00 16.68 0.00 W- UNIF C 1 1 0 0.00 -21.43 0.00 W+ UNIF C 2 2 0 0.00 16.68 0.00 W- UNIF C 2 2 0 0.00 -16.08 0.00 W+ UNIF C 3 3 0 0.00 16:68 0.00 W- UNIF C 3 3 0 0.00 -21.43 0.00 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS MOMT END HORIZ VERT kip -ft ---- ft ----- psf ----- psf 0.00 30.00 0.00 ---- -4.00 0.00 30.00 0.00 -3.00 0.00 30.00 0.00 -20:00 0.00 30.00 0.00 32.15 0.00 30.00 0.00 32.15 0.00 0.00 16.68 0.00 0.00 0.00 -21.43 0.00 0.00 0.00 16.68 0.00 0.00 0.00 -16.08 0.00 0.00 0.00 16.68 0.00 0.00 0.00 -21.43 0.00 MEM DESCRIPTION LOCATION SPLICE PLATES SP BLT ROW BEND RT SHR RT -- ft -------- in in in in 1 w8X10 0.000 ------------------ 5 0.250 9.00 ---------- 2 0.50 ------- 0.787 ------ 0.099 2 W8X10 15.000 5 0.250 7.88 2 0.50 0.787 0.099 *** ENDWALL COLUMNS MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT ft ---- in in in in 1 W8X10 0.000 ------------------ 5 0.375 8.50 ---------- 2 0.75 ------- 0.053 ------ -- 0.000 2 W8X10 15.000 5 0.375 8.50 2 0.75 0.298 0.079 N 3 W8X10 30.000 5 0.375 8.50 2 0.75 0.053 0.000 *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED 40 Column and Beam Endwall Design Ver. 26.0 Page 3 American Buildings Company Eufaula, AL Fri May 12 16:03:42 2006 Job Name: 51431601 Job Part: 1 LEW CORNER COLUMN - @ RSW 7.333 CORNER COLUMN - @ FSW 7.333 RAFTER - REF PT FSW UPSLOPE 8.707 13.707 RAFTER - REF PT RIDGE DOWNSLOPE 1.500 6.500 41 0 0. Column and Beam Endwall Design Ver. 26.0 Page 4 American Buildings Company Eufaula, AL Fri May 12 16:03:42 2006 Job Name: 51431601 Job Part: 1 LEW II *** MINIMUM PURLIN STRUT SIZE BASZD ON ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE HORIZ ALLOWABLE kips kips --- ---- ------------ -- ---- ----- --------- 2 1 RF02 8Z15 1 2 2.13 7.85 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => kips kips ---- ------- ------- ----------- ---------- 1 4.3 0.0 1.0 D+C 1.0 L 2 -5.2 -2.1 1.0 D 1.0 W+ 3 -5.2 2.1 1.0 D 1.0 W- 4 0.7 0.0 1.0 D+C 5 3.6 0.0 1.0 L 6 -5.7 -2.1 1.0 W+ 7 -5.7 2.1 1.0 W- , 8 0.5 0.0. 1.0 D 4 4" L • Column and Beam Endwall Design Ver. 26.0 American Buildings Company Eufaula, AL Job Name: 51431601 Job Part: 1 REW BUILDING TYPE IS SINGLE GABLE ENDWALL TYPE IS BEARING FRAME El Page 1 Fri May 12 16:05:15 2006 BUILDING WIDTH = 30.000 ft BUILDING LENGTH = 50.000 ft LEFT HEIGHT = 15.833 ft RIGHT HEIGHT = 15.833 ft LEFT SLOPE = 2.000 :12 RIGHT SLOPE = 2.000 :12 BAY SPACING = 25.000 ft ROOF OVERHANG = 0.000 ft BUILDING CODE: 2001 California State Building Code and AISC 1989 Design Specifications BUILDING USE CATEGORY: 1. Essential facilities 2. Hazardous facilities 3. Special occupancy structures N4. Standard occupancy Structures 5. Miscellaneous structures SNOW EXPOSURE CATEGORY: 1. Roofs located in generally open terrain extending for one-half mile or more from the structure 2. Structures located in densely forested or sheltered areas 03. All other structures ENCLOSURE CONDITION: ■Enclosed Partially enclosed Unenclosed WIND EXPOSURE CATEGORY: B. Terrain with buildings, forest, or surface irregularities covering at least 20% of the ground area extending 1 mile or more from the site YC. Terrain which is flat and generally open, extending to 1/2 mile or more from the site in any full quadrant D. Areas with basic wind speeds (fastest mile) of 80 mph or greater and terrain that is flat and unobstructed facing large bodies of water SEISMIC DATA Seismic coefficient Ca for soil profile D 0.360 Seismic coefficient Cv for soil profile D 0.540 I = Importance factor 1.000 Reliability factor p 1.500 Force to roof diaphragms = 1.00aIW 0.360W Force to wall diaphragms = p2.5CaIW/R p=1.5 R=5.0 0.270W Force to wall diaphragm connections = Q2.5CaIW/R Q=2.8 R=5.0 0.504W Force to braced frames = p2.5CaIW/R p=1.5 R=5.6 0.241W Force to braced frame connections = 22.5CaIW/R Q=2.2 R=5.6 0.354W Force to ordinary moment frames = p2.5CaIW/R p=1.5 R=4.5 0.300W Force to ordinary moment frame connections = Q2.5CaIW/R n=2.8 R=4.5 0.560W Force to components Fp=4.00aIpWp Ip=1.0 1.440W DESIGN ROOF LIVE LOAD = 20.000 psf COLLATERAL LOAD = 1.000 psf SNOW EXPOSURE FACTOR = 0.700 SNOW IMPORTANCE FACTOR = 0.900 SLOPE ROOF SNOW LOAD = 0.000 psf 0 9 � Column and Beam Endwall Design Ver. 26.0 Page 2 American Buildings Company Eufaula, AL Fri May 12 16:05:15 2006 Job Name: 51431601 Job Part: 1 REW DESIGN WIND VELOCITY = 80.000 mph WIND IMPORTANCE FACTOR = 1.000 *** DESIGN LOAD COMBINATIONS CASE LOAD FACT GROUP => 1 1.00 D+C 1.00 L 2 1.00 D 1.00 W+ 3 1.00 D 1.00 W- 4 1.00 D 1.00 WTF1> 5 1.00 D 1.00 WTF2> 6 1.00 D 1.00 WTF3> 7 1.00 D 1.00 WTF4> 8 1.00 D 1.00 WTF1< 9 1.00 D 1.00 WTF2< 10 1.00 D 1.00 WTF3< 11 1.00 D 1.00 WTF4< 12 1.00 D+C 0.71 ETF+ 13 1.00 D+C 0.71 ETF - 14 0.71 D+C 0.59 QETF+ 15 0.71 D+C 0.59 nETF- 16 0.53 D+C 0.59 QETF+ 17 0.53 D+C 0.59 QETF- *** LOADS 44 HORIZ VERT GROUP TYPE M FM TO CL D START psf/ psf/ MOMT. END HORIZ VERT ---ft kips kips kip -ft ft psf psf D+C UNIF R 0 0 0 0.00 0.00 -4.00 0.00 30.00 0.00 -4.00 D UNIF R 0 0 0 0.00 0.00 -3.00 0.00 30.00 0.00 -3.00 L UNIF R 0 0 0 0.00 0.00 -20.00 0.00 30.00 0.00 20.00 W+ UNIF R 0 0 0 0.00 0.00 32.15 0.00 30.00 0.00 32:15 W- UNIF R 0 0 0 0.00 0.00 32.15 0.00 30.00 0.00 32.15 W+ UNIF C 1 1 0 0.00 16.68 0.00 0.00 0.00 16.68 0.00 W- UNIF C 1 1 0 0.00 -21.43 0.00 0.00 0.00 -21.43 0.00 W+ UNIF C 2 2 0 0.00 16.68 0.00 0.00 0.00 16.68 0.00 W- UNIF C 2 2 0 0.00 -21.43 0.00 0.00 0.00 -21.43 0.00 WTF1> UNIF C 1 1 0 0.00 14.06 0.00 0.00 0.00 14.06 0.00 WTF1> UNIF R 0 0 0 0.00 0.00 16.08 0.00 15.00 0.00 16.08 WTF1> UNIF R 0 0 0 15.00 0.00 12.50 0.00 30.00 0.00 12.50 WTF1> UNIF C 2 2 0 0.00 -8.93 0.00 0.00 0.00 -8.93 0.00 WTF2> UNIF C 1 1 0 0.00 14.06 0.00 0.00 0.00, 14.06 0.00 WTF2> UNIF R 0 0 0 0.00 0.00 -5.36 0.00 15.00 0.00 -5.36 WTF2> UNIF R 0 0 0 15.00 0.00 12.50 0.00 30.00 0.00 12.50 WTF2> UNIF C 2 2 0 0.00 -8.93 0.00 0.00 0.00 -8.93 0.00 WTF3> UNIF C 1 1 0 0.00 0.00 0.00 0.00 0.00 0.00 0:00 WTF3> UNIF R 0 0 0 0.00 0.00 0.00 0.00 15.00 0.00 0.00 WTF3> UNIF R 0 0 0 15.00 0.00 0.00 0.00 30.00 0.00 0.00 WTF3> UNIF C 2 2 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WTF4> UNIF C 1 1 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WTF4> UNIF R 0 0 0 0.00 0.00 0.00 0.00 15.00 0.00 0.00 44 • • Column and Beam Endwall Design Ver. 26.0 Page 3 American Buildings Company Eufaula, AL Fri May 12 16:05:15 2006 Job Name: 51431601 Job Part: 1 REW *** LOADS (continued) GROUP TYPE M FM TO CL D WTF4> UNIF WTF4> UNIF WTF1< UNIF WTF1< UNIF WTF1< UNIF WTF1< UNIF WTF2< UNIF WTF2< UNIF WTF2< UNIF WTF2< UNIF WTF3< UNIF WTF3< UNIF WTF3< UNIF WTF3< UNIF WTF4< UNIF WTF4< UNIF WTF4< UNIF WTF4< UNIF ETF+ CONC ETF- CONC ETF+ CONC ETF- CONC QETF+ CONC QETF- CONC QETF+ CONC QETF- CONC R 0 0 0 C 2 2 0 C 1 1 0 R 0 0 0 R 0 0 0 C 2 2 0 C 1 1 0 R 0 0 0 R 0 0 0 C 2 2 0 C 1 1 0 R 0 0 0 R 0 0 0 C 2 2 0 C 1 1 0 R 0 0 0 R 0 0 0 C 2 2 0 C 1 1 0 C 1 1 0 C 2 2 0 C 2 2 0 C 1 1 0 C 1 1 0 C 2 2 0 C 2 2 0 HORIZ VERT START psf/ psf/ ft kips kips 15.00 0.00 0.00 0.00 0.00 0.00 0.00 -8.93 0.00 0.00 0.00 12.50 15.00 0.00 16.08 0.00 14.06 0.00 0.00 -8.93 0.00 0.00 0.00 12.50 15.00 0.00 -5.36 0.00 14.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.00 0.00 0.00 0.00 0.00 0.00 14.03 0.54 0.00 14.03 -0.54 0.00 14.03 -0.54 0.00 14.03 0.54 0.00 14.03 1.01 0.00 14.03 -1.01 0.00 14.03 -1.01 0.00 14.03 1.01 0.00 FY COLD FORMED = 55.0 ksi FY HOT ROLLED = 50.0 ksi FY BUILT UP = 55.0 ksi *** ENDWALL RAFTERS MEM DESCRIPTION LOCATION SPLICE PLATES ft in in in ---------------------- ------------------ 1 W10x12 0.000 5 0.375 15.13 2 W10x12 15.000 5 0.375 15.13 MOMT kip -ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 END HORIZ VERT ft psf psf 30.00 0.00 0.00 0.00 0.00 0.00 0.00 -8.93 0.00 15.00 0.00 12.50 30.00 0.00 16.08 0.00 14.06 0.00 0.00 -8.93 0.00 15.00 0.00 12.50 30.00 0.00 -5.36 0.00 14.06 0.00 0.00 0.00 0.00 15.00 0.00 0.00 30.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.00 0.00 0.00 30.00 0.00 0.00 0.00 0.00 0.00 SP BLT ROW BEND RT in ---------- ------- 4 0.75 0.692 4 0.75 0.692 SHR RT 0.150 0.150 45 U Column and Beam Endwall Design Ver. 26.0 American Buildings Company Eufaula, AL Job Name: 51431601 Job Part: 1 REW *** ENDWALL COLUMNS r1 L.J Page 4 Fri May 12 16:05:16 2006 MEM DESCRIPTION LOCATION BASE PLATES A BLT ROW BEND RT SHR RT CT ft ---------------------- in in in in 1 WlOX12 0.000 ------------------ 5 0.375 ----------------- ------ -- 10.50 2 0.75 0.642 0.084 2 WlOX12 30.000 5 0.375 10.50 2 0.75 0.642 0.084 *** FRAME BRACE SUMMARY LOCATION IN FT FROM REF PT COLUMN REF PT IS FROM THE COLUMN BASE. RAFTERS ARE AS NOTED CORNER COLUMN - @ FSW 7.333 12.333 CORNER COLUMN - @ RSW 7.333 12.333 RAFTER - REF PT FSW UPSLOPE 4.457 8.707 13.707 RAFTER - REF PT RIDGE DOWNSLOPE 1.500 6.500 10.750 I 46 Column and Beam Endwall Design Ver. 26.0 Page 5 I� American Buildings Company Eufaula, AL Fri May 12 16:05:16 2006 Job Name: 51431601 Job Part: 1 �REW II *** MINIMUM PURLIN STRUT SIZE BASED ON'ENDWALL COLUMN LOADS COL LINE FPLAN SECTION DN CASE• HORIZ ALLOWABLE kips kips --- ---- ------------ -- ---- ----- --------- CORNER COLUMN SIDESWAY SUMMARY COL 1 .WORST 2 CASES SHOWN ALLOWABLE CORNER COLUMN SIDESWAY = H/ 42 LOAD GROUP ACT HORZ DISP ALL HORZ DISP RATIO in in -----7---- ------------- ------------- ----- WTF2> 4.132 4.309 0.959 23 WTF2< 4.068 4.309 0.944 27 *** CORNER COLUMN SIDESWAY SUMMARY COL 2 WORST 2 CASES SHOWN ALLOWABLE CORNER COLUMN SIDESWAY = H/ 42 LOAD GROUP'ACT HORZ DISP ALL HORZ DISP RATIO in in ---------- ------------- ------------- ----- WTF2> 4.068 4:309 0.944 23 WTF2< 4.132 4.309 0.959 27 47 • Column and Beam Endwall Design Ver. 26.0 American Buildings Company Eufaula, AL Job Name: 51431601 Job Part: 1 REW • Page 6 Fri May 12 16:05:16 2006 *** MAXIMUM ENDWALL REACTIONS AND DESIGN LOAD COMBINATIONS CASE M VERT M HORZ LOAD FACTOR / LOAD GROUP => ---- kips ------- kips ------- 1 4.5 1.0 ----------- 1.0 ---------- D+C 1.0 L 2 -5.6 -2.8 1.0 D 1.0 W+ 3 -5.6 1.0 1.0 D 1.0 W- 4 -3.6 -2.9 1.0 D 1.0 WTF1> 5 -1.0 -2.9 1.0 D 1.0 WTF2> 6 0.5 _ 0.1 1.0 D 1.0 WTF3> 7 0.5 0.1 1.0 D 1.0 WTF4> 8 -3.6 -2.9 1.0 D 1.0 WTF1< 9 -1.0 -2.9 1.0 D 1.0 WTF2< 10 0.5 0.1 1.0 D 1.0 WTF3< 11 0.5 0.1 1.0 D 1.0 WTF4< 12 1.1 0.5 1.0 D+C 0.7 ETF+ 13 1.1 0.5 1.0 D+C 0.7 ETF - 14 0.6 0.4 0.7 D+C 0.6 QETF+ 15 0.6 0.4 0.7 D+C 0.6 nETF- 16 0.6 0.4 0.5 D+C 0.6 nETF+ 17 0.6 0.4 0.5 D+C 0.6 nETF- 18 0.7 0.2 1.0 D+C 19 3.8 0.8 1.0 L 20 -6.1 -2.9 1.0 W+ 21 -6.1 0.8 1.0 W- 22 -4.1 -3.1 1.0 WTF1> 23 -1.5 -3.0 1.0 WTF2> 24 0.0 0.0 1.0 WTF3> 25 0.0 0.0 1.0 WTF4> 26 -4.1 -3.1 1.0 WTF1< 27 -1.5 -3.0 1.0 WTF2< 28 0.0 0.0 1.0 WTF3< 29 0.0 0.0 1.0 WTF4< 30 0.5 0.5 1.0 ETF+ 31 -0.5 -0.5 1.0 ETF - 32 0.5 0.1 1.0 D 33 1.0 1.0 1.0 QETF+ 34 -1.0 -1.0 1.0 QETF- American Buildings Company • Minimum Seismic And Wind Forces o ces ( UBC97/CBC2001 ) Job Number: 51-4316-01 Engineer: JW owwing Geometry inrormauon Transverse Direction(Interior): Building Width = 30.00 ft. Roof Weight Wj 0 % Snow = Transverse Direction (End): psf Building Length = 50.00 ft. Weight of Sidewall = _6.00 psf FSW Eave Height = _ 15.00 ft. Weight of Endwall = _2.00 _2.00 psf Ridge From FSW = 16.00 ft. Longitudinal Partition WT. = 0.00 psf _ Roof Pitch = 2 /12 Quantity of Longitudinal Part. = _ 0 Canopy Width @ FSW = 0.00 ft. Transverse Partition WT. = 0.00_ psf Canopy Width @ RSW = 0.00 ft. Quantity of Transverse Part. = 0 Max. Interior Bay Trib. = 31.25 ft. Building End Bay Trib. = 12.80 ft Longitudinal Special Weight = 0.00 kips _ Transverse Special Weight = 0.00 _ kips Torsional Bracing: O Yes OQ No Least Number of Braced Bay Per Sidewall = 1 nigra rrdme intenor t.oiumn tnrormdaon Number of Interior Column = 0 Top Connection: OO pinned O Fixed �elYFIJL lnrarmdaan Transverse Direction(Interior): R = 4.50 S2o = 2.80 rmax = 0.63 Transverse Direction (End): R = 4.50 S2o = 2.20 Longitudinal Direction: R = 5.60 Q, = 2.20 rmax = 0.50 Soil = SD Vj Na = N/A N, = _ N/A Ca = 0.36 Zone = :3 :. i Seismic I = _1.00_ Wind/Seismic Forces in Transverse Direction Interior Bay Tributary Width = 31.25 ft End Bay Tributary Width = 12.8 ft 1. Wind Load Total Load = PW` B' H/2 = 6.4 Kips 2. Seismic Load p =2-20/(rmax*AB^0.5) = 1.17 W = 6.6 Kips V = 2.5'Ca'I'W/R = 1.3 Kips E = p+V = 1.5 Kips Em = Qo'V = 3.7 Kips 1. Wind Load Total Load = PW' B' H/2 = 2.6 Kips 2. Seismic Load p =2-20/(rmax#AB10.5) = 1.17 W = 2.7 Kips V = 2.5Ca'I"W/R = 0.5 Kips E = p*V = 0.6 Kips Em = Q0*V = 1.2 Kips Wind'/Seismic Forces in, Longitudinal Direction 1. Wind Load Total Load = P,"B' H/2 = 5_7 Kips 2. Seismic Load (Accidental Torsion Included) p =2-20/(rmax*ASAO .5) = 1.00 W = 10.0 Kips V = 2.5`Ca"I'W/R = 1.8 Kips E = p+V = 1_8 Kips Em = QO*V = 3_9 Kips Version 2.3.2 Quality And Service Author: WWI Time ... All The Time 4:12 PM5/12/2006 ,� `� vis � �4•N : l•..G.. , t---� /fit/) << 1. 1 G���Saeeq` vT 31� J-7 q 6 � ► Tu 50 tL C7 h� Vis" Oc'5!6j �rL-) (1-e� ly xS` V-%i-rt Svt y- "-, cti t.�.-. fay -.r— �6 •, 51 PZ -5 � r r 51371 L 69 t;c-§- 81-0 lm� i I ` -4 C& �v- SECTION 4 PURLIlN AND GIRT American Buildings Company o �' AMERICAN BUILDINGS COMPANY'S Standard Purlins and Girls are light gage 8" x 2 1/2" "Z" and "C", 9 1/2" x 3" "Z" and "C" and 12" x 3 1/2" "Z" and "C" sections (with stiffened flanges) cold formed from 55,000 psi yield steel. The fully braced section properties and capacities computed in accordance with 2001 North American Specifications are as follows: DIMENSIONS. PROPERTIES AND CAPACITIES (� 3/4'• Y 3 1/8" 1.. 21 I 1 I T T T T T X- -X g.. X- -X 91/2' X- -X 12" 8" X- -X 912 X- -X 50L 50�\, 50�\, 314" C 2 12" 7/8V" 3" jV.. 3 1/g" 2 12' /g.. - 3I 1 3/16" T 12" X- -X 13/16" SECTION THICKNESS WEIGHT T in. Ib./FT. AREA (in?) I■ (in °) (Full) S (in. in 1) (Effective) r. (in.) 1, (in.') (Full) S On.�) (Effective) r,. (in.) MAX. ALLOW' SHEAR KIPS MAX. ALLOW' MOMENT KIP -FT. 8Z16 0.060 2.87 0.84 8.09 1.74 3.10 1.22 0.32 1.20 2.60 4.77 8Z15 0.067 3.20 0.94 1 8.99 1.97 3.09 1.36 0.38 1.20 3.63 5.40 8Z14 0.077 3.68 1.08 10.28 2.35 3.09 1.54 0.47 1.20 5.53 6.44 8Z13 0.087 4.16 1.22 11.55 2.74 3.08 1.73 0.56 1.19 8.00 7.51 8212 0.099 4.73 1.39 13.05 3.15 3.08 1.95 0.66 1.19 10.82 8.66 9.5215 0.067 3.82 1.12 15.28 2.60 3.69 2.33 0.51 1.44 3.02 7.15 9.5Z14 0.077 4.39 1.29 17.48 3.17 3.68 2.66 0.58 1.44 4.59 8.70 9.5Z13 0.087 4.95 1.46 19.66 3.64 3.68 2.98 0.70 1.43 1 6.64 10.00 9.5Z12 0.099 5.64 1.66 22.24 4.32 3.67 3.36 0.85 1.43 9.81 11.86 12Z13 0.087 5.84 1.72 35.57 5.14 4.56 3.58 0.83 1.45 5.17 14.10 12Z12 0.099 6.65 1.96 40.29 6.21 4.55 4.04 1.01 1.44 7.64 17.04 12Z11 0.120 1 8.06 2.37 48.42 7.81 4.54 4.83 1.30 1.43 13.66 21.44 BC16 0.060 2.87 0.84 7.94 1.80 3.07 0.71 0.36 0.92 2.60 4.94 8015 0.067 3.20 0.94 8.82 2.05 3.07 0.79 0.40 0.92 3.63 5.62 8C14 0.077 3.68 1.08 10.06 2.46 3.06 0.89 0.47 0.91 5.53 1 6.74 8C13 0.087 4.16 1.22 1 11.29 2.81 1 3.06 0.99 0.53 0.91 8.00 7.70 8012 0.099 4.73 1.39 12.73 3.18 3.05 1.11 0.60 0.90 10.82 8.74 9.5C15 0.067 3.82 1.12 15.02 2.76 3.66 1.36 0.57 1.10 3.02 7.57 9.5014 0.077 4.39 1.29 17.16 3.26 3.65 1.55 0.66 1.10 4.59 8.95 9.5C13 0.087 4.95 1.46 19.27 3.80 3.65 1.72 0.75 1.09 6.64 10.42 9.5C12 0.099 5.64 1.66 21.78 4.46 3.64 1.94 0.85 1.09 9.81 12.24 12C13 0.087 5.84 1.72 35.23 1 5.62 4.53 2.21 0.87 1.13 1 5.17 1 15.44 12C12 0.099 6.65 1 1.96 1 39.84 6.64 4.52 1 2.48 1.00 1.13 7.64 18.23 12C11 0.120 8.06 1 2.37 1 47.78 7.96 4.51 1 2.94 1.22 1.12 13.66 21.85 'Stress Increase = 1.00 Moments and shears used in selecting "Z" and "C" sections and connections for the Purlin and Girls were found by the stiffness method of analysis. To meet varying load requirements, the "Z" and "C" members shall be of simple span or lapped Z-0", T-0", 4'-0", 5'-0" or 6-0" over the interior frames to form a continuous beam. The purlin sections were then designed for the maximum positive moments and for the moment and shear combination at the beginning and termination of the laps. The double "Z" and "C" sections were also checked for the maximum negative moments over the interior frames. SUSection 4 BJECT:TO.CNANGEWITHOUT NOTICE ' as �<-r.REV/SEDAPRiL•-;4,'2005� .• 1 r1 A M E R I C A N B U I L D I N G S C 0 M P A N Y F r o n t R o o f D e s i g n (typical) Designer: JW Version Number: Ver. 26.0 Job Number: 51431601, Module: 1 Date/Time: 05/12/06 04:05 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist R.Col.Elev Slope(F) Slope(R) No.BAYS LRF 30.000 ft 50.000 ft 15.000 ft 0.000 ft 2.000:12 2.000:12 2 --------------------------------------------------------------- : Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 15.833 ft 0.000 ft Left 1 C I 0.000 ft Rear: 15.833 ft 0.000 ft Right 1 S I 0.000 ft Building Code: 2001 California State Building Code Building Use Category For Snow: 3. Agricultural Buildings (Snow Importance Factor = 0.900) Building Use Category For Wind:. 4. Standard occupancy Structures (Wind Importance Factor = 1.000) Roof Dead Load = 1.500 psf Collateral Load = 1.000 psf Roof Live Load = 20.000 psf Ground Snow Load = 0.000 psf Snow Exposure Category: 3. All other structures (Snow Exposure Factor = 0.700) Roof Snow Load = 0.000 psf Wind Velocity = 80.000 mph Open Condition: Enclosed Wind Exposure Category: C. Terrain which is flat and generally open, extending to 1/2 mile or more from the site in any full quadrant Design Wind Pressure (Cladding and Secondary) = 17.862 psf --------------------------------------------------------------------------- Purlin locations on slope from peak to eave. Line Dist. Design Interesting AR L.edge R.edge Weight No. ---------------------------------------------------------------------- (ft) Spacing Line Clip zone pkg zone pkg (lbs) 1 1.500 4.000 Yes Yes(Uphill) 179.075 2 6.500 4.625 Yes 179.075 3 10.750 4.354 179.075 Pb4L--'-j Page 1 OU • 0 P A N E L Panel type: L3P26 Sx(top) = 0.039 in3; Sx(bottom) = 0.047 in3; Fy = 80 ksi ---------------------------------------------------------------------- Support purlin location (eave to ridge): 0.000 4.457 8.707 13.707 Applied loads and adjusted'loads: 0.940 psf= 0.927 to 0.927 lb/ft D 20.000 psf= 19.459 to 19.459 lb/ft L+ -46.442 psf= -46.442 to -46.442 lb/ft W(at eave corner)- -46.442 psf= -46.442 to -46.442 lb/ft• W(at peak corner)- -46.442 psf= -46.442 to -46.442 lb/ft W(at rake edge)- -46.442 psf= -46.442 to -46.442 lb/ft W(at eave edge)- -46.442 psf= -46.442 to -46.442 lb/ft W(at peak edge)'- -23.221 psf= -23.221 to -23.221 lb/ft W(typical)- 24.092 psf= 24.092 to 24.092 lb/ft W(typical)+ Load Combination: D + L+ Check By ASD; No Deflection Limit Net uniform load of 20.387 20.387 20.387 lb/ft Continuous spans of 4.457 4.250 5.000 ft Force = 42.330 ft -lb; Resistance = 116.'766 ft -lb; Check Ratio = 0.363 Load Combination: D + W(at eave corner)- . Check By ASD With 1/3 Increase; No Deflection Limit Net uniform load of -45.515 lb/ft On a simple span of 4.457 ft Force = -113.020 ft -lb; Resistance = -187.625 ft -lb; Check Ratio =0.602 Load Combination: D + W(at peak corner) - Check By ASD With 1/3 Increase; No Deflection Limit Net uniform load of -45.515 lb/ft On a simple span of 5.000 ft Force = -142.234 ft -lb; Resistance = -187.625 ft -lb; Check Ratio = 0.758 Load Combination: D + W(at rake edge) - Check By ASD With 1/3 Increase; No Deflection Limit Net uniform load of -45.515 -45.515 -45.515 lb/ft Continuous spans of 4.457 4.250 5.000 ft Force = 105.182 ft -lb; Resistance = 155.689 ft -lb; Check Ratio = 0.676 Load Combination: D + W(at eave edge) - Check By ASD With 1/3 Increase; No Deflection Limit Net uniform load of -45.515 lb/ft On a simple span of 4.457 ft Force = -113.020 ft -lb; Resistance = -187.625 ft -lb; Check Ratio = 0.602 Load Combination: D + W(at peak edge) - Check By ASD With 1/3 Increase; No Deflection Limit Net uniform load of -45.515 lb/ft On a simple span of 5.000 ft Force = -142.234 ft -lb; Resistance = -187.625 ft -lb; Check Ratio = 0.758 Load Combination: D + W(typical)- Check By ASD With 1/3 Increase; No Deflection Limit r6 Page 2 of 6 Net uniform load of -22.294 -22.294 -22.294 lb/ft Continuous spans of 4.457 4.250 5.000 ft Force = 51.520 ft -lb; Resistance = 155.689 ft -lb; Check Ratio = 0.331 Load Combination: D + W(typical)+ Check By ASD With 1/3 Increase; No Deflection Limit Net uniform load of 25.019 25.019 25.019 lb/ft Continuous spans of 4.457 4.250 5.000 ft Force = 51.947 ft -lb; Resistance = 155.689 ft -lb; Check Ratio = 0.334 Load Combination: L+ No Stress Design; L/150 Deflection Limit Net uniform load of 19.459 19.459 19.459 lb/ft Continuous spans of 4.457 4.250 5.000 ft Force = 0.070 inches; Resistance = 0.400 inches; Check Ratio = 0.176 a7 Page 3of6 • P U R L I N • Roof interesting purlin line 2 (Designed Line) analysis details. Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing --------------------------------------------------------------------------- Cond Inset Inset Strip Suction Pressure Suction Pressure 4.625 ft B 0.458 ft 0.458 ft 3.000 ft -1.000 1.037 -1.800 1.037 Roof interesting purlin line 2 (Designed Line) analysis details. Design Data - Load Combinations No. Load Case Description --------------------------------------------------------------------------- 1 D+C + L+ 2 D- + W- 3 D+C + W- 4 D+C + W+ 5 L+ Check By ASD; No Deflection Limit Check By ASD With 1/3 Increase; No Deflection Limit Check By ASD With 1/3 Increase; No Deflection Limit Check By ASD With 1/3 Increase; No Deflection Limit No Stress Check; L/150 Deflection Limit Roof interesting purlin line 2 (Designed Line) analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID 6.843 No. Lap Lap Pts Mem Clip Case Ratio Check --------------------------------------------------------------------------- -(ft) 90.000 (ft) (ft) # # W- 1L -148.704 0.000 1L 0.458 8Z15 0.000 0.000 0 1 No 1 0.800 web crippling 1 -82.613 2.542 -82.613 24.542 7 UNIF W- 2 1 L/ 65 deflection 1 24.542 8Z15 0.000 2.917• 0 1 No 1 0.952 bending+crippling 5 L/ 296 deflection 2 24.542 8Z15 2.917 0.000 0 1 No 1 0.952 bending+crippling 5 L/ 296 deflection 2R 0.458 8Z15 0.000 0.000 0 1 No 1 0.800 web crippling 1 L/ 65 deflection Total design weight per run'= 179.075 lbs. Maximum stress ratio = 0.952. Roof interesting purlin line 2 (Designed,Line) Design Data - Applied loads No. Load Load Type Group Span Intensity analysis details. From Intensity . To --------------------------------------------------------------------------- lb/ft(kips) feet lb/ft feet 1 UNIF D- ALL 6.843 0.000 6.843 0.000 2 UNIF D+C ALL 11.343 0.000 11.343 0.000 3 UNIF L+ ALL 90.000 0.000 90.000 0.000 4 UNIF W- 1L -148.704 0.000 -148.704 0.458 5 UNIF W- 1 -148.704 0.000 -148.704 2.542 6 UNIF W- 1 -82.613 2.542 -82.613 24.542 7 UNIF W- 2 -82.613 0.000 -82.613 22.000 8 UNIF W- 2 -148.704 22.000 -148.704 24.542 Va Page 4 of 6 9 UNIF W- 2R 148.704 0.000 -148.704 0.458 10 UNIF W+ ALL 85.710 0.000 85.710 0.000 Roof interesting purlin line 1 (Designed Line) analysis details. Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure --------------------------------------------------------------------------- 4.000 ft B 0.458 ft 0.458 ft 3.000 ft -1.800 0.000 -1.800 0.000 Roof interesting purlin line 1 (Designed•Line) analysis details. Design Data - Load Combinations No. Load Case Description --------------------------------------------------------------------------- 1 D+C + L+ Check By ASD; No Deflection Limit 2 D- + W - Check By ASD With 1/3 Increase; No Deflection Limit 3 D- + WLIP- Check,By ASD With 1/3 Increase; No Deflection Limit 4 D- + WRIP- , Check By ASD With 1/3 Increase; No Deflection Limit 5 D- + WLIN- Check By ASD With 1/3 Increase; No Deflection Limit 6 D- + WRIN- 7 D+C + W - Check By ASD With 1/3 Increase; No Deflection Limit Check By ASD With 1/3 Increase; No Deflection Limit 8 D+C + 0.71EFL+ Check By ASD With 1/3 Increase; No Deflection Limit 9 L+ No Stress Check; L/150 Deflection Limit Roof interesting purlin line 1 (Designed Line) analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check • (ft) -----------------------------------------------------------I---------------- (ft) (ft) # # 1L 0.458 8Z15 0.0.00 0.000 0 1 No 1 0.695 web crippling 2 L/ 57 deflection 1 29.592 8215 0.000 2.917 0 1 No 5 0.987 compression+bending 9 L/ 341 deflection 2 24.542 8215 2.917 0.000 0 1 No 6 0.892 bending 9 L/ 341 deflection 2R 0.458 8Z15 0.000 0.000 0 1 No 1 0.695 web crippling 2 L/ ,57 deflection Total design weight per run = 179.075 lbs. Maximum stress'ratio = 0.987. Roof interesting purlin line 1 (Designed -Line) analysis details. Design Data - Applied loads No. Load Load Span Intensity From Intensity To Type Group # lb/ft(kips) feet lb/ft feet 5 9 Page 5 of 6 60 Page 6 of 6 -----------------------=------------------ 1 --- UNIF- D-------------------- ------- ALL --- 5.918 0.000 5.918 0.000 2 UNIF D+C ALL 9.810 '0.000 9.810 0.000 3 UNIF L+ ALL 77.835 0.000 77.835 0.000 4 UNIF W- ALL -128.607 0.000 -128.607 0.000 5 UNIF WLIP- ALL -128.607 0.000 -128.607 0.000 6 UNIF WRIP- ALL -128.607 0.000 -128.607 0.000 7 UNIF WLIN- ALL -128.607 0.000 -128.607 0.000 8 UNIF WRIN- ALL -128.607 0.000 -128.607 0.000 9 AXLD WLIP- 1 0.998 0.000 0.000 0.000 10 AXLD WLIN- 1 0.998 0.000 0.000 0.000 11 AXLD EFL+ 1 0.285 0.000 0.000 0.000 60 Page 6 of 6 0 0 0 A M E R I C A N B U I L D I N G S C 0 M P A N Y Front Side Wall Girt Design (typical) Designer: JW Version Number: Ver. 26.0 Job Number: 51431601, Module: 1 Date/Time: 05/12/06 04:01 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist R.Col.Elev Slope(F) Slope(R) No.BAYS LRF 30.000 ft 50.000 ft 15.000 ft 0.000 ft 2.000:12 2.000:12 2 --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 15.833 ft 0.000 ft Left 1 C I 0.000 ft Rear: 15.833 ft 0.000 ft Right 1 S I 0.000 ft Building Code: 2001 California State Building Code --------------------------------------------------------------------------- Building Use Category For Wind: 4. Standard occupancy Structures (Wind Importance Factor = 1.000) Wind Velocity = 80.000 mph Open Condition: Enclosed Wind Exposure Category: C. Terrain which is flat and generally open, extending to 1/2 mile or more from the site in any full quadrant Design Wind Pressure (Cladding and Secondary) = 17.862 psf --------------------------------------------------------------------------- Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure -------------------------- ------------------------------------------------ 6.167 ft B 0.458 ft 0.458 ft 3.000 ft -0.900 0.934 -1.200 0.934 Standalone wall girt line analysis details. Design Data - Load Combinations No. Load Case Description �'�16 , 3 -----------------------------------------------------=--------------- 1 W- 2 W+ Check By ASD With 1/3 Increase; No Deflection Limit 3 3/4W - Check By ASD With 1/3 Increase; No Deflection Limit No Stress Check; L/120 Deflection Limit 4 3/4W+ No Stress Check; L/120 Deflection Limit Standalone wall girt line analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check (ft) --------------------------------------------------------- (ft) (ft) # # 1L 0.458 8216 0.000 0.000 0 1 No 2 0.744 web crippling 2 L/ 57 deflection 1 24.542 8Z16 0.000 1.917 0 1 No 2 0.977 bending+shear 4 L/ 306 deflection 2 24.542 8Z16 1.917 0.000 0 1 No 2 0.977 bending+shear 4 L/ 306 deflection 2R 0.458 8216 0.000 0.000 0 1 No 2 0.744 web crippling 2 L/ 57 deflection Total design weight per run = 154.903 lbs. Maximum stress ratio = 0.977. cc Ci Page 1 of 2 L� Standalone wall girt line analysis details. Design Data - Applied loads • No. Load Load Span Intensity From Intensity To Type Group # --------------------------------------------------------------------------- lb/ft(kips) feet lb/ft feet 1 UNIF W- 1L -132.181 0.000 -132.181 0.458 2 UNIF W- 1 -132.181 0.000 -132.181 2.542 3 UNIF W- 1 -99.136 2.542 -99.136 24.542 4 UNIF W- 2 -99.136 0.000 -99.136 22.000 5 UNIF W- 2 -132.181 22.000 -132.181 24.542 6 UNIF W- 2R -132.181 0.000 -132.181 0.458 7 UNIF W+ ALL 102.853 0.000 102.853 0.000 fat Page 2 of 2 A M E R I C A N B U I L D I N G S C O M P A N Y Rear Side Wall Girt Design. (typical) Designer: JW Version Number: Ver. 26.0 Job Number: 51431601, Module: 1 Date/Time: 05/12/06 04:01 PM --------------------------------------------------------------------------- Type Width Length Ridge Dist R.Col.Elev Slope(F) Slope(R) No.BAYS LRF 30.000 ft 50.000 ft 15.000 ft 0.000 ft 2.000:12 2.000:12 2 --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 15.833 ft 0.000 ft Left- 1 C I 0.000 ft Rear: 15.833 ft 0.000 ft Right 1 S I 0.000 ft Building Code: 2001 California State Building Code --------------------------------------------------------------------------- Building Use Category For Wind: 4. Standard occupancy Structures (Wind Importance Factor = 1.000) Wind Velocity = 80.000 mph Open Condition: Enclosed Wind Exposure Category: C. Terrain which is flat and generally open, extending to 1/2 mile or more from the site in any full quadrant Design Wind Pressure (Cladding and Secondary) = 17.862 psf --------------------------------------------------------------------------- Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure --------------------------------------------------------------------------- 6.167 ft B 0.458 ft 0.458 ft 3.000 ft -0.900 0.934 -1.200 0.934 Standalone wall girt line analysis details. �S Design Data - Load Combinations No. Load Case Description -' --------------------------------------------------------------------------- 1 W- 2 W+ Check By ASD With 1/3 Increase; No Deflection Limit 3 3/4W - Check By ASD With 1/3 Increase; No Deflection Limit 4 3/4W+ No Stress Check; L/120 Deflection Limit No Stress Check; L/120 Deflection Limit Standalone wall girt line analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check (ft) ------------------------------------------------------------------- (ft) (ft) # # 2L 0.458 8Z16 0.000 0.000 0 1 No 2 0.744 web crippling 2 L/ 57 deflection 2 24.542 8Z16 0.000 1.917 0 1 No 2 0.977 bending+shear 4 L/ 306 deflection 1 24.542 8Z16 1.917 0.000 0 1 No 2 0.977 bending+shear 4 L/ 306 deflection 1R 0.458 8Z16 0.000 0.000 0 1 No 2 0.744 web crippling 2 L/ 57 deflection Total design weight per run = 154.903 lbs. Maximum stress ratio = 0.977. 63 Page 1 of 2 Standalone wall girt line analysis details. Design Data - Applied loads No. Load Load Span Intensity From Intensity To Type Group # --------------------------------------------------------------------------- lb/ft(kips) feet lb/ft feet 1 UNIF W- 2L -132.181 0.000 -132.181 0.458 2 UNIF W- 2 -132.181 0.000 -132.181 2.542 3 UNIF W- 2 -99,.136 2.542 -99.136 24.542 4 UNIF W- 1 -99.136 0.000 -99.136 22.000 5 UNIF W- 1 -132.181 22.000 -132.181 24.542 6 UNIF W- 1R -132.181 0.000 -132.181 0.458 7 UNIF W+ ALL 102.853 0.000 102.853 0.000 i4 Page 2 of 2 A M E R I C A N B U I L D I N G S C O M P A N Y Left End Wall Girt Design (typical) Designer: JW Version Number: Ver. 26.0 Job Number: 51431601, Module: 1 Date/Time: 05/12/06 04:01 PM ------------------------- ------------------------------------------------- Type Width Length Ridge Dist R.Col.Elev Slope(F) Slope(R) No.BAYS LRF 30.000 ft 50.000 ft 15.000 ft 0.000 ft 2.000:12 2.000:12. 2 --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 15.833 ft 0.000 ft Left 1 C I 0.000 ft Rear: 15.833 ft 0.000 ft Right ' 1 S I 0.000 ft Building Code: 2001 California State Building Code ------------------------------------------------- ------------------------- Building Use Category For Wind: 4. Standard occupancy Structures (Wind Importance Factor = 1.000) Wind Velocity = 80.000 mph Open Condition: Enclosed Wind Exposure Category: C. Terrain which is flat and generally open, extending to 1/2 mile or more from the site in any full quadrant Design Wind Pressure (Cladding and Secondary) = 17.862 psf --------------------------------------------------------------------------- Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure --------------------------------------------------------------------------- 6.167 ft I 0.000 ft 0.000 ft 3.000 ft -0.925 0.960 -1.225 0.960 Standalone wall girt line analysis details. Design Data - Load Combinations No. Load Case Description --------------------------------7------------------------- W_ Check ------------------------ W- Check By ASD With 1/3 Increase; No Deflection Limit 2 W+ 3 3/4w - Check By ASD With 1/3 Increase; No Deflection Limit No Stress Check; L/120 Deflection Limit 9 3/4W+ No Stress Check; L/120 Deflection Limit Standalone wall girt line analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check ---------------------------------------------------+ (ft) (ft) (ft) # # 1 15.000 8Z16 0.000 0.000 0 1 No ----------------------- 1 0.743 bending 2 15.000 8Z16 0.000 0.000 0 1 No 4 1 L/ 475 0.743 deflection bending 4 L/ 475,deflection Total design weight per run = 86.057 lbs. Maximum stress ratio = 0.743. Standalone wall girt line analysis details. Design Data - Applied loads 65 Page 1 of 2 • No. Load Load Type Group Span Intensity n u From Intensity To --------------------------------------------------------------------------- lb/ft(kips) feet lb/ft feet 1 UNIF W- 1 -134.935 0.000 -134.935 3.000 2 UNIF W- 1 -101.890 3.000 -101.890 15.000 3 UNIF W- 2 -101.890 0.000 -101.890 12.000. 4 UNIF W- 2 -134.935 12.000 -134.935 15.000 5 UNIF W+ ALL 105.710 0.000 105.710 0.000 66 Page 2 of 2 • • A M E R I C A N B U I L D I N G S C O M P A N Y Right End Wall Girt Design (typical) Designer: JW Version Number: Ver. 26.0 Job Number: 51431601, Module: 1 Date/Time: 05/12/06 04:55 PM -----------------.---------------------------------------------------------- Type Width Length Ridge Dist R.Col.Elev Slope(F) Slope(R) No.BAYS LRF 30.000 ft 50.000 ft 15.000 ft 0.000 ft 2.000:12 2.000:12 2 --------------------------------------------------------------------------- S.Wall Eave Ht. Lean -To Width E.Wall Type Col_Spc. Girt Type Overhang Front: 15.833 ft 0.000 ft Left 1 C I 0.000 ft Rear: 15.833 ft 0.000 ft Right 1 S I 0.000 ft Building Code: 2001 California State Building Code --------------------------------------------------------------=------------ Building Use Category For Wind: 4. Standard occupancy Structures (Wind Importance Factor = 1.000) Wind Velocity = 80.000 mph Open Condition: Enclosed Wind Exposure Category: C. Terrain which is flat and generally open, extending to 1/2 mile or more from the site in any full quadrant Design Wind Pressure (Cladding and Secondary) = 17.862 psf --------------------------------------------------------------------------- Design Z Left Right Edge -Int. Zone Coef- -Ext. Zone Coef- Spacing Cond Inset Inset Strip Suction Pressure Suction Pressure --------------------------------------------------------------------------- 6.167 ft I 0.000 ft 0.000 ft 3.000 ft -0.900 0.934 -1.200 0.934 Standalone wall girt line analysis details. �J Design Data - Load Combinations /L'( r/ ) No. Load Case Description % S --------------------------------------------------------------------------- 1 W- 2 w+ Check By ASD With 1/3 Increase; No Deflection Limit Check By ASD With 1/3 Increase; No Deflection Limit 3 3/4W- 4 3/4W+ No Stress Check; L/120 Deflection Limit No Stress Check; L/120 Deflection Limit Standalone wall girt line analysis details. Design Data - Summary Span Length Mark Left Right Brace Nest End Load Check Control ID No. Lap Lap Pts Mem Clip Case Ratio Check (ft) -------------------------------------------------------------------- (ft) (ft) # # lA 2.000 8Z16 0.000 0.000 0 1 No 1 0.038 shear 3 L/160590 deflection 1B 2.000 8Z16 0.000 0.000 0 1 No 2 0.030 shear 4 L/206382 deflection 1C 2.000 8216 0.000 0.000 0 1 No 1 0.038 shear 3 L/160590 deflection Total design weight per run = 17.211 lbs. Maximum stress ratio = 0.038. Standalone wall girt line analysis details. 67 Page 1 of 2 • • Design Data - Applied loads No. Load Load Span Intensity From Intensity To Type Group # --------------------------------------------------------------------------- lb/ft(kips) feet lb/ft feet 1 UNIF W- 1A -132.181 0.000 -132.181 2.000 2 UNIF W- 1B -99.136 0.000 -99.136 2.000 3 UNIF W- 1C -132.181 0.000 -132.181 2.000 4 UNIF W+ ALL 102.853 0.000 102.853 0.000 RIN Page 2of2 0 SECTION 5 PANELS • w t ���`• ..i�o� • American Buildings Company 1T a a 4• 30' 3/B' 3A' 7AT 914 1 77AT PANEL PROFILE PARTIAL CROSS SECTION Gage of . ' Panel No. of Spans Load Maximum Total Uniform Load in PSF Type San Lengths, Ft. 3.00.3.50,4.00 4.50 5.00 6.00 7.00 7.33 '. 1 POS 57 c 47 B+s 36 B+s 29 B+S 23 B+S 15 D 9 D 8 D NEG -85 B+s -64 B+S -44 D -31 D -22 D -13 D -8 D -7 D 2 POS 54 c 46 C 40 C 36 c 32 B+S 23 B+s 17 B+s 16 B+3 29 Ga. NEG 49 P 42 P -35 B+s -28 B+S -23 B+S -16 B+s -12 B+S -11 B+S 3 POS 61 c 53 c 46 c 41 c 37 c 27 D 17 D 15 D NEG -56 P 48 P 42 P -35 B+S -28 B+S -20 B+s -15 B+S -13 D 4 POS 59 C 51 C 44 c 39 c 35 C 26 S+s 18 D 16 D NEG -54 P 46 PP48 P -33 B+S -27 B+S -19 B+S -14 B+S -13 B+S 1 POS 100 B+S 74 B+S B+S 46 B+S 36 D 21 D 13 D 11 D NEG -119 B+S -88 D 0 -41 D -30 D -17 D -11 D -10 D 2 POS. 87 C 75 C C 54 B+S 44 B+S 31 B+S 23 B+s 21 B+S 26 Ga. NEG -64 P -55 P P -42 P -37 B+S -26 B+s -19 B+S -17 B+s 3 POS 99 C 85 C c 66 c 54 B+S 38 B+s 25 D 21 D NEG -72 P -62 P P -48 P 43 P -32 B+s -21 D -18 D 4 POS 96 C 1 821 C 72 c 62 B+S 51 B+s 36 B+S 26 D 23 D NEG -70 P -60 P -52 P -46 P 42 P -30 B+S -22 B+s -19 D 1 POS 141 B+S 104 B+S 80 B+S 63 B+S 50 D 29 D 18 D 16 D NEG -156 B+S -115 B+S -79 D -55 D -40 D -23 D -15 D -13 D 24 Ga.. 2 POS 136 C 114 B+S 88 B+s 70 B+s 57 B+S 40 B+s 29 B+S 27 B+S NEG -81 P -69 P -61 P 54 P -09 P -36 B+S 26 B+s -24 B+S 3 POS 155 c 133 C 109 B+S 87 B+S 71 B+S 49 B+S 34 D 30 D NEG -92 P -79 P -69 P -61 P -55 P -44 D -28 D -24 D 4 POS 149 c 1 128 c 102 B+S 81 B+S 1 66 B+S 46 B+S 34 B+S 31 B+S NEG -89 P -76 P -66 P -59 P -53 P 42 B+s -29 D -26 D 1' POS 186 B+S 137 B+S 105 B+S 83 B+S 68 B+S 40 D 25 D 22 D NEG -179 B+S -132 B+S -102 B+S -80 B+S -59 D -34 D -21 D -19 D 22 Ga. 2 POS 178 B+S 131 B+S 101 S+s 80 B+S 65 B+s 45 B+s 33 B+s 30 B+S NEG -114 P -96 P -86 P -76 P -67 B+S 47 B+s -35 B+S -31 B+S 3 220 C 163 B+s 126 B+s 100 B+S 81 S+S 56 B+s 42 B+s 36 B+S 130 P 111 P -98 P -87 P -78 P -58 B+S 40 D -35 D 4 �NEG_1251 206 B+S 153 B+s 117 B+s 93 B+S 76 B*S 53 B+s 39 B+5 35 a+S P 107 P -9q P 83 P -75 P -55 B+S 40 B+S -37 B+S 1. The panels were checked for bending (B), shear (S), combined bending and shear (B+S), deflection (D), web crippling (C), and panel pullover (P). The controlling check is noted in the table. Deflection was limited to span/150 2. Section Properties have been calculated in accordance with the 2001 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness was used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in the opposite direction. C',-SUBJECT.TO,CHANGE.WI-THOUT NOTICE REVISED SEPTEMBER 1,'2005 Section 5 Page 1 American Buildings Company 12" 4" 4" 4" 30" 1 1/4"7/32" 50"t �3/8" 3/8" 1 17/32" 3/4" PANEL PROFILE PARTIAL CROSS SECTION Gage of Panel No. of Spans Load Maximum Total Uniform Load in PSF Type San Lengths, Ft. 3.00 3.50 4.00 4.50 5.00 6.00 7.00 7.33 1 POS 57 C 49 C 43 C 38 C 28 D 16 D 10 D 9 D NEG -63 B+s -47 B+s -36 B+s -29 8+s -23 B+s -16 B+s -11 D -10 D 2 POS 54 C 46 e+s 35 B+s 28 B+s 23 B+s 16 B+S 12 B+S 11 B+s 29 Ga. NEG 49 P 42 P -37 P -33 P -30 P -23 B+S -17 a+S -16 B+S 3 POS 61 C 53 C 43 B+S 35 B+s 28 S+s 20 B+S 15 B+S 14 B+s NEG -56 P -48 P -42 P -37 P -34 P -28 B+S -21 B+S -19 D 4 POS 59 c 51 c 41 B+s 33 B+S 27 B+s 19 B+s 14 B+S 13 B+s NEG -54 P -46 P 40 P 36 P -32 P .26 B+S -20 B+s -18 B+s 1 POS 103 C 89 c 69 B+S 52 D 38 D 22 D 14 D 12 D NEG -10D B+s -74 B+s -57 B+S 46 B+s -37 B+s -26 B+S -16 D -14 D 2 POS 87 C 73 B+s 57 B+S 45 B+s 37 B+S 26 B+S 19 B+s 17 B+S 26 Ga. NEG -64 P -55 P -48 P 42 P 38 P -31 B+S -23-8+S -21 B+S 3 POS 99 c 85 c 70 B+s 56 B+s 46 B+s 32 S+s 24 e+s 21 B+S NEG -72 P -62 P -54 P -48 P 43 P -36 P -28 B+S -26 B+s 4 POS 96 C 82 c 66 B+s 52 B+s 43 B+S 30 B+S 22 B+S 20 B+S NEG -70 P -60 P -52 P -46 P -42 P -35 P -26 B+S -24 B+s 1 POS 156 B+s 115 B+s 89 B+s 69 D 50 D 29 D 18 D 16 D NEG -141 B+S -104 B+s -80 B+S -63 B+s -51 B+s -36 B+s -23 D -20 D 24 Ga. 2 POS 136 C 103 B+s 80 B+S 63 B+S 51 B+s 36 B+S 26 B+s 24 B+s NEG -81 P -69 P -61 P -54 P 49 P -40 B+S -29 B+S -27 8+s 3 POS 155 c 128 B+S 99 B+S 76 B+s 64 B+S 44 B+SE27 3 B+s 30 B+s NEG -92 P -79 P -69 P -61 P -55 P 46 P6 B+S -33 B+S 4 POS 149 c 120 B+s 92 B+s 73 B+s 60 B+5 42 B+S1 B+s 28 B+s NEG -89 P -76 P -86 P -59 P -53 P -44 P4 8+S -31 B+s 1 POS 179 B+S 132 B+S 102 B+s 80VB+S 65 B+s 42 D D 23 D NEG -186 B+s -137 B+s -105 B+s -83 -68 B+S -47 B+S2 D -28 D 2POS 184 B+s 136 B+s 105 B+S 83 67 B+s 47 B+s5 B+S 31 B+s 22 Ga. NEG -114 P -98 P -86 P -76 -65 B+S 45 B+S3 B+s -30 B+S 3 POS 220 C 169 B+S 130 B+S 103 84 B+S 58 B+S 43 B+s391 NEG -130 P -111 P -98 -87 -78 P -56 B+S -02 B+s -384POS 211 c 156 B+s 122 BL B+S 96 78 B+s 55 B+s 40 B+S 37NEG 125 P -107 P -94 P 83 -75 P .53 B+s 39 B+S -35 1. The panels were checked for bending (B), shear (S), combined bending and shear (B+S), deflection (D), web crippling (C), and panel pullover (P). The controlling check is noted in the table. Deflection was limited to span/120 2. Section Properties have been calculated in accordance with the 2001 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness was used in determining section properties. S. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in the opposite direction. :SUBJECT TO CHANGE WITHOUT -NOTICE . .. REVISED SEPTEMBER 1720057 Section 5 Page 2 PANEL PROFILE American But dings Company 24• r 1 /2' 229/32 2" 49116- 51116- 5 1/16' 4 9116' 3/4' '2 3/8' 19 1/4- 2 318' CROSS SECTION Gage Of Panel No. of Spans Load Type 1.50. 2.00 2.50 Maximum Total Uniform Load in PSF San Lengths, Ft. . 3.00 3.50 4.00 4.50 5.00 1 POS 734 B+S 460 B+S 313 B+S 225 B+S 169 B+S 132 B+S 105 B+S 86 B+S 24 Ga. 2 POS 549 B+S 339 B+S 228 B+S 163 B+S 122 B+S 95 B+S 75 B+S 61 8+S 3 POS 634 B+S 401 B+S 274 B+s 198 B+S 149 B+S 116 B+S 93 B+S 76 B+S 4 POS 608 B+S 381 B+S 259 B+S 187 B+S 140 B+S 109 B+S 87 B+S 71 B+S 1 POS 1070 B+S 658 B+S 441 B+S 315 B+S 236 B+S 183 B+S 145 B+S 118 B+S 22 Ga. 2 POS 792 B+S 480 B+S 320 B+S 227 B+S 169 B+S 131B+S 104 B+S 85 B+S 3 POS 927 B+S 575 B+S 387 B+S 277 B+S 208 B+S 161 B+S 129 B+S 105 B+S 4 POS 885 B+S 1 545 B+S 1 366 B+S 1 261 B+S 1 195 B+S 1 151 B+S 1 121 B+S 1 96 B+S The panels were checked for bending (B), shear (S), combined bending and shear (B+S) and deflection (D). The controlling check is noted in the table. Deflection was limited to span/150 2. Section Properties have been calculated in accordance with the 2001 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 24 and 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness was used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. 'SUBJECTTO.CHANGE-WITHQUT.,NOTICE ;_'REVISED SEPTEMBER 8,200.41' Section 5 Page 3 American Bu dings Company 12" �6_1 64° PANEL PROFILE PARTIAL CROSS SECTION Gage of Panel No. of Spans Load Maximum Total Uniform Load in PSF Type San Len ths, Ft. 3.00 3.50 4.00 4.50 5.00 6.00 7.00. 7.33 1 POS 61 C 52 C 41 B+5 32 B+S 26 D 15 D 9 D 8 D NEG -79 B+S -59 B+S -46 B+S -35 D -26 D -15 D -9 D -8 D 2 POS 54 C 47 c 41 c 36 B+S 29 B+S 21 B+s 15 B+s 14 B+S 29 Ga. NEG -49 P -42 P -37 P -32 B+S -26 B+S -18 B+S -13 B+S -12 B+S 3 POS 62 C 53 c 46 c 41 C 36 B+S 26 B+s 18 D 15 D NEG -56 P .48 P 42 P -37 P -32 B+S -23 B+s -17 B+s -15 B+S 4 POS 60 C 51 C 45 c 40 C 34 B+S 24 B+s 18 B+5 16 D NEG -54 P 46 P -40 P -36 P -30 B+S -21 B+S -16 B+s -14 B+S 1 POS 104 B+S 77 B+S _B+S 59 B+S 47 B+S 35 D 201 D 13 D 11 D NEG -111 B+s -82 63 B+S -47 D -35 D -20 D 13 0 -11 D 2 POS 88 c 75 C 63 B+S 50 B+S 40 B+S 28 B+S 21 B+S 19 B+S 26 Ga. NEG -64 P -55 P 48 P 42 P -38 B+S -26 B+S -19 B+S -18 B+S 3 POS 100 C 86 C 75 C 62 B+s 50 B+S 35 B+s 24 D 21 D NEG 1 -72 P -62 P -54 P 48 P -43 P -33 B+s -24 D -21 0 4 POS 96 c 82 c 1 72 c 58 B+S 47 B+S 33 B+S 24 B+S 22 B+S NEG -70 P -60 P -52 P -46 P -42 P -31 B+S -23 B+S -21 B+S 1 POS 139 B+S 102 B+S 79 B+S 62 B+S 45 D 1 261 D 17 D 14 D NEG -146 B+S -108 B+S -63 B+S -62 0 45 0 -26 D -17 D -14 D 2 POS 137 C 107 B+s 82 B+S 65 B+S 53 B+S 37 B+s 27 S+s 25 B+s 24 Ga. NEG -81 P -69 P -61 P -54 P -49 P -35 S+S -26 B+S -24 B+s 3 POS 156 c 132 B+S 102 B+S 81 B+s 66 B+S 46 B+s 31 D 27 D NEG -92 P -79 P -69 P -61 P -55 P -44 B+S -31 D -27 D 4 POS 150 c 124 B+S 96 B+S 76 B+S 62 B+S 43 B+S 32 B+S 29 D -76 P -66 P -59 P -53 P -41 B+S -30 B+S -27 NEG -89KB+ B+S 1 POS 161 119 B+s 92 B+S 72 B+S 59 B+S 34 D 22 D 19 D NEG -166 -122 B+S -94 B+S -74 B+S -60 B+S -36 D -23 D -20 D 2 POS 164 121 B+S 93 B+S 74 B+S 60 B+S 42 B+S 31 B+S 28 B+S 22 Ga. NEG -114 -9B P -86 P -72 B+s -59 B+S -41 B+S -30 8+6 -27 B+S 3 POS 202 150 B+S 116 B+S 92 B+S 75 B+S 52 B+s 38 B+S 35 B+S NEG -130 -111 P -98 P -87 P -73 B+S -51 B+s -37 B+S -34 B+s 4POS 190 141 B+S 109 B+S B6 B+S 70 B+S 49 B+S 36 B+S 33 B+s NEG -125 P -107 P -94 P -83 P -68 B+S 48 B+S -35 B+S 1 -32 B+S 1. The panels were checked for bending (B), shear (S), combined bending and shear (B+S), deflection (D), web crippling (C), and panel pullover (P). The controlling check is noted in the table. Deflection was limited to span/120 2. Section Properties have been calculated in accordance with the 2001 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 29, 26 and 24 gage steel is 60,000 psi. Minimum yield strength of 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness was used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in the opposite direction. `SUBJECT TO CHANGE WITHOUT NOTICE REVISED SEPTEMBER 1,:2005.' Section 5 Page 2b American Bua dings Company 24' 2' 4 9116' S 1116' 5 1116' 4 9/16' 3/4" 19 1/4' 2 3/8' PANEL PROFILE CROSS SECTION Gage of Panel No. Load Maximum Total Uniform Load in PSF of Type - Span Lengths, FL 00 3.50 4.00 4.50 5.00 Spans 1.50 2.00 2.500325 1 POS 744 B+S 471 B+S 322 B+S B+S 175 B+S 136 B+S 109 B+S 89 B+S 24 Ga. 2 POS 548 B+S 340 B+S 229 B+S B+S 123 B+S 96 B+S 76 B+S 62 B+S 3 POS 630 B+S 401 B+S 275 B+S B+S 150 B+S 117 S+S 94 B+S 77 B+S 4 POS 605 B+S 382 B+S 260 B+S B+S 141 B+S 110 B+S 88 B+S 72 B+S 1 POS 1085 B+S 673 B+S 453 B+S B+S 243 B+S 189 B+S 151 B+S 123 .B+S 22 Ga. 2 POS 800 B+S 488 B+S 326 B+S B+S 173 B+S 134 B+S 107 B+S 87 B+S 3 POS 932 B+S 582 B+S 394 B+S 283 B+S 212 B+S 165 B+S 132 B+S 107 B+S 4 POS 891 B+S 552 B+S 372 B+S 266 8+S 200 B+S 155 B+S 123 B+S 101 B+S 1. The panels were checked for bending (B), shear (S), combined bending and shear (B+S) and deflection (D). The controlling check is noted in the table. Deflection was limited to span/150 2. Section Properties have been calculated in accordance with the 2001 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 24 and 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness was used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. ,.SUBJECT. TO. CHANGE WITHOUT NOTICE 'REVISED:: SEPTEIVIBER'8; 2004` Section 5 Page 3a _:-err ..•: :;':o- - T uV� PANEL PROFILE American Buildings Company 16' NET COVERAGE 5' 6" 5' 7/B" 4 114' 7/6" S. 1 12• 60• 5' 2• 60• 5'2 15116' p \ � � 2 7/6" 1}�1 12' 7/16' ' 1 31!32'+1116'-0' 7!6'+0'•i132' CROSS SECTION Gage of Panel No. of Spans Load Maximum Total Uniform Load in PSF Type San Len ths, Fl. 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 1 POS 79 c 59 c 47 c 39 C 34 C 30 c 26 C 24 C NEG -279 B+S -173 B+S -116 B+S -83 B+S -62 B+S -48 B+S -39 B+S -31 B+S 2 POS 88 C 66 c 53 C 44 C 38 c 33 C 29 c 26 C 24 Ga. NEG -252 B+S -161 B+s -111 B+S -80 B+S -61 B+S -47 S+S -38 B+S -31 B+S 3 POS 100 c 75 c 60 C 50 C 43 c 37 c 33 c 30 C NEG -285 B+S 187 B+s 131 B ---S- 96 B+S 73 B+S 58 B+S -0 6 B+S 36 B+s 4 POS9756 c 72 C 58 C 48 c 41 C 36 c 32 C 29 C NEG -2B+s -179 B+S -124 B+S .91 B+S -69 B+s -54 B+S 44 B+S 36 B+s 1. The panels were checked for bending (B), shear (S), combined bending and shear (B+S), deflection (D) and web crippling (C). The controlling check is noted in the table. Deflection was limited to span/120 2. Section Properties have been calculated in accordance with the 2001 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 24 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness was used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in the opposite direction. SUBJECTTO.CHANGE.WITHOUT NOTICE- ":•',"4t � REVISED SEPTEMBER. 1:.2005:7 Section 5 Page 4 PANEL PROFILE American Buildings Company LOC -SEAM LOC -SEAM 360 63/64 j 16" I . �1 CROSS SECTION Gage of Steel Steel Yield KSI Base Metal Thick. (In.) Engineering Total Thick. (In.) . Properties Panel Weight jibs. / ft.2) of American Buildings Company Top In Compression 16" LocSeam Panel Bottom In Compression Fb KSI Ix Sx Ma Ix Sx Ma (Ina / ft.) (In? / ft) K -IN. (In .4 / ft.) (In.' / ft.) K -IN. 24 Ga. 50 0.0225 0.0241 1.35 0.166 0.099 2.97 0.0730.061 1.83 30 22 Ga. 50 0.0300 0.0316 1.77 0.225 0.140 4.20 0.110 0.094 2.82 30 Gage Of Panel No. Load Maximum Total Uniform Load in PSF of Type Span Len ths, Ft Spans 1.50 2.00 2.50 3.00 3.50 1 4.00 4.50 5.00 1 POS 663 B+S 423 B+S 285 B+S 204 B+S 153 B+S 116 B+S 94 B+S 77 B+S 24 Ga. 2 POS 460 B+S 276 B+S 183 B+S 129 B+S 96 B+S 74 B+S 59 B+S 48 B+S 3 POS 542 B+S 332 B+S 222 B+S 159 B+S 118 B+S 92 B+S 73 B+S 60 B+S 4 POS 516 B+S 314 B+S 210 B+S 149 B+S 111 B+S 86 B+S 68 B+S 56 B+S 1 POS 1042 B+S 629 B+S 417 B+S 296 a+S 220 B+S 170 B+S 135 a+S 110 B+S 22 Ga. 2 POS 733 B+s 435 B+S 286 B+S 201 B+S 149 B+S 115 B+S 91 B+S 74 B+S 3 POS 673 B+s 527 B+S 350 B+S 248 B+S 185 B+S 143 B+S 113 B+S 92 B+S Designated Gage. of Steel 4 Steel Base Yield Metal KSI Thick. (In.) POS Engineering Total Thick. (In.) 828 B+S 497 Properties Panel Weight (lbs. % ft?) a+S 329 of American Ix (in.' / ft) B+S 233 Buildings Company Top In Compression Sx' (in.' / ft) B+S Ma_ K -IN. 173 16"Loc�Seam' a+S 134 360 Ix (In.'/ft.) B+S 106 Panel Bottom In Compression Sx (In.3/ ft.) B+S Ma K -IN. 86 B+5 Fb KSI 24 Ga. 50 0.0225 0.0241 1.35 0.140 0.078 2.34 0.063 0.056 1.68 30 22 Ga. 50 0.0300 0.0316 1.77 0.195 0.114 3.42 0.095 0.085 2.55 30 Gage Of Panel No. Load Maximum Total Uniform Load in PSF of Type San Len ths, Ft I Spans 1.50 2.00 2.50 3.00 3.50 1 4.00 4.50 5.00 1 POS 613 B+S 363 S+S 238 B+S 168 B+S 124 B+S 96 B+S 76 B+S 62 B+S 24 Ga. 2 POS 450 B+S 264 B+S 172 B+S 121 B+S 90 B+s 69 B+S 55 B+S 44 B+S 3 POS 541 B+S 322 B+S 212 B+S 150 B+S 111 B+S 86 B+S 68 B+S 55 B+S 4 POS 512 B+S 303 B+S 199 B+S 140 B+S 104 B+S 80 B+S 64 B+S 52 - B+S 1 POS 929 B+S 542 B+S 353 B+S 248 B+S 183 B+S 141 B+S 111 B+S 90 B+S 22 Ga. 2 POS 700 B+S 407 B+S 264 B+S 185B+S 137 B+S 105 B+S 83 B+S 68 B+S 3 POS 849 B+S 499 B+S 326 B+S 229 B+S 170 B+S 131 B+S 104 B+S 84 B+S 4 POS 801 B+S 469 B+S 306 B+S 215 B+S 159 B+S 122 B+S 97 B+S 79 B+S 1. The panels were checked for bending (B), shear (S), combined bending and shear (B+S) and deflection (D). The controlling check is noted in the table. Deflection was limited to span/150 2. Section Properties have been calculated in accordance with the 2001 North American Specification for the Design ofCold-Formed Steel Structural Members. 3. Minimum yield strength of 24 and 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness was used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. SUBJECT TO CHANGE WITHOUT NOTICE REVISED -APRIL 4, 2005 Section 5 Page 5 6., ✓� . rya PANEL PROFILE American Bui dings Company LOC -SEAM LOC -SEAM 360 1 63/64 172" 12 CROSS SECTION Designated Gage Of Steel Steel Base Yield Metal KSI Thick. (In.) Total Thick. (In.) PropertiesEngineering Panel Weight (Ibs. / fL2) (In.' Ix / ft.) Top In Compression Sx (In.' / ft.) .- Ma K -IN. Ix (in.' / ft.) Bottom In Compression Sx (In.3 / ft.) Ma K-1 N. Fb KSI 24 Ga. 50 0.0225 0.0241 1.47 0.204 0.130 3.90 0.098 0.081 2.43 30 22 Ga. 50 0.0300 0.0316 1.93 0.281 0.162 5.46 0.146 0.125 3.75 30 Gage Of Panel No. of Spans Load Type 1.50 2.00 Maximum Total Uniform Load in PSF San Lengths, Ft. 2.50 3.00 3.50 4.00 4.50 5.00 1 POS 902 B+S 557 B+S 375 B+S 268 B+S 201 B+S 156 B+S 124 B+S 101 B+S 24 Ga. 2 POS 611 B+S 367 B+S 243 B+S 172 B+S 128 B+S 99 B+S 78 B+S 64 B+S 3 POS 720 B+S 441 B+S 296 B+S 211 B+S 157 B+S 122 B+S 97 B+S 79 B+S 4 POS 6B6 B+S 418 B+S 278 B+S 198 B+S 148 B+S 114 B+S 91 B+S 74 B+S 1 POS 1365 B+S 821 B+S 544 B+S 385 B+S 287 B+S 221 B+S 176 B+S 143 B+5 22 Ga. 2 POS 975 B+S 578 B+S 380 B+S 268 B+S 199 B+S 153 B+S 121 B+S 99 B+S 3 POS 1161 B+S 701 B+S 465 B+S 330 B+S 246 B+S 190 B+S 151B+S 123 B+S Designated Gage Of Steel 4 eel Base ld Metal SI Thick. (In.) ;50 POS Total Thick. (In.) 1102 B+5 661 Properties of Panel Weight (lbs. / fL')' B+S American (In.' 438 Ix / ft.) B+S 310 CompanyEng[ineering Buildings Top In Compression Sx (In.3 /.ft) B+S Ma K -IN. 230 B+S Ix (In' / ft.) 178 r Panel ' B+S 141 Bottom In Compression Sx (Ina / ft.) B+S Me K -I N. 115 B+S Fb KSI 24 Ga. 0.0225 0.0241 1.47 0.176 0.103 3.09 0.084 0.074 2.22 3022 Ga. 0 0.0300 0.0316 1.93 0.242 0.150 4.50 0.126 0.112 3.36 30 Gage of Panel No. Load Maximum Total Uniform Load in PSF of Type San Lengths, Ft. Spans 1.50 2.00 2.50 3.00 1 3.50 4.00 4.50 5.00 1 POS 811 B+S 479 B+S 314 B+SP244 B+S 164 B+S 126 B+S 100 B+S 81 B+S 24 Ga. 2 POS 595 B+S 349 B+S 228 S+S B+S 118 B+S 91 B+S 72 B+S 59 B+S 3 POS 716 B+S 426 B+S 280 B+S B+S 147 B+S 113 B+S 90 B+S 73 B+S 4 POS 677 B+S 401 B+S 263 B+S B+S 137 B+S 106 B+S 84 B+S 68 B+S 1 POS 1225 B+S 714 B+S 465 B+S B+S 241 B+S 185 B+S 147 B+S 119 B+S 22 Ga. 2 POS 924 B+S 536 B+S 348 B+S B+S 180 B+S 138 B+S 110 B+S 89 B+S 3 POS 1121 B+S 658 B+S 430 B+S B+S 224 B+S 1 172 B+S 137 B+S 111 B+S 4 1 POS 1 1056 B+S 1 619 B+S 404 B+S1 283 B+S 1 209 B+S 1 161 B+S 1 1281 S 1. The panels were checked for bending (B), shear (S), combined bending and shear (B+S) and deflection (D). The controlling check is noted in the table. Deflection was limited to span/150 2. Section Properties have been calculated in accordance with the 2001 North American Specificalion for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 24 and 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness was used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. L SUBJECT TO CHANGE WITHOUT NOTICE REVISED APRIL,4, 2004. Section 5 Page 6 Amencan Buildings Company 6' 3f4' 1' 314' 31/2' 314' 1R LT PANEL PROFILE PARTIAL CROSS SECTION Gage of Panel No. of Spans Load Maximum Total Uniform Load in PSF Type San Lengths, Ft. 1.50 2.00 2.50 3.00 3.50 4.00 4.50. 5.00. 1 POS 251 C 152 B+S 98 B+S 61 0 38 D 26 D 18 0 13 0 NEG -247 B+S -140 D -72 0 -41 D -26 0 -17 D -12 D -9 0 2 POS 187 c 139 B+s 90 B+S 63 B+S 47 B+s 36 B+S 28 B+S 23 B+S 29 Ga. NEG -99 P -74 P -59 P -49 P 42 P -37 P -30 D -22 D 3 POS 212 c 159 c 112 B+S 78 B+S 58 B+S 44 B+S 34 D 25 D NEG -112 P -84 P -67 P -56 P 48 P -33 D -23 D -17 D 4 POS 204 c 153 C 105 B+s 73 B+S 54 B+S 42 B+S 33 B+S 26 D NEG -108 P -81 P -65 P -54 P -46 P -35 D -25 D -18 0 1 POS 392 B+s 224 B+s 144 B+s 85 D 54 D 36 D 25 D 18 0 NEG -319 P -197 D -101 D -58 D -37 D -25 D -17 D -13 D 2 POS 302 C 199 B+S 129 B+S 90 B+s 66 B+S 51 S+S 40 B+S 33 B+S 26 Ga. NEG -127 P -96 P -76 P -64 P -55 P -48 P 42 D -30 0 3 POS 343 c 246 B+S 160 B+s 112 B+S 82 B+s 63 B+S 48 D 35 D NEG -145 P -109 P -87 P -72 P -62 P -46 D -33 D -24 D 4 POS 330 C 231 B+s 149 B+S 104 B+s 77 B+S 59 B+s 47 B+S 37 D NEG -139 P -105 P $4 P -70 P -60 P -49 D -35 D -25 0 1 POS 544 B+S 311 B+s 197 D 114 D 72 D 1 481 D 34 D 25 D NEG 405 P -275 0 -141 D -82 D -51 D -34 D -24 D -18 D 2 POS 471 C 280 B+S 181 B+S 126 B+s 93 B+S 71 B+s 57 B+S 46 B+s 24 Ga. NEG -162 P -122 P -97 P -81 P -69 P -61 P -54 P 42 D 3 POS 535 C 346 B+S 224 B+s 157 B+S 116 B+s 89 B+s 64 D 46 D NEG -184 P -138 P -111 P -92 P -79 P -65 D 46 D -33 D 4 POS 515 c 324 B+S 210 B+S 147 B+S 108 B+s 83 B+S 66 B+S 49 D NEG -177 P -133 P -106 P -89 P 76 P -66 P 48 D -35 D 1 POS 646 B+S 370 B+S 239 B+S 155 D 98 D 661 D 46 D 34 D NEG -572 P -342 B+S -221 B+s -129 D -82 D -55 D -38 D -28 D 22 Ga. 2 POS 587 B+s 338 B+s 219 B+s 153 B+S 113 B+S 87 B+s 69 B+S 56 B+S NEG -229 P -172 P -137 P -114 P -98 P -86 P -74 B+s 1 .60 a+s 3 POS 716 B+s 417 B+S 271 B+s 190 B+s 141 a+S 108 B+s 86 B+s 63 D NEG -260 P -195 P -156 P -130 P -111 P -98 P -72 D -53 D 4 POS 674 B+S 391 B+S 254 B+s 178 B+S 131 B+s 101 B+s 80 B+s 65 a+s NEG -2501 P 1 -188 P -150 P -125 P -107 P -94 P -77 D -56 D 1. The panels were checked for bending (B), shear (S), combined bending and shear (B+S), deflection (D), web crippling (C), and panel pullover (P). The controlling check is noted in the table. Deflection was limited to spaN150 2. Section Properties have been calculated in accordance with the 2001 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 29, 26 and 24 gage steel is 80,000 psl. Minimum yield strength of 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coated. The base metal thickness was used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. Negative load (NEG) is in the opposite direction. SUBJECT TO. -CHANGE -WITHOUT NOTICE. _ :, , _ REVISED SEPTEMBER 1, 2005 Section 5 Page 7 �6Gt . .JPO uVr PANEL PROFILE American Buildings Company D.33D0' INSIDE 0.0625' INSIDE 1.7500' 1.4335' 0.9261' 1.6300" I 12'. 16" or 18" NET COVERAGE CROSS SECTION Designate Gage Of Steel Steel Base Yield Metal KSI Thick (In.) Engineering Total Thick. (In.) Properties Panel Weight (Ibs./ft2) ofAmerican Ix (In.'/ft.) Buildings Company Top In Compression Sx (In.°/ft.) Me K -IN. 12" SeamLoc Ix (In.'/ft.) Panel Bottom In Compression Sx (In.'/ft.) Ma K -IN. Fb KSI 24 Ga. 1 50 10.0225 0.0241 1.47 0.117 0.078 2.34 0.058 0.057 1.71 30 22 Ga. 50 0.0300 0.0316 1.93 0.154 0.109 3.27 0.086 0.079 2.37 30 Gage of Panel No. of Load Type Maximum Total Uniform Load in PSF San Lengths. FL 00 3.50 4.00 4.50 5.00 Spans 1.50 2.00 2.500217 1 POS 660 B+s 379 B•s 245 B+s B•s 126RB+S 97 B+s 77 B+s 62 B+s 24 Ga. 2 POS 486 B•s 278 B+s 180 B+s B+S 92 71 B+s 56 B+S 45 s+s 3 POS 597 B+s 344 B+s 223 S+s B+s 115 88 B+S 70 B+s 57 B+S 4 POS 561 B+S 323 B+s 209 B•S a+s 106 83 B+S 65 B+S 53 B•S 1 POS 935 B+s 534 a+s 344 B•s B•s 177 136 B+s 107 B•S 87 B+s 22 Ga. 2 POS 682 S+S 388 B+S 250 B•s a+s 128 98 B•S 78 B+S 63 B+s 3 POS 841 B+S 482 B+S 311 B•s B+s 160 123 B+s 97 B+S 79 B•S Designate Gage Of Steel I Steel Yield KSI Base Metal Thick (In.) Engineering Total Thick. (In.) Properties Panel Weight (Ibs./ft.2) a.s 291 Ix (In.'/ft) a+s 203 Top In Compression Sx (In.'/ft.) B•s Ma K -IN. 149 1 115 Panel Ix (In.'/ft) a+s 91 Bottom In Compression Sx (In.'/R) a•s 74 Me K -IN. B•s Fb KSI 24 Ga. 50 0.0225 0.0241 1.35 0.094 0.059 1.77 0.044 0.043 1.29 30 22 Ga. 50 0.0300 0.0316 1.77 0.123 0.064 2.52 0.065 0.059 1.77 30 Gage of Panel No. Load Maximum Total Uniform Load in PSF of Type San Lengths, Ft. Spans 1.50 1 2.00 2.50 3.00 1 3.50 4.00 4.50 5.00 1 POS 499 B+s 287 B+s 185 B+S 129 s+s 95 B+s 73 S+s 58 B•s 47 B+S 24 Ga. 2 POS 367 B+s 210 B+s 135 B•s 95 s+S 70 B+S 53 a+s 42 S•s 34 B+S - 3 POS 450 B+S 260 B+S 168 B+S 116 B+S 87 B+s 67 B+s 53 B+s 43 B+S 4 POS 423 B+s 243 B+S 157 B•S 110 B+s 81 B+s 62 B•S 49 B•s 40 B+S 1 POS 719 B+s 411 B+s 265 B•s 185 a+s 136 s+s 104 s+s 83 a•s 67 B•S 22 Ga. 2 POS 1 509 B+S 290 B+s 187 B+s 130 B+s 95 B+S 73 a+s 58 S•s 47 B+S 3 POS 1 629 B+s 360 B+s 232 B+s 162 B+s 119 B+S 92 B+s 72 e•s 59 B•S 4 POS 590 B+s 1 337 B+S 1 2171 a.s 152 B•s 112 a+s 86 s•s 68 e•s 55 e•s Designate Gage Of Steel Steel Yield KSI Base Metal Thick Total Engineering Thick. (In.) Panel Weight (lbs. / fL2) Ix (In.' / ft) Top In Compression Sx (In.' / R) Me -IN. Ix (In.' / fl Bottom In Compression Sx (In' / ft.) MB K -IN. Fb . KSI 24 Ga. 50 .0 0.0225 0.0241 1.31 0.085 0.053 1.59 0.039 0.038 1.14 30 22 Ga. 50 0.0300 0.0316 1.72 0.112 0.075 2.25 0.057 0.053 1.59 30 Gage of Panel No. of Spans Load Type 1.50 2.00 Maximum Total Uniform Load in PSF Span Lengths, Ft 2.50 1 3.00 3.50 4.00 4.50 5.00 1 POS 448 B+S 257 B+s 166 B+s 116 B+S 86 s+S 66 B+s 52 a+s 42 B+S 24 Ga. 2 POS 324 li-s 186 B+S 120 s+s 84 B+s 62 B+s 47 B+s 37 e•s 30 B•B POS 398 B•s 230 B+s 149 B+s 1D4 B+S 77 B+s 59 B+S 47 B•S 38 B+S 4 IF3 POS 374 B+S 215 B+s 139 B+s 97 a+S72 134S 55 B.8 44 B•S 35 S•S 1POS 642 B•s 367 B+s 237 B•s 165 B+S 122 B+S 93 B•s 74 B•s 60 B•s 22 Ga. 2 POS 457 B+S 260 B+s 168 B•s 117 B+S 86 a+s 66 B+S 52 B+s 42 B+s 3 POS I 564 B+s 323 B+s 209 B•S 145 B+S 107 B+s 82 B+s 65 s+s 53 B+S 4 POS 1 529 B+S 1 303 a+s 1 195 a+S 136 S+s 1 100 B+S 77 B+S 61 B+S 49 B+s 1. The panels were checked for bending (B), shear (S), combined bending and shear (B+S) and deflection (D). The controlling check is noted in the table. Deflection was limited to sparV150 2. Section Properties have been calculated in accordance with the 2001 North American Specification for the Design of Cold -Formed Steel Structural Members. 3. Minimum yield strength of 24 and 22 gage steel is 50,000 psi. 4. Steel panels are either aluminum -zinc alloy or G-90 coaled. The base metal thickness was used in determining section properties. 5. Positive load (POS) is applied inward toward the panel supports and is applied to the outer surface of the full panel cross-section. SUBJECT TO CHANGE WITHOUT NOTICE ISSUED SEPTEMBER 8 2004: Section 5 Page 8 SECTION 6 MISCELLANEOUS 1.GENERAL 1.1. SCOPE............................................................................3 1.1.1. Intent...................................................................... 3 1.1.2. Performance............................................................3 1.1.3. Product Change........................................................ 3 1.2. BUILDING DESCRIPTION...................................................3 1.2.1. Gable......................................................................3 1.2.2. Single Slope.............................................................3 1.2.3. Lean-To...................................................................3 1.3. BUILDING NOMENCLATURE..............................................3 1.3.1. Roof Slope............................................................... 3 1.3.2. Width....................................................................... 3 1.3.3. Eave Height.............................................................. 3 1.3.4. Length..................................................................... 3 1.3.5. Bay Spacing (Standard) .............................................. 3 1.3.6. Bay Spacing (Shadow Panel) ....................................... 3 1.4. DRAWINGS AND CERTIFICATION.......................................3 1.4.1. Drawings..................................................................3 1.4.2. Certifications.............................................................3 1.4.3. AISC Certification ............ :.......................................... 3 2. STRUCTURAL STEEL DESIGN 2.1. GENERAL........................................................................3 2.1.1. Structural Mill Sections ................................................ 3 2.1.2. Cold Formed Sections ................................................ 3 2.2. DESIGN LOADS................................................................4 2.2.1. Loading Criteria.........................................................4 2.2.2. Most Severe Conditions ............................................... 4 2.2.3. Load Projections........................................................ 4 2.2.4. Special Loads........................................................... 4 2.3. DESIGN POLICY...............................................................4 2.3.1. Standard Design Practices ........................................... 4 2.3.2. Rigid Frame Design .................................................... 5 3. BASIC MATERIAL SPECIFICATIONS 3.1. PRIMARY FRAMING STEEL ................................................ 5 3.1.1. Mill -Rolled Sections .................................................... 5 3.1.2. Built -Up Sections....................................................... 5 3.1.3. Endwall "C" Sections .................................................. 5 3.2.SECONDARYFRAMING STEEL ............................................ 5 3.2. 1. RolledFormed Sections: ............................................... 5 3.2.2.RolledFormed Sections (Galvanized) ..............................5 3.3.ROOFAND WALL PANEL MATERIAL .................................... 5 3.3.1. 26 Gage Material - Aluminum -Zinc Alloy -Coated ............. 5 3.3.2. 24 Gage Material - Aluminum -Zinc Alloy -Coated........... 5 3.3.3. 24 Gage Material - Aluminum -Zinc Alloy -Coated ............. 5 3.3.4. 22 Gage Material - Aluminum -Zinc Alloy -Coated ............. 5 3.3.5. 26 Gage Material - Zinc -Coated (Galvanized) ............... 5 3.3.6. 24 Gage Material- Zinc -Coated (Galvanized) ................. 5 3.3.7. 22 Gage Material - Zinc -Coated (Galvanized) ................. 5 SS(ABC}Rcv. 09/05. American Buildings Company FM00005 4. STRUCTURAL FRAMING 4.1. GENERAL......................................................................... 5 4.1.1. Field Bolt Assembly ..................................................... 5 4.1.2. Shop Connections....................................................... 5 4.1.3. Identification Mark ....................................................... 5 4.1.4. Visual Inspection.........................................................5 4.2. PRIMARY FRAMING........................................................... 5 4.2.1. Rigid Frame............................................................... 5 4.2.2. Endwall Frames.......................................................... 6 4.2.3. Plates, Stiffeners, etc ................................................... 6 4.2.4. Bolt Holes.................................................................. 6 4.3. SECONDARY FRAMING ...................................................... 6 4.3.1. Purlins and Girts......................................................... 6 4.3.2. Eave Struts................................................................ 6 4.3.3. Base Angle................................................................ 6 4.4. BRACING...........................................................................6 4.4.1. Diagonal Bracing......................................................... 6 4.4.2. Flange Bracing............................................................ 6 4.4.3. Special Bracing........................................................... 6 5. ROOF AND WALL COVERING 5.1. GENERAL......................................................................... 6 5.1.1. Wall Panel..................................................................6 5.1.2. Roof Panel.................................................................6 5.1.3. Liner and Soffit Panel ................................................... 6 5.1.4. Facade Fascia Panel ................................................... 6 5.1.5. Long Span III Panel....................... :............................. 6 5.1.6. Architectural 111 Panel. .................................................. 6 5.1.7. Architectural "V" Rib Panel ............................................. 6 5.1.8. Multi -Rib Liner Panel .................................................... 6 5.1.9. Long Span Liner Panel ................................................. 6 5.1.10. Shadow Panel........................................................... 7 5.1.11. Soffit Liner Panel ........................................................ 7 5.1.12. Standing Seam Panel ................................................. 7 5.1.13. Loc Seam Panel ........................................................ 7 5.1.14. Mansard Fascia Panel ................................................ 7 5.1.15. Seam Loc Panel ........................................................ 7 5.2. PANEL DESCRIPTION......................................................... 7 5.2.1. Long Span Ill Panel......................................................7 5.2.2. Architectural III Panel....................................................7 5.2.3. Architectural "V° Rib Panel ............................................ 7 5.2.4. Multi -Rib Panel............................................................ 7 5.2.5. Shadow Panel............................................................. 7 5.2.6. Soft Liner Panel ........................................................ 7 5.2.7. Standing Seam Panel .................................................. 7 5.2.8. Loc Seam Panel ........................................................ 7 5.2.9. Mansard Fascia Panel ................................................ 7 5.2.10. Seam Loc Panel ...................................................... 7 5.2.11. Panel Length........................................................... 8 5.2.12. Endwall Edge Cuts ................................................... 8 5.2.13. Oilcanning............................................................... 8 6. MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1. FASTENERS.....................................................................8 6.1.1. Structural Bolts.......................................................... 8 6.1.2. Fasteners for Roof Panels ............................................ 8 6.1.3. Fasteners for Roof Panel Side Laps ............................... 8 6.1.4. Fasteners for Roof Panels and Flashing ......................... 8 6.1.5. Fasteners for Roof Panel Clips .......................... :........... 8 6.1.6. Fasteners for Wall Panels ........................................... 8 6.1.7. Fasteners for Wall Panel Side Laps ................................ 9 6.1.8. Fasteners for Shadow Panels ....................................... 9 6.1.9. Blind Fasteners (Rivets)...............................................9 6.2. PANEL CLIPS....................................................................9 6.2.1. Standing Seam II Panel Clips ........................................ 9 6.2.2. Loc Seam Panel Clips .................................................. 9 6.2.3. Mansard Fascia Panel Clips .......................................... 9 6.2.4. Standing Seam 360 Panel Clips ..................................... 9 6.2.5. Seam Loc Panel Clips .................................................. 9 6.3. CLOSURES AND SEALANTS .............................................. 9 6.3.1. Closure Strips............................................................. 9 6.3.2. Metal Closures........................................................... 9 6.3.3. Sealer. Long Span and Multi -Rib Panels ......................... 9 6.3.4. Sealer. Standing Seam, Loc Seam & Seam Loc ............... 9 6.3.5. Sealer. Standing Seam and Loc Seam Panels ................ 9 6.3.6. Caulk....................................................................... 9 6.4. GUTTER, FLASHINGS AND DOWNSPOUTS ..........................10 13 6.4.1. Gutters, and Flashings ................................................. 10 6.4.2. Downspouts .................................... :.......................... 10 7. PAINTING 7.1. STRUCTURAL PAINTING....................................................10 7.1.1. Shop Applied Primers.................................................10 7.1.2. Pre -painted Cold Formed Materials ............................... 10 7.1.3. Abrasions After Handling ............................................. 10 7.2. LONG LIFE COATED PANELS..............................................10 7.2.1. Base Metal............................................................... 10 7.2.2. Prime Coat............................................................... 10 7.2.3. Exterior Coat .......... . ...................................................10 7.2.4. Interior Finish.............................................................10 7.3. PREMIUM 70 COATED PANELS...........................................10 7.3.1. Base Metal............................................................... 10 7.3.2. Prime Coat..............................:................I............... 10 7.3.3. Exterior Coat.............................................................10 7.3.4. Interior Finish.............................................................11 7.4.PREMIUM 70M COATED PANELS ....................................... 11 7.4.1. Base Metal.............................................................. 11 7.4.2. Prime Coat.............................................................. 11 7.4.3. Exterior Coat .................................. . ......................... 11 7.4.4. Interior Finish.............................................................1l 8. ACCESSORIES 8.1. WINDOWS..........................................................................11 8.1.1. Standard Windows.......................................................11 8.1.2. Narrow Light Windows .................................................. 11 8.1.3. Thermal BarriertMndows.............................................. 11 8.2. PERSONNEL DOORS...........................................................12 8.2.1. Doors.........................................................................12 8.2.2. Door Frames...............................................................12 8.2.3. Locksets.....................................................................12 8.2.4. Panic Devices............................................................. 12 8.2.5. Threshold..................................................................12 8.3. PRE -ASSEMBLED PERSONNEL DOORS...............................12 8.3.1. Doors........................................................................ 12 8.3.2. Door Frames...............................................................12 8,3.3. Locksets.....................................................................12 8.3.4. Panic Devices............................................................. 12 8.3.5. Threshold...................................................................12 8.4. OVERHEAD DOOR FRAMING...............................................12 8.4.1. Support Framing..........................................................12 8.5. GRAVITY VENTILATORS..................................................... 12 8.5.1. Ridge Ventilator...........................................................12 8.5.2. 20" Round Ventilator..................................................... 13 8.6. LOUVERS..........................................................................13 8.6.1. Standards...................................................................13 8.7. SKYLIGHTS....................................................................... 13 8.7.1. Roof Panels ......... ....................................................... 13 8.7.2. Wall Panels.................................................................13 8.8. INSULATION.......................................................................13 8.8.1. Standards...................................................................13 8.8.2. Facings.......................................................................13 8.8.3. Thermal Blocks............................................................13 8.8.4. Rigid FoamInsulation....................................................13 8.9. ROOF CURBS.................................................................. 13 8.9.1. Standards................................................................. 13 8.10. PIPE FLASHING................................................................14 8.10.1. Standards.................................................................14 9. ERECTION AND INSTALLATION.............................................14 10. BUILDING ANCHORAGE AND FOUNDATION .........................14 11. WARRANTIES....................................................................14 SS(ABC}Rev. 09/05, Ameiienn Bnildines Compnny FM00005 2 1 GENERAL 1.1 SCOPE 1.1.1 The attached specifications cover the standard materials and components used in the design and fabrication of American Buildings Company's metal building systems. 1.1.2 These specifications are an outline of performance to insure that the architect, engineer, builder and/or owner understand the basis for design, manufacture and application of all American Buildings Company's metal building systems. . 1.1.3 Due to a continuing program of research and development, specifications in this manual are subject to change without notice. 1.2 BUILDING DESCRIPTION 1.2.1 Gable (LRF, RF, LRF -M, RF -M, GC, GC -M) is a continuous frame building. The primary frames have tapered columns and rafters with continuous sidewall girls bypassing the column or uniform depth columns and tapered rafters with Simple span sidewall girls inset into the column line. Also it may have one or more interior columns. The bottom flange of the tapered rafter is horizontal for buildings with uniform depth columns and no interior columns. 1.2.2 Single Slope (LSS, LSS-M, SSF) is a continuous frame building. The primary frames have tapered columns and rafters with continuous sidewall girts bypassing the column or uniform depth columns and uniform depth or tapered rafters with Simple span sidewall girls inset into the column line. Also it may have one or more interior columns. 1.2.3 Lean -To (LT) is a single slope extension to a primary structure which provides structural support. These units usually have the same standard roof slope and girt design as the building to which they are attached. 1.3 BUILDING NOMENCLATURE 1.3.1 Standard Roof Slope a) 1" of rise for each 12" of horizontal run (Gable, Lean - To). b) 4" of rise for each 12" of horizontal run (Gable, Lean - To). c) 1/2" of rise for each 12" of horizontal run (Gable, Lean -To). d) 1/4" of rise for each 12" of horizontal run (Single Slope, Gable, Lean -To) SS(ABC}Rev. 09/05, Amerienn Buildings Company FP700005 1.3.2 Building "Width" is measured from outside to outside of sidewall girls except Shadow Panel which is outside to outside of panels. 1.3.3 Building "Eave Height" is measured from the bottom of the base plate on the column to the intersection of the roof and sidewall sheets. 1.3.4 Building "Length" is measured from outside to outside of endwall girls except Shadow Panel which is outside to outside of panels. 1.3.5 Standard "Bay Spacing" shall be 20', 25' or 30' between frame centerlines (except at end bays), unless otherwise specified, for buildings with Architectural III (A3P) or Long Span III (L3P) walls panels. 1.3.6 Standard "Bay Spacing" shall be 20', 24' or 28' between frame centerlines (except at end bays) for buildings with Shadow Panel (HFP) walls. 1.4 DRAWINGS AND CERTIFICATION 1.4.1 Drawings: American Buildings Company shall furnish complete erection drawings for the proper identification and assembly of all building components. These drawings will show anchor bolt settings, transverse cross sections, sidewall, endwall and roof framing, flashing, and sheeting and accessory installation details. 1.4.2 Certifications: Standard drawings and design analysis shall bear the seal of a registered professional engineer upon request. 1.4.3 AISC Certification, Category MB: All American Buildings Company's buildings systems shall be engineered and fabricated to meet the AISC certification standard for Category MB. 2 STRUCTURAL STEEL DESIGN 2.1 GENERAL 2.1.1 All structural mill sections or welded built-up plate sections. shall be designed in accordance with the AISC "Specification for Structural Steel Buildings," Allowable Stress Design and Plastic Design, June 1, 1989 with supplement No.1 2.1.2 All Cold -Formed steel structural members shall be designed in accordance with the 2001 edition of the "North American Specification for the Design of Cold -Formed Steel Structural Members." STANDARD SPE=CIFICATIONS 2.2 DESIGN LOADS Vertical Deflections: *Roof Snow = Factored 50 Yr. Ground Snow 2.2.1 The design loads for the building shall be, in addition to their own dead load, the live, wind, snow and seismic loads required of the following as specified: a) Standard Building Code, by the Southern Building Code Congress International, Inc. b) The BOCA National Building Code, by the Building Officials and Code Administrators, Inc. c) Uniform Building Code, by the International Conference of Building. Officials. d) International Building Code, by the International Code Council. e) National Building Code of Canada, by the National Research Council of Canada. f) Metal Building Systems Manual, by the Metal Building Manufacturers Association. 2.2.2 The building components shall be designed to meet the most severe conditions of load combinations set by the specified building code, but in no case be less than that produced by the following load combinations: A. Building dead load plus roof live load (or snow) B. Building dead load plus wind load 2.2.3 Roof live and snow loads shall be applied on the horizontal roof projection. Wind loads shall be assumed to act horizontally and shall be applied as pressure and suction perpendicular to the building surfaces. 2.2.4 Where local jurisdiction dictates, designs based on other than above listed loads, combinations of loads, or method of load application may be obtained upon request. 2.3 DESIGN POLICY 2.3.1 American Buildings Company's standard design practices incorporate Serviceability Limits from the Metal Building Systems Manual, 2002 edition, (reprinted from AISC Steel Design Guide Series #3, "Serviceability Design Considerations for Low -Rise Buildings"). Owner requirements that exceed these considerations must be included in the building order documents. The applicable building code may also provide deflection limitations. Purlins Roof Live or *Snow Load Top Running Cranes: Lintel Beams supporting metal roof only U150 CMAA Class D supporting ceiling tiles U240 U1000 supporting plaster/drywall ceiling 0360 Rafters Roof Live or *Snow Load supporting metal wall supporting metal roof only U150 supporting masonry wall supporting ceiling tiles U240 **10 Yr. Design Wind Pressure supporting plaster/drywall ceiling U360 Floor joist/ H/60 Beams Floor Live Load Crane Lateral Load or **10 supporting concrete slabs U360 Yr. Wind Pressure: supporting plywood deck, etc, U240 Crane Runway Crane Vertical Static Load Crane Vertical Load Top Running Cranes: Lintel Beams CMAA Classes A, B, C U600 CMAA Class D U800 CMAA Classes E, F U1000 Underhung and Monorail Cranes: Girls CMAA Classes A, B, C. U450 Jib Crane Crane Vertical Load U225 Lintel Beams Total Load U600 < 0.3" Horizontal Deflections: **10Yr. = 50yr. X 75% Wall Panels **10 Yr. Design Wind Pressure U120 Girls **10 Yr. Design Wind Pressure supporting metal wall U120 supporting masonry wall U240 < 11/2" Frame **10 Yr. Design Wind Pressure supporting metal wall H/60 supporting masonry wall H/100 Crane Lateral Load or **10 Yr. Wind Pressure: pendant operated crane H/100 @ Runway cab operated crane H/240< 2"@ Runway Crane Runways Crane Lateral Load U400 Spandrel " Beams **10 Yr. Design Wind Pressure U240 The following serviceability limits of American Buildings Company are also used for project design. Vertical Deflections: Roof Panels Roof or Live Snow Load U150 SS(ABC)-Rev. 09/05, Amerienn Buildings Company FM00005 4 Expansion and Contraction: 3.3.2 Panel material as specified shall be 24 gage AZ50 or AZ55 aluminum -zinc alloy -coated steel, conforming to the Longitudinal Expansion Joint every 1000 feet requirements of ASTM A 792, Grade 80. Minimum yield strength shall be 80,000 psi. Transverse Expansion Joint every 200 feet 2.3.2 It is the policy of American Buildings Company to design rigid frames for the increased loading associated with two - span continuous purlins and girts. This applies to all loads with a load path through a purlin or girt An increase of 25% is normally associated with two equal bays. This is not applicable to the frame loading when purlins or girts are designed as "single -span" 3 BASIC MATERIAL SPECIFICATIONS 3.1 PRIMARY FRAMING STEEL 3.1.1 Steel for mill -rolled structural sections shall conform to the requirements of ASTM specification A 33 or ASTM A 572 Grade 50 or 55 as applicable. 3.1.2 Steel for all built-up sections shall meet as applicable the physical and chemical properties of: A. ASTM A 1011, Grade 55. B. ASTM A 572, Grade 55. C. ASTM A 529, Grade 55. 3.1.3 Steel for all endwall "C" sections shall meet the physical and chemical properties of ASTM A 1011, Grade 55. 3.2 SECONDARY FRAMING STEEL 3.2.1 Steel used to form purlins, girts, eave struts and "C" sections shall meet the physical and chemical properties of ASTM A 1011, Grade 55. 3.2.2 Steel used to form zinc -coated (galvanized) purlins and girls shall meet the physical and chemical properties of ASTM A 653, Grade 50, 55 ksi minimum yield and G90 Coating designation as described in ASTM A 924. 3.3 ROOF AND.WALL PANEL MATERIAL Exterior panels shall conform to one of the following: 3.3.1 . Panel material as specified shall be 26 gage AZ50 or AZ55 aluminum -zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 80. Minimum yield strength shall be 80,000 psi. SS(ABC)-Rev. 09/05, American Buildings Compmiv F0100005 3.3.3 Panel material as specified shall be 24 gage AZ50 or AZ55 aluminum -zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 50, Class 2. Minimum yield strength shall be 50,000 psi. 3.3.4 Panel material as specified shall be 22 gage AZ50 or AZ55 aluminum -zinc alloy -coated steel, conforming to the requirements of ASTM A 792, Grade 50, Class 2. Minimum yield strength shall be 50,000 psi. 3.3.5 Panel material as specified shall be 26 gage zinc -coated (galvanized) steel, coating designation G90, conforming to the requirements of ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.6 Panel material as specified shall be 24 gage zinc -coated (galvanized) steel, coating designation G90, conforming to the requirements of ASTM A 653, Grade 80. Minimum yield strength shall be 80,000 psi. 3.3.7 Panel material as specified shall be 22 gage zinc -coated (galvanized) steel, coating designation G90, conforming to the requirements of ASTM A 653, Grade 50, Class 3. Minimum yield strength shall be 50,000 psi. 4 STRUCTURAL FRAMING 4.1 GENERAL 4.1.1 Framing members shall be shop fabricated for field bolted assembly. The surfaces of the bolted connections shall be smooth and free from burrs or distortions. 4.1.2 All shop connections shall be in accordance with the American Welding Society (AWS) Code for Building Construction or the Canadian Welding Bureau (CWB), as applicable. Certification of welder qualification will be furnished when required and specified at order entry. 4.1.3 All framing members where necessary shall carry an easily visible identifying mark. 4.1.4 Visual inspection methods will be used for verification of weld quality as outlined by the AWS Structural Steel Welding Code, Visual Inspection Acceptance Criteria, Table 6.1. 4.2 PRIMARY FRAMING 4.2.1 Rigid Frame: All rigid frames shall be welded, built-up "I" sections or mill -rolled structural sections, The columns and the rafters may be either uniform depth or tapered. 0 0 AMERICAN BUILDINGS COMPANY {�STANDARD SPECIFICATIONS 4.2.2 Endwall Frames: All endwall roof beams and endwall columns shall be cold -formed "C" sections, mill -rolled structural sections, or built-up "I" sections as required by design. 4.2.3 Plates, Stiffeners, etc.: All base plates, splice plates, cap plates, and stiffeners shall be factory welded into place on the structural members. 4.2.4 Bolt Holes, etc.: All base plates and flanges shall be shop fabricated to include bolt connections holes. Webs shall be shop fabricated to include cable brace or rod brace holes and flange brace holes. 4.3 SECONDARY FRAMING 4.3.1 Purlins and Girts: Purlins and girts shall be cold -formed "Z" or "C" sections with stiffened flanges. They shall be pre - punched at the factory to provide for field bolting to the primary framing. They shall be simple or continuous span as required by design. 4.3.2 Eave Struts: Eave Struts shall be unequal flange, cold - formed "C" sections. 4.3.3 Base Angle: A base member will be supplied by which the base of the wall covering may be attached to the perimeter of the slab. This member shall be secured to the concrete slab with concrete anchors as shown on the drawings. 4.4 BRACING 4.4.1 Diagonal Bracing: Diagonal bracing in the roof and sidewall shall be used to remove longitudinal loads (wind, crane, etc.) from the structure. This bracing will be furnished to length and equipped with bevel washers, cut washers and nuts at each end. It may consist of rods threaded at each end or galvanized cable with suitable threaded end anchors. 4.4.2 Flange Braces: The compression flange of all primary framing shall be braced laterally with angles connecting to the webs of purlins or girts so that the flange compressive stress is within allowable limits for any combination of loadings. 4.4.3 Special Bracing: When diagonal bracing is not permitted in the sidewall, a rigid frame type portal, fixed base columns, or wall diaphragm must be used. Wind bracing in the roof and/or walls need not be furnished where it can be shown that the diaphragm strength of the roof and/or wall covering is adequate to resist the applied wind forces. SS(ABC}Rev. 09/05, American Buildings Company FM00005 5 ROOF AND WALL COVERING 5.1 GENERAL 5.1.1 Wall panels shall be either American Buildings Company's Long Span III Panel (L3P), Architectural III Panel (A3P), Architectural "V" Rib (AVP) or Shadow Panel (HFP). 5.1.2 Roof panels shall be either American Buildings Company's Long Span III Panel (L3P), Standing Seam II Panel (S2P), Standing Seam 360 Panel (S3P), Loc Seam Panel (LOC) or Seam Loc Panel (SLC). 5.1.3 Liner and soffit panels shall be either American Buildings Company's Multi -Rib Panel (MRP), Long Span III Panel (L3P), Architectural III Panel (A3P) or Soffit -Liner Panel (SLP). 5.1.4 Facade fascia panels shall be either American Buildings Company's Long Span III Panel (L3P), Architectural III Panel (A3P), Shadow Panel (HFP), Mansard Fascia Panel (MFP) or Seam Loc Panel (SLC). 5.1.5 American Buildings Company's Long Span III (L3P) roof and wall panels as specified shall be 29, 26, 24 gage 80,000 psi or 22 gage 50,000 psi. Pre -painted panels shall have American Buildings Company's Premium 70 Plus (Kynar 500®) Finish. An embossed finish is available as an option. 5.1.6 American Buildings Company's Architectural III (A3P) wall panels as specified shall be 29, 26, 24 gage 80,000 psi or 22 gage 50,000 psi. Panels shall have American Buildings Company's Premium 70 Plus (Kynar 500®) Finish. An embossed finish is available as an option. 5.1.7 American Buildings Company's Architectural "V" (AVP) wall panels as specified shall be 29, 26, 24 gage 80,000 psi or 22 gage 50,000 psi. Panels shall have American Buildings Company's Premium 70 Plus (Kynar 500®) Finish. An embossed finish is available as an option. 5.1.8 American Buildings Company's Multi -Rib (MRP) liner panels as specified shall be 29, 26 or 24 gage (nominal) pre -painted steel. Panels shall have American Buildings Company's Reflective White Long Life Finish. 5.1.9 American Buildings Company's Long Span III (L3P) liner panels as specified shall be 29 gage 80,000 psi. Panels shall have American Buildings Company's Reflective White Long Life Finish. 5.1.10 American Buildings Company's Shadow Panels (HFP) shall be embossed 24 gage 50,000 psi. Panels shall have American Buildings Company's Premium 70 Plus (Kynar 500®) Finish. 5.2 PANEL DESCRIPTION 5.2.1 American Buildings Company's Long Span III Panel (L3P) shall have major ribs 1 114" high, spaced 12" on center for an even shadowed appearance. The panels are reinforced between the ribs for added strength. Each panel shall provide 36" net coverage in width. A minimum 1/212 roof slope is required. All roof panel side laps shall be at least one major rib and shall have a purlin bearing leg on the bottom section of the lap. 5.2.2 American Buildings Company's Architectural III Panel (A3P) shall have a configuration consisting of ribs 1 114" deep spaced 12" on center producing a decorative smooth shadow -line with semi -concealed fasteners. Architectural III panels shall provide a 36" net coverage in width. 5.2.3 American Buildings Company's Architectural "V" Panel (AVP) shall have a configuration consisting of ribs 1 5/16" deep spaced 12" on center producing a sculptured appearance with semi -concealed fasteners. Architectural "V" rib panels shall provide a 36" net coverage in width. 5.2.4 American Buildings Company's Multi -Rib Panel (MRP) shall have a configuration consisting of ribs 314" deep. spaced 6" on center. Each panel shall provide 36" net coverage in width. 5.2.5 American Buildings Company's Shadow Panel (HFP) shall have a configuration 16" wide and 3" deep with a center rib SS(ABQ-11ev.09/05, Ameriran Buildings Company FM0000S 5.2.9 American Buildings Company's Mansard Fascia Panel (MFP) shall have a flat surface with a male and female interlocking 1" seam. Panels shall have a 10-3116" or 18- 5/8" net coverage in width. A solid 3/8" minimum plywood decking or equivalent with a minimum 3:12 roof slope is required. 5.2.10 American Buildings Company's Seam Loc Panel (SLC) shall have a flat surface with a male and female interlocking 1 3/4" seam. The female panel seam shall have factory applied sealant. Panels shall have a 12", 16" or 18" net coverage in width. A minimum 3:12 roof slope is required. 5.2.11 Panel Length: All wall panels shall be continuous from sill to roof line and all roof panels shall be continuous from eave to ridge except where length becomes prohibitive for handling purposes. Roof panel end laps shall be a minimum 6" for Standing Seam and Loc Seam panels and a minimum 4" for Long Span III panels. Wall panel end laps shall be a minimum 3". 5.2.12 Endwall Edge Cuts: All endwall panels for buildings with less than 1 %: to 12 roof slopes shall be square cut. All endwall panels (excluding Shadow panels) for buildings with a roof slope over 1112:12 shall be bevel cut. 5.2.13 A certain amount of waviness called "oilcanning" may exist in the flat portion of the panel. Minor waviness of the panel is not sufficient cause for rejection. Oilcanning does not affect the structural integrity of the panel. h =� ICAN BUILDINGS COMPANY STANDARD SP EC I FICATIONS 5.1.11 American Buildings Company's Soffit Liner Panels (SLP) 6" wide and 1 1/2" deep producing contrasting shadow shall be 24 gage 50,000 psi. Panels shall have American patterns with concealed fasteners. Each panel shall Buildings Company's Premium 70 Plus (Kynar 5000) provide 16" net coverage in width. Finish. 5.2.6 American Buildings Company's Soffit Liner Panel (SLP) 5.1.12 American Buildings Company's Standing Seam II (S2P) shall have a configuration consisting of 1" interlocking ribs. and Standing Seam 360 (S3P) Roof Panels as specified The interlocking ribs are designed to conceal the panel shall be 24 or 22 gage 50,000 psi. Pre -painted panels fasteners. The Soffit Liner Panel shall provide a net shall have American Buildings Company's Premium 70 coverage of 12" in width. Plus (Kynar 5000) Finish. 5.2.7 American Buildings Company's Standing Seam II (S2P) 5.1.13 American Buildings Company's Loc Seam Panels (LOC) as and Standing Seam 360 (S3P) Roof Panel shall have a specified shall be 24 or 22 gage 50,000 psi. Pre -painted configuration consisting of 2" high (3" including seam) by 4 panels shall have American Buildings Company's Premium 3/4" wide rib, spaced on 24" centers. Panels shall be 70 Plus (Kynar 5000) Finish. joined at the side laps with an interlocking seam standing 1" above the major rib. Each panel shall provide 24" net 5.1.14 American Buildings Company's Mansard Fascia Panels coverage in width. The female panel seam shall have (MFP) as specified shall be 24 gage 50,000 psi. Pre- factory applied sealant. painted panels shall have -American Buildings Company's Premium 70 Plus (Kynar 5000) Finish. 5.2.8 American Buildings Company's Loc Seam Panel (LOC) shall have a configuration 16" or 12" wide with 2" high 5.1.15 American Buildings Company's Seam Loc Panels (SLC) as vertical male and female ribs offering a flat profile with specified shall be 24 or 22 gage 50,000 psi. Pre -painted optional pencil ribs. The female seam shall have factory panels shall have American Buildings Company's Premium applied sealant. The panel seam shall be interlocked by a 70 Plus (Kynar 5000) Finish. specially designed electric seaming machine. 5.2 PANEL DESCRIPTION 5.2.1 American Buildings Company's Long Span III Panel (L3P) shall have major ribs 1 114" high, spaced 12" on center for an even shadowed appearance. The panels are reinforced between the ribs for added strength. Each panel shall provide 36" net coverage in width. A minimum 1/212 roof slope is required. All roof panel side laps shall be at least one major rib and shall have a purlin bearing leg on the bottom section of the lap. 5.2.2 American Buildings Company's Architectural III Panel (A3P) shall have a configuration consisting of ribs 1 114" deep spaced 12" on center producing a decorative smooth shadow -line with semi -concealed fasteners. Architectural III panels shall provide a 36" net coverage in width. 5.2.3 American Buildings Company's Architectural "V" Panel (AVP) shall have a configuration consisting of ribs 1 5/16" deep spaced 12" on center producing a sculptured appearance with semi -concealed fasteners. Architectural "V" rib panels shall provide a 36" net coverage in width. 5.2.4 American Buildings Company's Multi -Rib Panel (MRP) shall have a configuration consisting of ribs 314" deep. spaced 6" on center. Each panel shall provide 36" net coverage in width. 5.2.5 American Buildings Company's Shadow Panel (HFP) shall have a configuration 16" wide and 3" deep with a center rib SS(ABQ-11ev.09/05, Ameriran Buildings Company FM0000S 5.2.9 American Buildings Company's Mansard Fascia Panel (MFP) shall have a flat surface with a male and female interlocking 1" seam. Panels shall have a 10-3116" or 18- 5/8" net coverage in width. A solid 3/8" minimum plywood decking or equivalent with a minimum 3:12 roof slope is required. 5.2.10 American Buildings Company's Seam Loc Panel (SLC) shall have a flat surface with a male and female interlocking 1 3/4" seam. The female panel seam shall have factory applied sealant. Panels shall have a 12", 16" or 18" net coverage in width. A minimum 3:12 roof slope is required. 5.2.11 Panel Length: All wall panels shall be continuous from sill to roof line and all roof panels shall be continuous from eave to ridge except where length becomes prohibitive for handling purposes. Roof panel end laps shall be a minimum 6" for Standing Seam and Loc Seam panels and a minimum 4" for Long Span III panels. Wall panel end laps shall be a minimum 3". 5.2.12 Endwall Edge Cuts: All endwall panels for buildings with less than 1 %: to 12 roof slopes shall be square cut. All endwall panels (excluding Shadow panels) for buildings with a roof slope over 1112:12 shall be bevel cut. 5.2.13 A certain amount of waviness called "oilcanning" may exist in the flat portion of the panel. Minor waviness of the panel is not sufficient cause for rejection. Oilcanning does not affect the structural integrity of the panel. 6 MISCELLANEOUS MATERIAL SPECIFICATIONS 6.1 FASTENERS 6.1.1 Structural Bolts: All bolts used in primary splices and secondary framing connections shall be ASTM A325 as required by design. 6.1.2 Fasteners for Roof Panels: All roof panels shall be attached to secondary framing members by the following: A. Premium roof fasteners shall be No. 12 X 1 1/4" or No. 14 X 1" self -drilling carbon steel screws with a molded zinc alloy or capped stainless steel cupped hex washer head. Roof fasteners shall be assembled with an EPDM washer, Premium roof fasteners shall be used on all pre -painted or warranted roofs. drilling carbon steel screws with an integral hex washer head. Roof fasteners shall be assembled with an EPDM washer. Standard roof fasteners shall havea corrosive resistant coating over zinc plating. Standard fasteners shall be used on unwarranted aluminum -zinc alloy -coated roofs only. 6.1.5 Fasteners for the Roof Panel Clips: All Standing Seam and Loc Seam Panel Clips shall be attached to the purlins by the following: A. Self -drilling screws for attaching expansion clips shall be carbon steel No. 12 X 11/4" hex -head, cadmium or zinc plated. The fasteners are applicable for use with fiberglass blanket insulation with thicknesses up to and including 6 inches. B. Standard roof fasteners shall be No. 12 X 1 114" or B. Self -drilling screws for attaching expansion clips on No. 14 X 1" self -drilling carbon steel screws with an bar joists shall be carbon steel No. 12 X 1 1/4" Tek 4 integral hex washer head. Roof fasteners shall be or No. 12 X 1 1/2" Tek 5 hex -head, cadmium or zinc assembled with an EPDM washer. Standard roof plated. The fasteners are applicable for use with fasteners shall have a corrosive resistant coating over fiberglass blanket insulation with thicknesses up to zinc plating. Standard fasteners shall be used on and including 6 inches. unwarranted aluminum -zinc alloy -coated. roofs only. 6.1.6 Fasteners for Wall Panels and Liner Panels: All Long Span 6.1.3 Fasteners for roof panel side laps and flashing III, Architectural III, Architectural "V" or Multi -Rib Panels connections: Long Span III Roof Panel side laps and shall be attached to the secondary framing members by flashing connections shall be stitched by the following: means of self -drilling carbon steel screws, No. 12 X 1 114" hex washer head, cadmium or zinc plated. The fasteners A. Premium roof fasteners shall be No. 14 X 7/8" self- shall be color coordinated with a premium coating system drilling carbon steel screws with a molded zinc alloy or which protects against corrosion and weathering. The capped stainless steel cupped hex washer head. fasteners are applicable for use with fiberglass blanket Roof fasteners shall be assembled with an EPDM insulation up to 4" (6" for Architectural III and Architectural washer. Premium roof fasteners shall be used on all "V" Panels) in thickness. pre -painted or warranted roofs. 6.1.7 Fasteners for Wall Panel side laps and Liner Panel side B. Standard roof fasteners shall be No. 14 X 7/8" self- laps: All Long Span III, Architectural III, Architectural "V" or drilling carbon steel screws with an integral hex Multi -Rib Panel side laps shall be stitched by means of washer head. Roof fasteners shall be assembled with self -drilling carbon steel screws, No. 14 X 718" cadmium or an EPDM washer. Standard roof fasteners shall have zinc plated. The fasteners shall be color coordinated with a a corrosive resistant coating over zinc plating, premium coating system which protects against corrosion Standard fasteners shall be used on unwarranted and weathering. aluminum -zinc alloy -coated roofs only. 6.1.8 Fasteners for Shadow Panels: These fasteners shall be 6.1.4 Fasteners for roof panel to flashing connections: Loc carbon steel, yellow chromate over zinc plate finish, No. 12 Seam and Standing Seam roof systems shall be the X 1" self -drilling hex -head screws with a special 1/2" X 1" following: rectangular locking nut. A. Premium roof fasteners shall be No. 14 X 1" self- 6.1.9 Blind Fasteners: All blind fasteners shall be 1/8" diameter, drilling carbon steel screws with a molded zinc alloy or high strength 6052 painted aluminum rivets as capped stainless steel cupped hex washer head. manufactured by USM POP or equal. Roof fasteners shall be assembled with an EPDM 6.2 PANEL CLIPS washer. Premium roof fasteners shall be used on all pre -painted or warranted roofs. 6.2.1 Panel clips (SSPC series) for the Standing Seam If Roof Panel shall be of a two part assembly. The tab portions B. Standard roof fasteners shall be No. 14 X 1" self- are 2 1/2" wide, die formed SAE 1050 high carbon spring SS(ABC)-Rev. 09105, Amerienn Buildings Company FM00005 6.3 CLOSURES AND SEALANTS 6.4.2 Downspouts: All downspouts shall be 29 gage zinc -coated (galvanized) or aluminum -zinc alloy -coated steel with color 6.3.1 Closure Strips: The corrugations of the roof and wall panels coordinated, pre -painted finish, rectangular in shape. shall be filled with pre -formed closed cell non -shrinking, laminated polyethylene closures along the eave, ridge and 7 PAINTING rake when required for weathertightness. 6.3.2 Metal Closures: The corrugations and pan area of the ASTM testing is performed on specifically and carefully Standing Seam II and Standing Seam 360 Roof Panel shall prepared test coupons. These tests are designed to accurately compare varying products in a controlled be filled with formed metal closures. The closures shall be formed from 20 gage steel to the shape of the configuration. environment and may or may not be indicative of actual The closure exterior finish shall be AZ55 aluminum -zinc field results. alloy -coated. 7.1 STRUCTURAL PAINTING 6.3.3 Sealant: Long Span Panel roof side laps, end laps, roof flashing laps, ridges and eave shall be sealed with 112" X 118" tape mastic, Sika Sika -Tape TC -95 or equal. The material shall be non -staining, non -corrosive, non-toxic, and non-volatile. Composition shall be 100% solid ethylene propylene copolymer tape. Service temperature SS(ABQ-Rev. 09105, American Buildings Company F0100005 Primer systems are not intended as finish coat paint systems and do not offer the uniformity of appearance, durability or corrosion resistance of a top coat applied over a primer. Primers are designed to promote the wetting action and adhesion of a top coat and offer only short-term corrosion protection from ordinary atmospheric exposure. - ICAN BUILDINGS COMPANY STANDARD SPECIFICATIONS steel and heat treated to Rockwell 45C to 50C, with shall be from -60°F to +212°F. fluorocarbon coating for corrosion resistance, or 301 stainless steel. The base portion of the clip shall be 2 1/4" 6.3.4 Sealant: American Buildings Company's Standing Seam, or 3 1/4" (for thermal blocks) in height. The base shall be Loc Seam and Seam Loc Roof Panels side laps shall have die formed from 12 gage, zinc -coated (galvanized) steel. factory applied mastic, SikaLastomer-511 or equal. Its Total expansion capability of the clip assembly shall be 2 composition shall be 85% solids by weight. Service 1/2". temperature range shall be from -60°F to +220"F. 6.2.2 Panel clips (LSEC series) for the Loc Seam Panel shall be 6.3.5 Sealant: All American Buildings Company's Standing of a two part assembly. The tab portion shall be a nominal Seam and Loc Seam Roof end laps, roof flashing laps, 2 318" or 3 118" (for thermal blocks) in height and 3" in ridges and eave shall be sealed with tape mastic, Sika width, die formed from 24 gage aluminum coated steel. Sika -Tape TC -95 or equal. The material shall be non - The base shall be die formed from 18 gage, zinc -coated staining, non -corrosive, non-toxic, and non-volatile. (galvanized) steel. Total expansion capability of the clip Composition shall be 100% solid ethylene propylene assembly shall be 1 1/4". copolymer tape. Service temperature shall be from -60°F to +212°F 6.2.3 Panel clips (MFPC series) for the Mansard Fascia panel shall be a nominal 1" height and 1 1/2" in width. The clip 6.3.6 Caulk: Eaves, endlaps, ridge and eave closures are sealed shall be die formed from 26 gage zinc -coated (galvanized) with non -skinning butyl caulk, SikaLastomer-511 or equal. steel, or aluminum -zinc alloy -coated steel. Its composition is 85% solids by weight. Service temperature range is -60°F to +220"F. All gutter and 6.2.4 Panel clips (S3PC series) for the Standing Seam 360 panel downspout joints, roof accessories, doors, windows, and is a two part assembly. The tab portion is die formed .031 louvers shall be sealed with polyurethane caulk, Sika, thick aluminum -zinc alloy -coated steel. The base shall be SikaFlex 219LM or approved equal. It shall meet or die formed from 12 gage, zinc -coated (galvanized) material exceed the requirements of Federal Specification TT -S- 2 114" or 3 114" (for thermal blocks) high and 6" long. The 00230C, Type Il, Class A. expansion capability is 2 1/2". For higher uplift values requirements, optional panel clips (S3PC-_R) consists of 6.4 GUTTER, FLASHING AND DOWNSPOUT panel clip (S3PC-_) with an additional panel to clip fastening base which is 16 gage, zinc -coated (galvanized) 6.4.1 Gutters and Flashings: All standard exterior gutters are 26 material. gage G90 zinc -coated (Galvanized) or AZ50 aluminum -zinc alloy -coated steel with a pre -painted finish. Standard rake 6.2.5 Panel clips (SLPC series) for the Seam Loc panel are a flashing is 26 gage G90 zinc -coated (galvanized) or AZ50 nominal 1 3/4" in height and 3 314" in width (UL90) and 1 aluminum -zinc alloy -coated steel with a pre -painted finish. 314" in height and 2" in width (Standard) die formed 18 All other gutter and flashings shall be a minimum 26 gage gage zinc -coated (galvanized) steel. steel. 6.3 CLOSURES AND SEALANTS 6.4.2 Downspouts: All downspouts shall be 29 gage zinc -coated (galvanized) or aluminum -zinc alloy -coated steel with color 6.3.1 Closure Strips: The corrugations of the roof and wall panels coordinated, pre -painted finish, rectangular in shape. shall be filled with pre -formed closed cell non -shrinking, laminated polyethylene closures along the eave, ridge and 7 PAINTING rake when required for weathertightness. 6.3.2 Metal Closures: The corrugations and pan area of the ASTM testing is performed on specifically and carefully Standing Seam II and Standing Seam 360 Roof Panel shall prepared test coupons. These tests are designed to accurately compare varying products in a controlled be filled with formed metal closures. The closures shall be formed from 20 gage steel to the shape of the configuration. environment and may or may not be indicative of actual The closure exterior finish shall be AZ55 aluminum -zinc field results. alloy -coated. 7.1 STRUCTURAL PAINTING 6.3.3 Sealant: Long Span Panel roof side laps, end laps, roof flashing laps, ridges and eave shall be sealed with 112" X 118" tape mastic, Sika Sika -Tape TC -95 or equal. The material shall be non -staining, non -corrosive, non-toxic, and non-volatile. Composition shall be 100% solid ethylene propylene copolymer tape. Service temperature SS(ABQ-Rev. 09105, American Buildings Company F0100005 Primer systems are not intended as finish coat paint systems and do not offer the uniformity of appearance, durability or corrosion resistance of a top coat applied over a primer. Primers are designed to promote the wetting action and adhesion of a top coat and offer only short-term corrosion protection from ordinary atmospheric exposure. 0 0 ICAN v BUILDINGS SS(ABQ-Rev.09/O5, Amcricin Buildings Company FM00005 10 STANDARD SPECIFICATIONS 7,1.1 Shop Applied Primers — All uncoated structural steel Resistance members shall be cleaned of all foreign matter and loose Reverse Impact ASTM D 2794 Passes No Removal mill scale as per requirements of the Structural Steel Microbial Attack ASTM G 22 Passes Painting Council cleaning specification SSPC-SP2 and SSPC-SP1 as required. Structural steel members will then 7.2.4 Interior Finish: The interior finish shall have a parchment or receive a one mil coat of American Buildings Company's gray polyester topcoat over an epoxy or urethane primer. red oxide primer. Primer meets or exceeds the The dry film thickness shall be 0.3 mils. performance requirements of the specification SSPC-15, for Type 1 Red Oxide Paint. Primer is not intended as a 7.3 PREMIUM 70 PLUS COATED PANELS finish coat and is compatible only for top coating with aliphatic solvent based alkyd enamels. 7.3.1 Base Metal shall be 29, 26, 24 or 22 gage G90 zinc -coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.1.2 Pre -painted Cold Formed Materials — At American's option, cold formed secondary structural framing may use pre- 7.3.2 Prime Coat: The base metal shall be pretreated and then painted coil stock which eliminates the need for shop primed with an approved epoxy, urethane, or water base applied primer. Primer will be applied in a thickness of primer. The dry film thickness of the primers shall be 0.25 0.45 — 0.55 mils. Primer is not intended as a finish coat. mils minimum. Due to lubricants used to aid the roll forming process, the application of a tie coat must be used prior to application of 7.3.3 Exterior Coat: After priming, the exterior side shall be given a topcoat. a finish coat of a 70% minimum Kynar 50M (PVDF) formulation. The dry film thickness of the topcoat shall be 7.1.3 Abrasions caused by handling after painting as well as the 0.70 mils minimum. The total dry film thickness shall be flaking of tight mill scale are to be expected. American 0.95 mils minimum. Excellent weatherability and resistance Buildings shall furnish primer to allow for touch-up of these to coating deterioration shall be evident when subject to the areas by the contractor. following tests: 7.2 LONG LIFE COATED PANELS Test Test Method Performance Specular Gloss ASTM D 523 Low Gloss, 5-10 at 60 7.2.1 Base Metal shall be 29, 26 or 24 gage G90 zinc -coated Degrees (galvanized) or AZ50 aluminum -zinc alloy -coated steel. Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal 7.2.2 Prime Coat: The base shall be pretreated and then primed Direct Impact ASTM D 2794 Excellent/No Removal with an epoxy or urethane type primer for superior Reverse Impact ASTM D 2794 Excellent/No Removal adhesion and superior resistance to corrosion. The dry film Abrasion Resistance ASTM D 968 Exceeds 60 liters thickness shall be 0.2 mils. Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours 7.2.3 Exterior Coat: After priming, the exterior side shall be given a Long Life coating, baked in excess of 500°F to a Humidity Resistance ASTM D 2247 Passes 1000 hours controlled dry film thickness of 0.7 to 0.8 mils. Excellent Color Retention ASTM D 2244 No objectionable weatherability and resistance to coating deterioration shall change. Max. 4 Delta be evident when subject to the following tests: E units (Hunter) Color Change Test Test Method Performance Chalk Resistance ASTM D 659 No objectionable change. Minimum Specular Gloss ASTM D 523 25-35 degrees on a rating of 9 std. Avner 60 deg. Meter Roof panels with the Premium 70 Plus finish must have a Dry Film ASTM D 3363 F -2H minimum 1/2:12 roof slope to qualify for Material Warranty. Hardness Q.U.V. ASTM G 53 Passes 300 hours, no 7.3.4 Interior Finish: The interior finish shall have a parchment or Weatherometer objectionable color gray polyester topcoat or backer over an epoxy, urethane, change, chalking or or water base primer. The dry film thickness shall be 0.50 blistering mils. Humidity ASTM D 2247 Passes 1000 hours Resistance Salt Spray ASTM B 117 Passes 750 hours SS(ABQ-Rev.09/O5, Amcricin Buildings Company FM00005 10 7.4 PREMIUM 70M COATED PANELS 7.4.1 Base metal shall be 29, 26, 24, or 22 gage G90 zinc - coated (galvanized) or AZ50 aluminum -zinc alloy -coated steel. 7.4.2 Prime Coat: The base metal shall be pretreated and then primed with an approved epoxy, urethane, or water base primer. The dry film thickness of the primers shall be 0.4 mils minimum. 7.4.3 Exterior Coat: After priming, the exterior side shall be given a finish coat of a 70% minimum Kynar 500® (PVDF) formulation. The dry film thickness of the topcoat shall be 1.0 mils minimum. The total dry film thickness shall be 1.4 mils minimum. Excellent weatherability and resistance to coating deterioration shall be evident when subject to the following tests: Test Test Method Performance Specular Gloss ASTM D 523 Medium Gloss, 30-40 at 60 degrees Dry Film Hardness ASTM D 3363 F minimum Film Adhesion ASTM D 3359 Excellent/No Removal Direct Impact ASTM D 2794 Excellent/No Removal Reverse Impact ASTM D 2794 Excellent/No Removal Abrasion Resistance ASTM D 968 Exceeds 100 liters Chemical Resistance ASTM D 1308 Excellent/No Removal Salt Spray Resistance ASTM B 117 Passes 1000 hours Humidity Resistance ASTM D 2247 Passes 2000 hours Color Retention ASTM D 2244 No objectionable change. Max. 4 Delta E units (Hunter) Color Change Chalk Resistance ASTM D 659 No objectionable change. Minimum rating of 9 Roof Panels with the Premium 70M finish must have a minimum 1/2:12 roof slope to qualify for Material Warranty. 7.4.4 Interior Finish: The interior finish shall have a parchment or gray polyester topcoat or backer over an epoxy, urethane or water base primer. The dry film thickness of the backer shall be 0.50 mils minimum. 8 ' ACCESSORIES 8.1 WINDOWS 8.1.1 Standard windows shall be horizontal slide units with a bronze finish, 3'-0" X 3'-0" and 4'-0" X 3'-0" in Architectural III, Architectural "V" Rib and Long Span III Panel Walls and 4'-0" X 3'-0" in Shadow Panel Walls. They shall be furnished complete with 7/16" hermetically, sealed double glass, hardware and half screen. Windows shall be self - flashing to American Buildings Company's wall panels. SS(ABC)-Rev. 09/05, Ameaican Buildings Company MOONS They shall comply with the performance requirements of AAMA I NWWDA 101/I.S. 2-97 for a Performance Class of HS -R25. 8.1.2 Narrow light Windows shall be wall units 2'-0" X 7' having dark bronze aluminum frames 1 3/4" X 4" and 1" solar bronze annealed insulated glass. The glazing stop shall snap on using stainless steel spring clips. There shall be no exposed screws on the Glazing Bead. The glass shall be set against the fin using Butyl Tape and sealed on interior and exterior with silicone to insure a watertight seal and to enable truck shipment without damage or glass slippage. 8.1.3 The Thermal Barrier Windows shall be horizontal slide units with a bronze finish. They are available in 3'-0" X 3'- 0", 4'-0" X 3'-0", 4'-0" X 4'-0" and 6-0" X 3'-0" size that are self flashing to American Buildings Company's Architectural III, Architectural "V" Rib and Long Span III wall panels. A 24" X 6'-0" fixed glass unit is available. They shall be furnished with a 5/8" insulated glass and a polyurethane thermal barrier. 8.2 PERSONNEL DOORS 8.2.1 Standard personnel doors shall be 3'-0" X 7'-0" and 1 3/4" manufactured from 18 gage zinc -coated (galvanized) steel. Doors shall have a textured finish and shall be painted white. Doors shall meet Federal Specification RR -D -575b and Commercial Standards CS -242-62 and PS4-66. Doors shall be one of the following: A. Dominion Building Products, "Premium" Knock down, (polyurethane core) finish painted or equal. B. Dominion Building Products, "Standard", Knock down, (polystyrene core) prime painted or equal. 1. Doors shall have square edges for non -hand installation. 2. Doors shall be flush and have vertical seams reinforced with continuous 16 gage channels. 3. Doors shall be provided with top and bottom inverted 16 gage galvanized steel channels spot-welded within the door. 4. Doors "A" and "B" shall be reinforced, stiffened, and sound deadened with impregnated kraft honeycomb core completely filling the inside faces of the door and laminated to the inside faces of the panels. 5. Doors shall be reinforced for applicable hardware. 8.2.2 Door frames shall be 16 gage zinc -coated (galvanized) steel, painted white and shall be one of the following: A. Dominion Building Products, "Premium" Knock down, finish painted having a jamb depth of 5 3/4" with a 14 gage sub jamb. B. Dominion Building Products, "Standard" Knock down, 11 prime painted having a jamb depth of 5 314" with a 14- 8.4 OVERHEAD DOOR FRAMING gage sub jamb. 8.4.1 Overhead door support framing shall be designed to resist 1. Door jambs shall be constructed for non hand applicable horizontal wind loads and shall consist of installation. channel jambs with a channel header at the top of the 2. Door frames "A" and "B" shall have factory applied opening. 26 gage steel, color coordinated flashing shall be kerf weather-stripping. provided to conceal panel edges at the opening unless 3. Door frames shall be shipped as a package, one pair otherwise specified. of jambs (hinge and strike for single openings or 2 hinge jambs for double openings), heads, sill plate, 8.5 GRAVITY VENTILATORS sub jambs, girt clips, weather-strip, threshold, hinges and fasteners. 8.5.1 Gravity ridge ventilators shall be manufactured from 8.2.3 Standard Locksets shall be on of the following: galvanized steel and painted white. The ventilator body shall be 24 gage and the skirt shall be adjustable to match A. Yale CRE 8722 Mortise Lockset, US26D finish, or the roof slope. Chain operated damper will be furnished. equal. Ventilators shall be equipped with standard bird screens and riveted end caps. Ventilators shall be 10' long and B. PDQ SK116PHL26D/S Lever Handle Lockset or have a 9" or 12" throat. equal. 8.5.2 20" round ventilators shall be 24 gage and shall have an 8.2.4 Exit devices shall be one of the following: adjustable base for ridge mounting or a pitched base for on -slope mounting. A. Yale 7100 Styline series rim device with a stainless steel finish. 8 6 LOUVERS 8.2.5 Door threshold shall be aluminum, supplied with flat head 8.6.1 Louvers shall be manufactured from 20 gage zinc -coated screws and expansion shields for attachment to masonry (galvanized) steel, painted white, and shall be self -framing floor. and self -flashing. They shall be equipped with adjustable dampers unless otherwise specified. Nominal size shall be 8.3 PREMIUM PRE -ASSEMBLED PERSONNEL DOORS 3'-0" X 4'-0" for Long Span III (L3P), Architectural III (A3P) and Architectural "V" (AVP) walls and 4'-0" X 4'-0" for 8.3.1 Pre -assembled personnel doors when specified shall be 3'- Shadow Panel (HFP) walls. 0" X 7'-0" X 13/4" manufactured from 18 gage zinc -coated (galvanized) steel with White or Bronze baked on painted 8.7 SKYLIGHTS finish. Doors are insulated Polyurethane Core (R14.97), g 71 Roof skylight panels shall be translucent fiberglass 8.3.2 Door frames shall be 16 gage zinc -coated (galvanized) reinforced panels made in the same configuration as the steel with White or Bronze baked on finish paint. metal panels. They shall be manufactured with a 2 ounce woven fiberglass cloth reinforcement in addition to random 8.3.3 Standard Lockset shall be one of the following: strand mat or cut glass fibers for structural strength. They shall meet or exceed applicable requirements of ASTM A. Entry lock with lever handles will be on both sides. D3841-80 Type 1, and ICBO Research Report No. 1412. Key -in -knob on exterior side and thumb tum push Material weight shall not be less than 8 ounces per square button on interior side. Shall be PDQ foot. Impact Test: Skylights shall resist penetration when SK116PHL26D/S. Meets ANSI 156.2 series 4000 subject to a 100 pound cylindrical weight with a 5 3/4" Grade 2 requirements. diameter (26 square inches) dropped from a height of 70". Flammability rate of material shall be no greater than 2 B. Mortise lock with lever handles on both sides. Shall in/min when tested under ASTM D635. Coefficient of heat be Yale CRE8722 Grade 1. Meets ANSI A156.13 transmission (U -factors) shall be no greater than 0.8 series 1000 requirements. BTU/Hr/Sq. ft. degree F. Available insulated skylights shall have a light transmitting foam sandwiched between a 8.3.4 Exit device shall be Yale 7100 Series or equal. standard weight exterior panel and a 4 ounce nominal weight interior panel. Skylight panels shall be equivalent to 8.3.5 Thresholds are constructed of aluminum alloy #6063-T5 STRONGLIGHT panels as manufactured by Lasco with mill finish, ADA compliant. All fasteners and anchors Industries, or equal. included for complete installation. SS(ABC}Rev.09/05, Amerienn Buildings Company - FM00005 12 ENGINEERING PROPERTIES (STRONGLIGHT Skylight) Property Test Method Nominal Value Shear Strength ASTM D 732 11,000 psi Bearing Strength ASTM D 953 A 13,400 psi Tensile Strength ASTM D 638 19,000 psi 8.7.2 Wall sidelight panels shall be translucent fiberglass panels made in the same configuration as the wall panels. They shall meet or exceed applicable requirements of ASTM D3841-80 Type 1, and ICBO Research Report No. 1412. Material weight shall not be less than 6 ounces per square foot. . 8.8 INSULATION 8.8.1 Fiberglass Blanket Insulation shall be available in 2", 3", 4" and 6" thicknesses. (Other roof insulation systems are available with thickness up to 12 inches). Maximum application thicknesses are as follows: NINE= hickness FAI eleClip The[ # Standing Seam II/360 4' Maximum Short No Standing Seam II/360 6" Maximum Tall Yes Loc Seam/Loc Seam 360 4' Maximum Short No Loc Seam/Loc Seam 360 6" Maximum Tall Yes Architectural III 6" Maximum n/a n/a Architectural 'V' 6"Maximum n/a n/a on San III Lon., 4' Maximum n/a n/a 8.8.2 Fiberglass Insulation Facings shall be laminated on one side with one of the facings as shown in chart below. Facings other than those shown in the chart below are available upon request, FACINGS COLOR WHITE WMP- WMP- VINYL VR 10 FSK WMP-F Flame Spread* 25 10* 10* 5* 10* Perm Rating 1.0 .09 .02 .02 .02 Service Tem. Min. 00 -400 -400 -400 -400 *All laminated or composite flame spreads are 25. The white vinyl flame spread rating is only available based on composite testing. 8.8.3 Rigid Foam Thermal Blocks shall be cut from high density extruded polystyrene board stock, having a UL 25 flame spread rating. Thermal Blocks shall have a minimum thickness of 3/4 inch and shall be a minimum of 3 inches in width. Thermal Block material shall be Dow Styrofoam (Blue Board) or equal. 8.8.4 Foil -faced rigid insulation (Thermax®) has a glass fiber reinforced polyisocyan u rate foam core. The foam core has a uniform, closed -cell structure which is resistant to the SS(ABC)-Rev. 09/05. American Buildings Compnny FM00005 flow of heat. Aluminum foil facers laminated to each side of the product provide an effective moisture barrier. Rigid insulation products are available in thicknesses from 1/2" to 4". Rigid insulation shall be Thermax by Celotex or approved equal. 8.9 ROOF CURBS 8.9.1 Roof curbs shall be manufactured from minimum 18 gage AZ55 aluminum -zinc alloy -coated steel. Curbs shall have an integral cricket type water diverter. The minimum curb height shall be 8". 8.10 PIPE FLASHING 8.10.1 Pipe flashing shall be of a one piece construction and fabricated from an EPDM membrane and shall have an aluminum base that can be field conformed to any panel configuration. Pipe flashings shall be flexible for mounting on any roof slope. Service temperature ranges shall be from -30*F to +250°F, Three standard flashing sizes shall accommodate pipe sizes from 1/4" diameter up to 13" diameter. 9 ERECTION AND INSTALLATION The erection of the metal building and the installation of accessories shall be performed in accordance with the American Buildings Company's erection manuals and the building erection drawings. The erection shall be performed by a qualified erector using proper tools and equipment. In addition, erection practices shall conform to Section 4, Common Industry Practices found in the Metal Building Systems Manual, 2002 edition. There shall be no field modifications to primary structural members except as authorized and specified by American Buildings Company. SAFETY DURING ERECTION CANNOT BE OVER-EMPHASIZEDI 10 BUILDING ANCHORAGE AND FOUNDATION The building anchor bolts shall resist the maximum column reactions resulting from the specified combinations of loadings. The quantities and diameters shall be specified by American Buildings Company. Anchor bolt embedment designs and the anchor bolts are to be supplied by others, NOT American Buildings Company. Anchor bolt embedment and foundations shall be adequately designed by a qualified foundation engineer to support the building reactions and other loads which may be imposed by the building use. The design shall be based on the specific soil conditions of the building site. The foundation engineer shall be retained by other than American Buildings Company. American Buildings Company assumes no 13 responsibility of the integrity of the foundation. 11 WARRANTIES American Buildings Company offers a variety of warranties for panel coatings,. roof systems weathertightness, purchased products, and manufactured material. For specific warranty details and costs contact American Buildings Company at 334-687-2032. SS(ABC)-Rev. 09/05, Ameriuin Buildings Company FM00005 14 I 0 il, FOUNDATION DESIGN New Metal Building by American Buildings. FOR Mike Mc Donald 2280 Blossom Lane Durham, CA CONSTRUCTED BY Elite Buildings Paul Krohn, P.E. 305 Wall Street Chico, CA 95928 (530) 894-1165 Discussion Calculate maximum uplift 1 Footing design for uplift' 2 Check footing gravity design 3-4 Check anchorage at line 2 5-6 REVISION 0 6/30/06 The enclosed calculations are for the gravity and lateral design of the foundation for a metal building. Reactions are per sheet AB -2 of American plans (with the exception of longitudinal wind load to the rigid frame at line 2, Case 4, which is from page 28 of American calculations). Collateral loads are not used to resist uplift. As h/w > 0. 5, FS.,i d = 1.5 per 1621.1. 1A longitudinal D 0.3 Wlong -2.9 Wnet=W-D -2.6 Wbrace -1.9 Wmax = Wnet + Wbrace -4.5 1 B longitudinal D 0.5 Wlong -5.7 Wnet = W - D -5.2 Wbrace 0.0 Wmax = Wnet + Wbram -5.2 1C longitudinal D 0.3 Wrong -2.9 Wnet = W - D -2.6 Wbrace 0.0 Wmax = Wnet + Wbrace -2.6 2A & 2C longitudinal D 1.6 Wlong -5.9 Wnet = W - D -4.3 Wbrace -1.9 Wmax = Wnet + W -6.2~ 3A & 3C longitudinal D 0.5 Wrong -6.1 Wnet=W - D -5.6 Wbrace 0.0 Wmax = Wnet + Wbrace -5.6 GOVERNS 1 A transverse D 0.3 Wtrans -2.9 Wnd = W - D -2.6 Willm 0.0 Wmax = Wnet + Wbace -2.6 1 B transverse D 0.5 Wtom -5.7 Wnet = W - D -5.2 Wbrace -2.6 Wmm = Wet + W&,, -7.8 1 C transverse D =CALCULATE MAXIMUM UPLIFT PER COLUMN Wbrace -2.6 Wmax = Wnet + Wbrace 1A longitudinal D 0.3 Wlong -2.9 Wnet=W-D -2.6 Wbrace -1.9 Wmax = Wnet + Wbrace -4.5 1 B longitudinal D 0.5 Wlong -5.7 Wnet = W - D -5.2 Wbrace 0.0 Wmax = Wnet + Wbram -5.2 1C longitudinal D 0.3 Wrong -2.9 Wnet = W - D -2.6 Wbrace 0.0 Wmax = Wnet + Wbrace -2.6 2A & 2C longitudinal D 1.6 Wlong -5.9 Wnet = W - D -4.3 Wbrace -1.9 Wmax = Wnet + W -6.2~ 3A & 3C longitudinal D 0.5 Wrong -6.1 Wnet=W - D -5.6 Wbrace 0.0 Wmax = Wnet + Wbrace -5.6 GOVERNS 1 A transverse D 0.3 Wtrans -2.9 Wnd = W - D -2.6 Willm 0.0 Wmax = Wnet + Wbace -2.6 1 B transverse D 0.5 Wtom -5.7 Wnet = W - D -5.2 Wbrace -2.6 Wmm = Wet + W&,, -7.8 1 C transverse D 0.3 Wtrans -2.9 W,,4=W-D -2.6 Wbrace -2.6 Wmax = Wnet + Wbrace -5.2 2A & 2C transverse D 1.6 Wtrans -10.2 Wnet = W - D -8.6 Wbram 0.0 W,m = Wnd + W -8.6 3A & 3C transverse D 0.5 Wtaqs -6.1 Wr,et=W - D -5.6 Wbmce 0.0 Wmax = Wnet + Wbrace -5.6 GOVERNS GOVERNS GOVERNS (k,.f5) 0 DESIGN FOOTINGS FOR UPLIFT notes 1. 1 assume that 3' per side of the 4" thick slab is available to resist uplift. 2. 1 assume that 3' of perimeter footing on 2 sides of each footing is available to resist uplift. Weight =6` * 3' * 0.5' * 150 pcf = 1 1350 ilb 3. Since building height / width > 0.5 the factor of safety for overturning due to wind = 1.50. M 1 _ 1_6? T YPF 3 3 Z, 1A Wmax 6750 Ib Sides covered by slab 0.5 ea Slab weight available 450 Ib Footing W required 4950 Ib (= PSP - slab & fndtn weights) Footing thickness 2.5 ft Length / side required 3.63 ft /side 3 ft 8 in 1B Wmax 11700 Ib Sides covered by slab 0.5 ea Slab weight available 450 Ib Footing W required 9900 Ib (= Pup - slab & fndtn weights) Footing thickness 3.5 ft Length / side required 4.34 ft /side 4 ft 4 in 1C Wmax 7800 Ib Sides covered by slab 0.5 ea Slab weight available 450 Ib Footing W required 6000 Ib (= Pup - slab & fndtn weights) Footing thickness 2.5 ft Length / side required 4.00 ft / side 4 ft 0 in 2A&2C Wmax 12900 lb Sides covered by slab 0.5 ea Slab weight available 450 Ib Footing W required 11100 Ib (= PSP - slab & fndtn weights) Footing thickness 3.5 ft Length / side required 4.60 ft / sideF' ft 7 in 3A&3C Wmax 8400 lb Sides covered by slab 0.5 ea Slab weight available 450 Ib Footing W required 6600 Ib (= Pup - slab & fndtn weights) Footing thickness 2.5 ft Length / side required 4.20 ft / side 4 ft 2 in M 1 _ 1_6? T YPF 3 3 Z, Foot2000 v2.1.72, Copyright © 1999=2004 Spyder_Software 6/30/2006 9:49:07 AM Company Info ) Project Info Paul Krohn PE � H ff Gl JProject: Mc Donald MB 305 Wall Street (Location: Chico, CA, 95928 1 , Phone: (530) 899-1165 Cj KJJU L % Y (Client: Fax: (530) 899-4826 t-------/ JJob No.: E-mail: pkrohn@chico.com IFooting Id: 1B t y Pe 3 FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock ConcreteCover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 10.00 in. by 10.00 in. Initial Allowable Soil Bearing Strength ............................ 1.500 ksf Footing Width .................................................... 1.50 ft. `ti/ol,j FootingLength ..................................................... Footing Depth ...................... ........ .................... 36.00 in. Punching Shear Stress .............................................. n/a psi V Beam Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 2.361 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.2DL + 1.6LL 1.2DL + 0.5LL 0.9DL UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 0.70 0.00 0.00 Live Load 3.60 0.00 0.00 Wind Load 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 36.00" X W = 1.50' 3 Cover = 3.00" Foot2000 v2.1.72, Copyright @ 1999-2004 Spyder Software 6/30/2006 9:52:26 AM Company Info I Project Info Paul Krohn PE G �-t �lC (Project: Mc Donald MB 305 Wall Street l (Location: Chico, CA, 95928 p n I Phone: (530) 899-1165 N V�-, (Client: Fax: (530) 899-4826 (Job No.:�y VO E-mail: pkrohn@chico.com (Footing Id: 2A 6 2C FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ........................................................ 10.00 in. by 10.00 in. Initial Allowable Soil Bearing Strength ............................ 1.500 ksf Adjust Soil Bearing Strength Based on Geometry of Footing: Depth Increase = [(3.00 - 1) * 0.2] = 40.0% Length Increase = [(1.92 - 1) * 0.21 = 18.3% Width Increase = [(1.92 - 1) * 0.2] = 18.3% Total Increase Factor = 1 + (0.400 + 0.183 + 0.183) = 1.767 Adjusted Allowable Soil Bearing Strength ........................... 2.650 ksf Wind Load Soil Bearing Strength .................................... 2.650 ksf Footing Width ..................................................... Footing Length .................................................... 1.92 ft. Footing Depth ....................................................... S Uv P/ nJ Punching Shear Stress .............................................. n/a psi BeamShear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 in' Transverse Bottom Reinforcement Required for Strength .............. .00 in' Gravity Only Soil Bearing .......................................... 2.546 ksf Wind Load Soil Bearing ............................................. 2.546 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.2DL + 1.6LL 1.2DL + 0.5LL + 1.3WL 0.9DL UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 2.10 0.00 0.00 Live Load 5.60 0.00 0.00 Wind Load 1.90 0.00 0.00 Other Loads 0.00 0.00 0.00 d = 36.00" X W = 1.92' t Cover = 3.00" CHECK ANCHORAGE Ccs LINE 2 A36 BOLTS # bolts 4 ea PEDESTAL SIZE shank dia 0.750 in root dia 0.627 in length embedment 10 in min varies fw 60000 psi dia for AP 20 in min distance from edge 10 in min ICONCRETE UPLIFT FORCES (see Da 1 D 0.00 KIPS L 0.00 KIPS W 8.60 KIPS width varies IN length varies IN height varies IN fr 2500 PSI LOAD CASES CONSIDERED 0.9D+1.3W 11.18 KIPS 0.75*(1.4D+1.7L+1.7W) 10.97 KIPS MAXIMUM UPLIFT 11.18 KIPS W/O SPECIAL INSPECTION 22.36 KIPS CALCULATE DESIGN STRENGTH IN TENSION BOLTS Aroot 0.309 in"2 PSS = 0.9 * Aft * ft 17 kips Tgroup = 4 * Pae 66.7 kips CONCRETE AP 314 in^2 1 (normal wt) 0.85 (reinforcing provided) * P,= * X * 4 * AP* SQRT(f j 53.4 kips ;• r . 3 6 0 1<_ i 5 y SHEAR FORCES D KIPS L KIPS W 5.90 KIPS LOAD CASES CONSIDERED 1.4D+1.7L 0.00 KIPS 0.9D+1.3W 7.67 KIPS 0.75*0.4D+1.7L+1.7W) 7.52 KIPS MAXIMUM SHEAR 7.67 KIPS W/O SPECIAL INSPECTION 15.34 1 KIPS CALCULATE DESIGN STRENGTH IN SHEAR BOLTS Ashank 0.442 in -2 Vs. = 0.75 " Ashank * f,d 20 kips Vgroup = 4 * Vu 80 kips CONCRETE 1 (normal wt) 0.85 (reinforcing provided) de 10 in �*VC 2*7E*de2*SQRT(fc) �*Ve=�*%*800*Ab* SQRT(fc) 4f p a (c �� 26.7 kips / anchor bolt (free edge < 10 * dia) 15.0 kips / anchor bolt (free edge > 10 * dia) 1. The design strength of the weakest anchor times the number of anchors. 15.0 1 4 = 60.1 kips / assembly 2. The design strength of the row of anchors nearest the free edge in the direction of shear times the number of rows. 30.0 * 2 = 60.1 kips / assembly 3. The design strength of the row farthest from the free edge in the direction of shear. 30.0 * 2 r 60.1 kips / assembly CHECK COMBINED LOADING FOR THE GROUP OF BOLTS P„ 11180 Ib V„ 7670 Ib PSS 66693 Ib PC 53407 Ib V, 60083 Ib V. 79522 Ib 1 L. 0.25 OK (D PC 1 Vu 0 () vc1 0.15 OK 0 s s 1 PU (Vu 3 + Pc VC 2 2 PU VU (-PSS) 4.VSS) 0.12 1 OK 0.04 OK Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX SPECIAL INSPECTION NOTE For Building Permit # BP 09— r D 19 , Assessor's Parcel # © 40 --'� Special Inspections — California Building Code section 1701: In addition to the inspections required by Section 108, the owner or engineer or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1701.5. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as . authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection}. Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement .of reinforcing and placing of concrete). ❑ Structural Masonry High Strength Bolting ❑ Welding ❑ Bolts Installed in Concrete 0 Other: Name of Special Inspection Company: 1 40, 30-08 � _808p;89B, P.E McDONALD, Mike 2280 Blossom.Lane, Durham �. Contr: Bonita?Pools (.new swimmng�pool) . PERK , FINALED c . - - PERMIT EXPIRES 3 z,— ¢ti OWNER CONTR. ,ASSESSOR t PARCEL LOCATION s 4 i ' x f i 1 Temp. Power Pole Called PG&E 1 Temp. Elec. Service S Called PG&E r r Temp. Gas Service Called PG&E JOB FINALED (Date) . Signature =OK '0 = Nof OK ' = Not Readiyable MOBILE HOMES MISCELLANEOUS Date MOBILE HOME UTILITIES (Plans) OK except #'s Date„ P CKS,COVERS,CARPORTS,GARAGES, (Plans)OK except #'s 1. Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support -Sketch 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Sewer; Location -Test -Fall -C/O -Concrete 3. Decks; Girders and/or Joists:Decking-Bracing-Stairs-Rails 4. Water; Location -Test -Easement Needed (Sketch) 4. Wood Awn.; Posts-Beams-Rftrs.-Connec.- Shthg.-Rfg.-Bracing 5. Electricity; Location-Clearances-Grnd.-/ / Amp -Concrete 6. Gas; Location -Test -Wrap: / /"L"ft. 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors ! / /"Nat. or/ /"L"ft./ /"LPG 7. Utility Clearance 7. Elec. 8. Frmg; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh Card -131 Date Card -81. Date 10. Roof; Shthg-Roofing Card -61 Date Card -81 Date 11. Ext.; Steps -Doors -Landings Date MOBILEHOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements Card -131 Date Card -61 Date 2. Footings; Size -Spacing -Marriage Line Card -131 Date Card -131 Date 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances Date POO Plans) OK except #'s 5. Drain; MH Test -Fall -Flex Connectoret sus 6. Water; MH Test -Regulator -Connector oil§;_Gerrrpaction-StpxWre Stability 7. Water and Sewer Connected -C/O to Grade -HD Approval ool Structure; el -Conn ns -Thi - 8. Gas and Electricity Tagged Deg 9. Exits; Insp.-Sketch . EI .; Rece tacles Lightin D• es-GFI 10. Cert. of Occupancy lec.; in ec.; sures; Conduit-Entries-Termma#s--L d +eta. onding; Metal w/5' -Circulating Equip. -Heater Card -61 Date Card -B1 Date tea' Grounding; Equip. w/5'-circul ting E�uLLp Poe htg. Boxes-E2closures-Panelboa - ns. to MM -nn in Conduit Card -131 Date Card -131 Date val + 1 m ir. T Card -131 Dat' y Card -131 Date Card -131 Da � Zl t Card -131 141 Date Q,� D e� 01 61?-� = vK 0 = Not - =Not Applicable RESIDENTIAL -(Single and Duplex) = Not Ready Date UNDERFLOOR (Plans) OK except #'s Date FRAMING (Continued) 1. Zoning -Setbacks; -Easements -Flood -Slope 45. Hangers -Post Caps -Anchors -Connectors 2. Ftg., Main; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 46. Cing. Joist-Rftr. Ties- Purl in -Roof Brac.-Truss-Shthng.-Rfng. 3. Ftg., Garage; Soils -Steel-/ /" Ftg. Depth 47. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 4. Ftg., Porches & Decks; Soils -Steel-/ /"Ftg. Depth 48. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 5. Stemwalls, Main; Steel-Blockouts-Wrapped 49. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 50. Garage Fire Protection Framing 7. Slab; Steel -Wrapped 51. Property Line Firewall & Openings 8. Piers -Fireplace Ftg.-Steel 52. Ext. Doors -One 3' -Check Garage -3rd story, 2 exits 9. D.W.V.; Fall -Fittings -Test -2 way C/O -Sewer Test 53. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 10. Gas Pipe; Size -Anchors 54. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 11. Water Pipe; Test -Anchors -Regulator -Service Test 55. Siding -Nailing Veneer 12. Electric; Underground 56. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 13. Plenums & Ducts; Clearance-Material-Supprt-Ins. 57. Glazing Area -Glass Protection -Skylights -Plastic 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 58. Shear Walls; Nailing -Bolts 15. Insulation 59. Insulation-Walls-Cig. 60. Infiltration-Walls-Wndws Card -131 Date Card -B1 Date Card -B1 Date Card -B1 Date Date PLUMBING Permit OK except #'s 16. Water Ht. Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchors -Nail Protection 18. D.W.V.;=Test-Fttngs & Anchors -Nail Protection 19. Shower Pan; Test, First -Floor -Tub Access - 20. Test Tub & Shower, 2nd Floor -Tub Access 21. Gas Pipe; Size & Anchors Card -B1 Date Card -B1 Date Card -B1 Date Card -B1 Date Date ELECTRICAL (Permit) OK except #'s 22. Fixture & Transformer Clearance -Ins. Protection 23. Elec. Receptacles Spacing -Lights & Switches at Doors 24. Size Boxes & No. of Conductors -Stapled 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Mech. Fasteners -Bond Gas & Water 27. 2 Appliance Circuts in Kitchen & Conductor Size/G.F.I. 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / /ga. Cu or Al 29. Range Circ. / / ga. Cu or AI -Oven Circ. / / ga. Cu or Al. Insulated Neutral Yes No 30. Service -Riser Conductors & Ground -Main Disconnect 31. Equip. Clearances Panels-Motors-Mech. Equip. 32. Clothes Closet Lioht-Shower Light -Spa Liaht Card -B1 Date Card -131 Date Card -131 Date Card -B1 Date Date MECHANICAL (Permit) OK except #'s 34. A.C. Ducts Insulation & Support 35. Vent Fan; Exhaust above insulation 36. Condensate Drain & Overflow; Size & Grade 37. Furnace -Vent; Access -Comb. Air -Return Air Vent -115 outlet 38. Attic Access & Platform if Furnace in Attic Card -B1 Date Card -131 Date Card -B1 Date Card -B1 Date Date FRAMING (Plans) OK except #'s 39. Sills, Proper Material & Anchors - 40. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 41• Bearing Walls over Girders & Floor Nailing 42. Draft Stop in Walls (rat proof) 43. Fire Stops; Furred Ceilings -Stairs -Chases -Tub 44. Header & Beam -Size & Bearing Card -B1 • Date Card -B1 Date Card -B1 - _ Date Card -131 Date Date FINAL (Plans) OK except #'s 61. Ext. Steps -Door & Sidelight Protection -Landings 62. Smoke.Detector, 63. Furnace; Vents -Clearance -Comb. Air, -Connector - In Garage; Above Floor -Ducts -Mach. Protection 64. Bedroom Exiting 65.G.F.I. & Bath Fixtures & Tub Access -Spa 66. Elec. Trim & Subpanel; Breaker Sizes -Labels 67. Stairs & Rails 68. Fireplace or Stove; Clearances -Hearth 69. Elec. Outlets at Wood Panel; Int. & Ext. 70. Kit. Fixt. & Appliance; Grnd. -Air Gap -Cooking Clearance 71. Elec. Outlets & Receptacles at Kit. Counter 72. Garage Fire Door; Swing -Landing -Closer 73. A.C. Duct in Garage -Damper 74. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V.- In Garage; Above Floor-Mech. Protection 75. Plb., Elec. & Mech. Equip. Listed for Location 76. Elec. Receptacles in Garage; (G.F.I.)-Romex Protec. 77. Insulation -Foam -Looked in Attic ❑ Yes 78. Guard Rails & Deck Construction -Post Caps 79. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 80. Following instld.; Drive - 13 Yes ❑ No; Walks ❑ Yes ❑ No; Planters ❑ Yes ❑ No 8i. Stucco; Brown -Finish 82. A.C. Unit; Disconnect, Electrical, Plumbing 83. Vents Above Roof; Plbg.-Appliance-Firepl.-Clearance to Openings. 84. Water Well; Disconnect, Electrical, Plumbing 85. Exterior Elec. Trim; G.F.I. Receptacle -Underground 86. Ventilation throughout House 87. Glass Protection 88. Corrections from Previous Inpections 89. Gas Test -Meters Tagged; Gas -Electric 90. Water & Sewer Connected -C/O to Grade -HD Approval 9i. Energy Compliance Certificate -Other Certificates 92. Roofing Certificate Card -B1 Date Card -B1 Date Card -B1 Date Card -B1 Date Card -B1 Date Card -B1 Date Comments at Final: (NOTE: An entry must be made each time you visit iob site) .. . e.. _ ._ �. ._ ..-.. ,. .-r ..-. -...-,c awr,,.r�.ez-w- . s" -os:,.--• .,.�a:na{w-s��c4:x•r:. r--"--`-� COUNTY OF BUTTE,, DEPARTMENT OF PUBLIC WORKS I 196 Memorial Way, Chico — Phone: 891-2751„ A ' 7 County Center Drive, Oroville — Phone: 538-7541 Nye • 747 Elliott Road, Paradise— Phone: 872-6307 CORRECTION NOTICE A< /NER PERMI'r NI A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when corre tion of work is completed. If you have any question pertaining to this matter ,rr need additional explanation, please contact this office immediately. /.1 -1 Inspector Date_ COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS EA N 7 County Center Drive - Oroville, Gs•li•forni�a 95965 - Telephone: 916/536-754 /_ W APPLIC TIOA AND PERMIT ASSESSOR PARCEL NUMBER ZONING �� BUILDING PERMIT OWNER - - 1"C&A.WL4 'TELEPHONE S0. FT. OCC, BUILDING VALNUATION OWNER'S MAILING ADD SS � 2 CONTRAC OR'S NAME: TELEPHONE 18gE e /,2__ CONTRACTOR'S MAI LIN ADDRESS _ 3 S 63 Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation $ Filing Fee $ 10.00 LENDER'S MAILING ADDRESS Permit Fee $ ARCHITECT O GINEER LICENSE NO. Plan Checking Fee $ Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS Permit fee $ S 3 S PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 5.00 Each qas water heater or vent 5.00 USE OF STRUCTUW ( SF ❑ Duplex[] Mobilehome❑ Ota0 \ SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 5.00 Mobile Home S I G I W 1 10.00 ea TYPE OF WORK New Addition❑Remodel ❑ Utilities ❑ Installation[] Other Describe work: �v,�steZ>L i Permit Fee $ S !}-O Contractor ELECTRICAL PERMIT Filing Fee 1 10.00 Main service e100 oov OR LESS AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. n Classification b License No.*w'� �.—�Y ❑ I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ 1, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING OCCUP.& h2sgft OR ADDNS. ACC. SLOGS. , NEW CONSTR. TI.OUTLET 12.50 ea NON.RESID .BRA C CIRC . TS ' /POWER APPARATUS e (SINGLE OUTLET CIR. / 20@50* EX. Occup(OUTLETS OR FIXTURES eAL030 FIXED APPLNS. OR Ex. Occup. OUTLETS (RESIO.) EA.1 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. Wiring 15.00 / rte, 5r Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. (�( I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement,should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shal I be deemed revoked. MECHANICAL PERMIT Filing Fee 10.00 Heating Cooling Hood 3.00 Ventilation Permit Fee $ ` Contractor I 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 relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabili 'es, judgments, costs, and expenses which may in any way accrue against s d unty ' consequence of the granting of this perm' X. Xr{� Date 2- Signature of Applicant — Owner ❑ ContractorKl Agent An OSHA permit is required for excavations over S'0"\deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ TOTAL PERMIT FEE $ ! 93 C7 OCCUP. CONST.TYPE scllooL RLOOo PARCEL PD NO ISSUE This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which DIRECTOR OF PUBLIC By PEFdXf EXPIRES Date the applic le provi- resolutions to do fees have been paid. WORKS Date _3 a' 9.9 C) Receipt No. 3.? -3,5 n WNITE-O.P.W.. YELLOW-ASSE3301%. PINK -INSPECTOR. OOLOENROO-APPLICANT .s .•ljr g• • i r -•l y ic:� ~4*' ..-.+►1; _; •�,: y4 .:w sr:�^!`' r z. ` r<<r." COUNTY OF BUTTE - DEPARTMENT. 0E -.PUBLIC WORKS - BUILDING DIVISION I ",I. 7' 7 COUNTY CENTER DRIVE - OROVWL.E,X A)DJFORNIA 95965 - TELEPHONE: 916/538-7541 / PERMIT APPLICATION DATA SHEET 1 r Permit No. \/ OWNER i/f,P lye .vis A. P. No.n Proposed, Building Use ,A/PuJ 4© Building Inspector c i3 Date 3— ;a At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have been submitted . ..................................... 2. Plot plans in duplicate/triplicate, signed by preparer of plans........ 3. Complete plans in duplicate/triplicate, signed by preparer of plans .. 4. Complete engineered plans and calcs, with wet signature on plans .. 5. Energy Design Compliance and supporting documentation ......... 6. Statement of Intent for Non -Heated and AC Buildings .............. _ 7. Engineered truss details and layout in duplicate (required prior to plan check) 8. Mobilehome installation data including manufacturer's installation instructions....................................................... 9. Fees of $ .......................... 10. Chico Urban Area fees paid ........................................ 11. Park fees paid ..................................................... �12. School District fees paid ................. 13. Sanitation approval from __ g Health Department ... 14. City of Chico plumbing. permit ...................................... 15. Plot plan and business license approval from City of (see City for other requirements) 16. Planning approval for (A) Use: (B) Parking: ......... 17. Improvements may be required. 18. Driveway permit (construction approval required prior to occupancy) .. . 19. Pre -Inspection for required Pre-Inspec. request to ...... Building inspector (Date) 20. Contractor's license information (No., Name Style, Classification) ....... 21. Certificate of Workmans Compensation Insurance .................... 22. Owner -Builder Verification (Given to owner ❑, Mail to owner ❑) ........ 23. Recorded copy of Agricultural Acknowledgment Statement ............ 24. Letter of signature authorization ..................................... 25. 26. When you issue the permit, process as follows: Mail to owner.Mail to contractor. Telephone and hold for pickup at office. Deliver w/inspector. Other / 1 Applicant s G.� . Date Copy of plans sent Health Dept., Fire Dept., Other Date ' The following data must be submitted prior to permit issuance: (Circle new item not checked aeueve). 1. Index permit for above items No. 2. Additional items required: Contractor, designer, owner, was advised of above required data by_phone---nail—counter by date Contractor, designer, owner, was advised of above required data by—phone —mal l—counter by date Plans checked by Date Plans approved by 420 Date - Sets of plans on hold in File cabinet AP folder Copy—DPW TO Buildinv Department 1 FROM: Envirbninental Health SUBJECT: Sanitation Clearance Plan Approved for: Sewage Disposal Water Supply Hold final for: Water Supply, Final clearance O.K..for: Water Supply Clearance for _ bedroom mobile home. Other NOTE *** Sanitarian Date '- MC 0611, j —=4 -2 ��Ls< 0--- LA, Owner Location AP# Plan Approved for: Sewage Disposal Water Supply Hold final for: Water Supply, Final clearance O.K..for: Water Supply Clearance for _ bedroom mobile home. Other NOTE *** Sanitarian Date '- PERMIT NO. 6036=70,P,E,M PERMIT EXPIRES (OWNER Michael G..& Ann L. McDonald owner 'CONTR. ' r LOCATION (A.P. 40-3078 ) N/S Yocum Ave., app.350'W.of Jones Ave., Durham ()/C, /LU - Temp. Powe ,913ole Called G&E Temp. �E�ec: Serv. VaCed PG&E Tem Serv..-�/�3%%moi s Called PG&Eo7 / Wo- JOB FINALED COUNTY OF BUTTE — DEPARTMENT OF'PUBLIC WORKS BUILDING INSPECTION RECORD ' BUILDING BUILDING'(Cont'd) PLUMBING -Setback -/fes Firewall Soil Piping Forms ? Parapets 1st Floor - Main Bldg. Restroom Finish 2nd Floor Footings Windows �� `� q 7�?,:ez2', 3rd Floor Stemwall Siding i3ro-7 To out Slab — -7 Y Roof Sheathing / Water PI P In Piers Roofing -- Sewf3r �✓/ /-3o-�!y sU GcyL Garage Fdn. Vents Fixtures Footings / 7 Garage Vents - Water Htr. Stemwall nsulatlon- -- Heaters b Slab Prohandicar ehysically ;� A liances Carport Conformance of ex. Gas Piping-& Test - Q 1 Footings structure Temp. Gas C ' Slab Final Sanitatlon Patio FIREPLACE Final , \ Footings -- Footing - (p4- EL TRICAL t'► Masonry Walls Throat % Rough 7 42 Reinf. Steel FinalD z Fixtures Bond Beam - - ' F.RE SPRINKLERS Motors FramingTest Water Htr.' 4 Stucco Final Subpanels Mesh - ��� MECHANICAL Gird. Fault Prot. Scratch Heating -7.� •�� Service Brown Cooling Temp. Pole Finish Ducts/ underground � Under round -/ � % ntilation - % Permanent F n Final L0000, MOBILEHOME UTILITIES Elec. Service Elec. Pedestal Water Piping Sewer - - ' � Gas Piping `a OBILEHOME INSTALLAT SON - - - - - - - - - - - - - - Support Elec. Continuity 14, Water Piping Drainage Gas Piping Q `DAT eNs Ai -I Z./ SA,�f w ime `D/6 76S l S- 119 x1r,.JS1- 1-j4,7rc t 22T,f-7a/,1 6war-d a4vr 76, eva T2 /„v, />oA)a1rd i -v a>l c oarx Co4q~4/do -4 6 Saiz � ��.� Z� �%'� vv � s. d� •�; y� Vis.,/ ur /:,ci�o�J . - (NOTE: An entry must be made on this form each time you visit the'job site.) /� ►A� � � � G bey � � r THIS IS TO CERTIFY THAT INSULATION HAS BEEN INSTALLED IN CONFORMANCE WITH THE CURRENT ENERGY REGULATIONS. CALIFORNIA AOIIINISTRATIVE CODE, TITLE 25. STATE OF CALIFORNIA. 1N THE BUILDING LOCATED AT: G ; Stre;t Lot,Number Iract No. i EXTERIOR WALLS i Manufacturer —T(N1 Thickness/ Type 'IZ R Value 1'\ CEILINGS O Batts: Manufacturer Thickness `` R Value Blown: Manufacturer Thickness No. Bays Wt./Beg SQ. Ft. Covered R Value t FLOORS ' Manufacturer Thickness/Type R Value SLAB ON GRADE Manufacturer Thickness/Type R Value Width of insulation I Inches FOUNDATION WALLS Manufacturer Thickness/Type R Value GENERAL CONTRACTOR LICENSE NUMBER BY TITLE DATE INS TION CONTRACTOAT I O N LICENSE NUMBER 212461 B TITLE V1�L�N+��p DATE RESIDENTIAL ENERGY CONSERVATION STANDARDS CONSTRUCTION COMPLIANCE CERTIFICATE THIS IS TO CERTIFY THAT ENERGY CONSERVATION REQUIREMENTS HAVE BEEN INSTALL•D IN CONFO CE WITHfRRENT ENERGY CONSERVATION REGULATIONS AT �/ O Citi InA R U (� G�Gi tiyt O A� 2 5 9 3 1 (location) BUILDING PERMIT NO. A P. NO. 008--� THE FOLLOWING HAVE BEEN INSTALLED AS PER APPROVED PLANS: (Check each item or write N/A if not applicable) INSULATION: Slab Edge. , aS� Fdn. Walls b Floors Walls Ceiling/Roof / q Ducts_ Circula ng Pipes APPROVED HEATER " APPROVED WTR.HTR. GLAZING: Single Glazed Special (Insulated) (tib CERT. & LABELED WDS. & SLIDING DRS. D Lt WEATHERSTRIPPED DRS. BACK DAMPERED FANS INTERMITTENT IGNITION DEV CES CERT. APPLIANCES LS,�dJ U I DECLARE THAT ALL REQUIRED ITEMS AS NOTED ABOVE HAVE BEEN INSTALLED IN ACCORDANCE WITH THE ENERGY CONSERVATION REQUIREMENTS AND AGREE TO THE COMPLETENESS OF THIS CERTIFICATE AS SUBMITTED. Insulation Applicator Name Signature of (please print) Insulation Applicator State Contractors Li ens,[(e No. General Contractor/Owner Name���CJbna I_/ (please print) Signature of General Contractor/Ownerf" Date 10 e2 IF State Contractors License No. 1,4 THIS CERTIFICATE MUST BE ON FILE WITH THE BUILDING DEPARTMENT PRIOR TO REQUESTING FINAL INSPECTION AND SHALL BE POSTED IN A CONSPICUOUS LOCATION WITHIN THE DWELLING. COUNTY OF BUT DEPARTMENT 0 PUb*1 7 County Center Drive — Oroville, California 9 Telephone: 534-4541 ' ' .�(/ QQa APPLICATION AND PERMIT d ., BUILDIN Owner (GR�� �- L /v[G �� SO. FT. OCC. BUILDIN VALUATION 2 Mailing Address 8,0K 3 09D ��� YSe JL�� � g' t e I t0 C4 q5Y-z� I a^ / cl�O �0 v l 0 o Contractor 496(y k1 Mailing Address Fireplace 0 , 0 Total Valuation 0 Q Telephone No. Permit Fee q 57 00 ' Building Address w �� ��® Plan Checking Fee&/or Penalty Permit Fee 17 ^ O S Q( (7 0 )r - A,166 AVE.. PLUMBING No. @ FEE PERMIT FILING FEE $450�0� 0 Each Trao — Zoning Venricaflon Only 1) P_ A Repair drainage or vent piping . A. P. No. O -3Q— O_ Q A Zonl g la Ing Water piping 1.50 Each gas water heater or vent 1.50-.10 O F/1� he S ion eDept. FireZone Use Permit Gas piping system 1 - 5 outlets 1.50 / l� EOA Parking Plans Parcel Declaration Parcel Map 60' R/W Its Each additional outlet .30 Building sewer 5.00 Bldg. Plans Recd Parcel A royal Plans Ap of Lawn sprinkler system 2.00 NEW ADDITION ❑ UTILITIES ❑ OTHER ❑ Permit Fee $ 2, S2_0.$ 3- 5'C ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 Main service 100V OR 00 AMP ORSLESS 5.00 Single Family Duplex ❑ Mobil Home ❑ Others ❑ Main service EA. ADD'L 100 AMP 2.50 Main service OVER e O 100 AMP OR LESS 25.00 Main service EA. ADD'L 100 AMP 1.00 \ OR ADDNS. ACCLBLDGSNEW CONST DWELING 0 Q0CJ �! 20 sq ft O.O! CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name st le of: Y NEW RESID, BRANCH CIR T NON RESID, [ BRANCH CIRCUITS) 2.50ea NEW C ONST R ( POWER APPARATUS 9 NON RESID. SINGLE OUTLET CIR. Ex. OCCUD(OUTLETS OR FIXTIiRES 50@254 BAL @ 10Q Ex. Occu FIXED APPLNS. OR p•�OUTLETS (RESID.) EA) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 License No. Classification Misc. Wiring 6.25 -I am exempt from the Contractors License Laws of the State of California. Permit Fee $ 3 U $ 3 05 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. ❑I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. KI certify that in the performance of the work for which this -permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 3,00 Heating t.( 00 0 — L Cooling 7,516 Ventilation Hood 2.00 .00 Permit Fee $ O $ 1 I 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 relating to building construction, and hereby Land Development Fee $ �j- ©f TOTAL PERMIT FEE $ a 3 5 �� authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. X & tJJ. AJC A MAC—QA .�./l� Date —110 lki) Signature of Permiteeor Agent Receipt No. / 93J/ 4z 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. DIREC-TOR OF. P.6BLIC WORKS By A c ` Date —_ Building permit expires Date GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION AND SCHEDULE OF DRAWINGS 1. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA: 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED IN ACCORDANCE WITH: NUMEB R DATE REV. N0. SHEET DATE REV. N0. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS NUMBER FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 2001 Colifornio Stoto Building Code 4. REINFORCING BARS, WIRE MESH, ANCHOR BOLT SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. ABG-, 5/IS/OB 0 THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR DESIGN LOADS DESIGN LOAD COMBINATIONS ABC-2 OTHER DEPENDABLE MEANS. 5/15/08 0 5. COLUMN FOOTING SHOULD EXTEND A MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL METALBUILDING DEAD LOAD (D) D+C + L AS-1 5/15/06 0 EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. D + W COLLATERAL LOAD (C) D+C + E/1.4 1 psf On Roof Members AB-2 5/15/06 0 AB-3 5/15/06 0 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE. LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE :EI/16 INCH ON DIMENSIONS WITHIN , psf On Supporting Frames THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A t1/8 INCH TOLERANCE. ROOF LIVE LOAD (L) E-01 5/15/06 0 S. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS. 20 psf on Roos Members 9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION With Reduction On Supporting Frames As Permitted By Code E-02 5/15/06 0 CONTRACTOR. - SNOW LOAD (S) ' E-03 5/15/06 0 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. 0 psf Roof Snow Load Snow Exposure Category - 3. All other structures E-04 5/15/06 0 11. THE EMBEDMENT OF THE ANCHOR BDLTS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR BOLT EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. Occupancy, Classification for Snow - 3. Agricultural Buildings Rain On Snow Surcharge THE FRAME REACTIONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE RISC MANUAL OF - a Building official does not require rain on snow surcharge Snow Exposure Factor - 0.7 E-05 5/15/06 0 STEEL CONSTRUCTION. Snow Importance Factor - 0.9 E-06 5/15/06 0 13. ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTEDI ABOVE THE CONCRETE BEARING SURFACE, EXCEPT 1/2 INCH DIAMETER BOLTS LOCATED AT DOORS WHICH SHALL WIND LOAD (W) _ SED-001020 5/15/O6 0 HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL HAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE PROJECTION. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE Exposure (Terroin) Category - C. Terrain which is flat and PROTECTED PRIOR TO COLUMN ERECTION. generally open, extending to 1/2 mile or more from the site 14. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. ANCHOR BOLTS n any full quadrant 80 mph Basic Wind Speed (fastest mile) ' FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. Open Condition - Enclosed Wind Importance Factor - 1.0 SEISMIC LOAD (E) • Equivalent Lateral Force Procedure Seismic Zone - 3 Soil Profile Type - S(D) Stiff Soil ' Seismic Source Type - B. All faults other than Types A and B. C 100 km Closest Distance To Known Seismic Source ANCHOR BOLTS 2 1/2 3" 1/2 FINISH FLOOR • Seismic Importance Factor - 1.0 BASE ANGLE FASTENER (SEE NOTES 113 & 114) R(OCBF X-Brocing)-5.6, R(OMF Rigid Frome)-4.5 BASE ANGLE (NOT BY A.B.C.) ry _ (MINIMUM 1/4' 0 CONCRETE Occupancy Category - 4. Standard occupancy Structures - - ANCHOR BOLT 5-0" O.C. _ "B• NOTES MAXIMUM SPACING OR �� - �:� '+ 1. ROOF DESIGN IS BASED ON THE LARGER OF LIVE LOAD OR ROOF SNOW LOAD. EQUAL BY OTHERS) .+:r: ' '!. i ". ''' "' •�'' ,- 'i 2. ALL FIELD WELDING IS TO BE PERFORMED BY WELDERS QUALIFIED IN ACCORDANCE WITH ANSI/AWS 82.1 FOR THE WELD PROCESS ; n .`h' i' AND POSITION REQUIRED. SHIELDED METAL ARC WELD ELECTRODES TO BE E70XX. B. � •. 1 3/8" NOMINAL DOOR WIDTH 1 3/8 DOOR WIDTH + 2 3/4' ANCHOR BOLTS ' ' (SEE NOTES 113 & 114) THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BASE ANGLE DETAIL TYPICAL OVERHEAD DOOR LAYOUT SECTION „B„ - "B" BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOWERS, TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS (OF TYPICAL OVERHEAD DOOR LAYOUT) FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPANY "GENERAL ERECTION GUIDE", THE MBMA MANUAL, LATEST EDITION AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. PRODUCT APPROVALS AND CERTIFICATIONS: BASIC MATERIAL SPECIFICATIONS THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT AND IS 1. UNIFORM BUILDING CODE (ICSO) - 1 FA-285-CARSON CITY, NEVADA PLANT. ONLY CERTIFYING THAT THE DESIGN OF THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS COMPANY SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE AND ON THE A.B.C. CONTRACT. THIS 2. INDIANA - 3 MASTER PLAN FILE NUMBERS CERTIFICATION EXCLUDES THE ERECTION OF THE STRUCTURE. PRIMARY FRAMING STEEL GABLE BUILDINGS : M-295147 STEEL FOR MILL-ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36. ASTM A 572 GRADE 50 OR 55, OR ASTM A 992 SINGLE SLOPE BUILDINGS : M-295140 LEAN-TO BUILDINGS : M-295144 WITH A MINIMUM YIELD OF 50 KSI. 3. WISCONSIN-1200212-M, 13 BASIC STYLES. STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: A ASTM A 1011 SS, GRADE 55 4. CITY OF CLEVELAND, OHIO DOCKETS S-52-82. B. ASTM A 1011 HSLAS, GRADE 55, CLASS 1 5. CANADIAN WELDING BUREAU DIVISION I CERTIFICATION AT EL PASO, CARSON CITY & LACROSSE. C. ASTM A 572 GRADE 55 6. RISC QUALITY CERTIFICATION, CATEGORY MB. D. ASTM A 529 GRADE 55 STEEL FOR ENDWALL 'C' SECTIONS SHALL CONFORM TO ASTM A 1011 SS, GRADE 55, OR HSLAS, GRADE 55, CLASS 1 7. PLANT CERTIFICATION AT CARSON CITY FOR CITY OF SEATTLE AND FOR OGDEN, UTAH. 8. CITY OF LOS ANGELES FABRICATORS LICENSE 11390 AT CARSON CITY PLANT. v� �M dt �i�r_ STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 53, TYPE E OR S. GRADE B. OR ASTM A 500 GRADE B 9. CITY OF HOUSTON, TEXAS FABRICATOR APPROVAL 1478. (UL 110. STANDING STANDING SEAM 360 WIND N0.5 93 AND 210A AS LISTED M 11 LABORATORIES tMIU SECONDARY FRAMING STEEL N UNDERWRITERS ROOFING MATERIALS AND SYSTEM DLIRECTORCONSTRUCTION (US 9L)) NO.S 238, 23BA 2388, 238C, 331, 332, 11. LOC SEAM / LOC SEAM 360 WIND UPLIFT-CLASS 90487 wdtSIT, '��CJ' STEEL USED TO FORM PURLINS, GIRTS, EAVE STRUTS AND "C' SECTIONS SHALL CONFORM TO ASTM A1011 SS, GRADE 55, OR HSLAS GRADE 55, CLASS 1, OR IF 336, & 567 AS LISTED IN UNDERWRITER451 435, , LABL ORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. l 5• � +M�v• GALVANIZED SHALL CONFORM TO ASTM A653 SS, GRADE 50, CLASS 3, C90 OR HSLAS, TYPE A, GRADE 50, G90. BOTH WITH A MINIMUM YIELD STRENGTH OF 55 KSI. 12. LONG SPAN / LONG SPAN III PANEL WIND UPLIFT-CLASS 90 (UL 90) CONSTRUCTION NO.S 711161 & 167 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. , n („•i •"� ✓['�l �hrti .�•� ROOF AND WALL PANEL MATERIAL 13. 22 GA STANDING SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-1120. 14. 24 GA STANDING SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-120, CORPS OF �pFES& EXTERIOR PANELS SHALL CONFORM 70 ONE OF THE FOLLOWING: ENGINEERS GUIDE SPECIFICATION 07416 AND HAS BEEN TESTED IN ACCORDANCE WITH ASTM E-1592. 15. 24 & 26 G0. LONGSPAN III HAS MET FACTORY MUTUAL STANDARD 4471 UP TO tt"IOQ p PANEL MATERIAL SHALL BE ALUMINUM-ZINC ALLOY-COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. AND INCLUDING 1-150. 16. 22 GA. LOC-SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-180. PANEL MATERIAL SHALL BE ALUMINUM-ZINC ALLOY-COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 50, CLASS 17. 24 GA. LOC-SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-120, CORPS OF ENGINEERS 2. MATERIAL MAY BE EITHER 24 OR 22 GAGE. GUIDE SPECIFICATION 07416 AND HAS BEEN TESTED IN ACCORDANCE WITH ASTM E-1592. WITH v PANEL MATERIAL SHALL BE ZINC-COATED (GALVANIZED, STEEL, COATING DESIGNATION G90, CONFORMING TO THE REOUIREMENTS OF ASTM A 653 SS, GRADE 80 OR - HSLAS. TYPE A OR B. GRADE 118. 24 GA LOC-SEAM MODIFIED 3M-VHB TAPE 14950 MEETS CORPS OF ENGINEERS GUIDE SPECIFICATION 07416. 19. MIAMI-DADS COUNTY, FLORIDA ACCEPTANCE NO. 00-0929.07 - 24 GA STRUCTURAL STEEL 3' X 24' STANDING SEAM 360 W t7'�8� Cr 80. MATERIAL MAY BE EITHER 26 OR 24 GAGE. 20. MIAMI-RADE COUNTY, FLORIDA ACCEPTANCE NO. 00-0929.16 - 22 GA. STRUCTURAL STEEL 3" X 24" STANDING SEAM 360•((, PANEL MATERIAL SHALL BE ZINC-COATED (GALVANIZED) STEEL, COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 50, CLASS 3. MATERIAL MAY BE EITHER 24 OR 22 CAGE. 21. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE N0. 00-0929.06 - 22 CA. STRUCTURAL STEEL 2" X 16' LOC SEAM 360 * 22. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 05-0726.01 - 24 GA. NON-STRUCTURAL (ARCHITECTURAL) METAL ROOFING 2" X 16" LOC SEAM 360 OVER STEEL DECK. (o BRACE MATERIALS: BRACE CABLES: ASTM A 475, 7-STRAND EHS WIRE CABLE BC4 - 1/4- DIA. BC5 - 5/16' DIA. 23. MIAMI-DADE COUNTY. FLORIDA ACCEPTANCE NO. 05-0726.02 - 24 GA NON-STRUCTURAL (ARCHITECTURAL) METAL ROOFING 2' X 16" LOC SEAM 360 OVER WOOD DECK .(1� BC6 - 3/8" DIA. BCB DIA 24. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 03-0530.03 24 GA STRUCTURAL STEEL 1 1/4' X 36' LONG SPAN III ROOF PANEL CA�``O� - 1/2' 25. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 03-0530.05 24 GA STRUCTURAL STEEL 1 11/4' X 36" LONG SPAN III WALL PANEL 26. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 03-0530.04 24 GA. STRUCTURAL STEEL 1 1/4' X 36" ARCHITECTURAL III WALL PANEL 27. FLORIDA PRODUCT APPROVAL FOR STRUCTURAL COMPONENTS (FL694), ROOFING (FL704) AND PANEL WALLS (FL705). NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D PATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY () FOR CONSTRUCTION [ ] FOR APPROVAL [�] FOR PERMIT ONLY [ J FOR PRELIMINARY DRAWN BY: RK 05/15/06 CHECKED 8Y: SH OS/115/O6 DESIGN APPD BY: JW 05/15/06 DRAWING. NUMBER' 51 431 601 ABC- 1 REV.N0. 0 CAD BY: 05/15/06 15:41:31 ver. 26.0 81`04-A BRACED BAY a - QROFESS/��� ! z 3 50'0 OUT TO OUT OF STEEL I R.,�l�l�yc �PyNE - n m a a EXP. 06-30-07 ' ' I FINISH FLOOR ELEV. - TQ0'0 BASE PLATE ELEV. loo0 sT.Q.. CIVIL t A r REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D I DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE URHAM, CA D - ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION ( ] FOR APPROVAL [�] FOR PERMIT ONLY (] FOR PRELIMINARY DRAWN BY: RK 05/15/06 CHECKED BY: SH OS 15/06 / DESIGN APPD BY: JW 05/15/06 DRAWING. NUMBER' 51431601 AB -1 REV.NO• 0 CAD BY: 05/15/06 14:12:53 ver. 26.0 N O H i0 j0 N I m N I m c m S m I m BRACED BAY - QROFESS/��� 571 1 24'6 2 24'6 j 52' z 3 50'0 OUT TO OUT OF STEEL I R.,�l�l�yc �PyNE - ILL! C 64677 EXP. 06-30-07 ANCHOR BOLT PLAN FINISH FLOOR ELEV. - TQ0'0 BASE PLATE ELEV. loo0 sT.Q.. CIVIL t A r REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D I DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE URHAM, CA D - ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION ( ] FOR APPROVAL [�] FOR PERMIT ONLY (] FOR PRELIMINARY DRAWN BY: RK 05/15/06 CHECKED BY: SH OS 15/06 / DESIGN APPD BY: JW 05/15/06 DRAWING. NUMBER' 51431601 AB -1 REV.NO• 0 CAD BY: 05/15/06 14:12:53 ver. 26.0 L H1 1 , H2 y A B C LOADING CONDITION FRAME LINE i 0.0 C B V (kips) H2 (kips) V (kips) H2 (kips) D +0.3 +1.6 +0.5 C C • +0.1 +0.5 +0.2 L L +1.8 +5.6 +3.6 W W • -2.9, -2.9 ' to +2.9 -5.7 --2.1 to +2.1 E -0.8 -1.2 'to +1.2 ` �2.6k t2.6k r • H1 - F7 /I - A H2 V s H1horizontal loree in the plane of frame • H2 horizontal lorce perpendicular to the plane of frame LOADING CONDITION FRAME LINE 2 p C V (kips) HI (kips) V (kips) HI (kips) D +1.6 +0.3 +1.6 -0.3 C +0.5 +0.1 +0.5 -0.1 L +5.6 +1.2 +5.6 -1.2 W -10.2 to +0.1 -5.9 to +a.a -10.2 to +0.1 -4.4 to +5.9 E -0.8 ..lo +6.e' - -0.8 to +0.8 -0.8 to -. +o.e -0.8 to +o.e A G. H2 V LOADING CONDITION FRAME LINE 3 AI C (kips) (kips) (kips) (kips) D +0.5 +0.1 +0.5 -0.1 C _ +0.2 +0.2 I1.0k Nok L +3.8 +0.8 +3.8 -0.8 W -6.1 to +0.1 -3.1 to +2.2 -6.1 to +0.1 -2.2 to +3.1 E -0.5 to +0.5 -0.5 to 1 +0.5 -0.5 to +0.5 -0.5 to +0.5 H1 horizontal force in the plane of frame - - H1 horizontol force in the plane of frame H2 horizontal force perpendicular to the plane of frame H2 horizontal force perpendicular to the plane of frame SEISMIC SEISE (W/O rZo) Notes: .0k 1.Ok 1. The frames at the left endwall (FL. 1) and right endwall (FL. 3) are not designed to accommodate any future additions. df.ok 4f.ek I1.0k Nok 2. : New structure by ABC is designed, as a fully enclosed building. WN fyINQ 3. It is the responsibility of others, i.e. the engineer of record, to ensure that all. 2.sk�j Fstructural 2.6k - structural systems and components not by ABC interact compatibly with ABC systems and components. See calculation package for deflection �2.8k �- 2.sk requirements of ABC frames and materials. ' d1. 9k 4►.sk �2.6k t2.6k 4. A 1.0 psf of collateral load was used for roof members in ABC design as requested No special provisions have been made for concentrated point loads on frames or - SIDEWALL X -BRACING REACTIONS ENDWALL X -BRACING REACTIONS purlins. ' AT LINE(S) AT LINE(S) REACTIONS SHOWN ARE BASED REACTIONS SHOWN ARE BASED UPON (ONE) BRACED BAY. UPON (ONE) BRACED BAY. (DIRECTION MAY BE REVERSED) (DIRECTION MAY BE REVERSED) y • a4�2RO�E-01 9 N F n F CIS 7 m _ M ` EXP. O6-30-07 REACTION SCHEMATICS • (� �P �s' �� IVOr ALIT- NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK•D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE - DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY (] FOR CONSTRUCTION [ ] FOR APPROVAL [�] FOR PERMIT ONLY (] FOR PRELIMINARY DRAWN BY: RK 05/15/06 ` CHECKED BY: SM OS t5/O6 / DESIGN APPD BY: I - 05/15/06 DRAWING. I NUMBER' 51431601 AB -2 REV.NO. 0 CAD BY: - 05/15/06 14:11.40 ver. 26.0 V 52 S2 GIRT- GIRT LINE GIRT LINE LINE 00 I co I I o ' In m a o + �N N h a 3/4 -AB 12 12 1 3/4"AB 2 2 1 3/4,AB —L-Lilbli L1 5 • BP01-A BP02-A BP03-A 3/8" PLATE '3/8" PLATE 3/8" PLATE GIRT LINE 82' �N • , 12 1 3 3 2t 42' - a n BP04-A 3/8" PLATE 5 6 5 1 1 1 t 1 12 12 3/4•A6 1 2 2 3/4 -AS 1 1 1 3/4,AB ' C14 a co 0 n a rt 0 co I c GIRT LINE- T. GIRTLINE -GIRT 52 _ 5 LINE rc BP05-A BP06-A 3/8" PLATE 3/8" PLATE • - 318'OPLATE 1� C IS4 l� G� r f P. 06.30-07 � • �>m.. 1V[L �p BASE PLATE DETAILS nS NO. REVISIONS MADE CK'D DATE ENGR DATE,_NO. REVISIONS MADE I CWD DATE ENGR DATE DRAWING SUBMITTAL SCALE:NONE DATE MODESTO CALIFORNIA srArus MIKE MCDONALD [ ] FOR CONSTRUCTION DRAWN BY: RK 05/15/06 2280. BLOSSOM LANE `e _ [ ] FOR APPROVAL CHECKED BY: SH 05/15/06 DURHAM, CA [�] FOR PERMR ONLY AMERICAN BUILDINGS COMPANY [ ] FOR PRELIMINARY DESIGN APPO BY: .IW 05/15/06 ELITE STEEL BLDG SYSTEMS DRAWING. REV.NO. CAD BY: 05/15/06 14:11:41 ver. 26.0 - NUMBER' 51431601 AB -3 0 PROJECT INFORMATION METAL STORAGE BUILDING APN 040-660-016 LOT AREA 394,220 SF (9.05 AC) PROPOSED CONDITIONED AREA 0 SF EXISTING HOUSE AND GARAGE 3,062 PROPOSED STORAGE BUILDING 1,500 SF TOTAL BUILDING AREA 4,562 SF PERCENT AREA USED 1 % CONST TYPE V -N ZONING A-20 INDEX TO SHEETS FOUNDATION PLAN AND DETAILS GENERAL NOTE ALL WORK ON THIS PROJECT SHALL CONFORM TO THE ADOPTED EDITIONS OF THE 2001 CALIFORNIA BUILDING CODE AND BUTTE COUNTY REGULATIONS. SOUTH ELEVATION 2>N.. LE -NORTH ELEVATION NO SCALE )PENING CALCULATION: 3UILDING IS 1500 SF AND BOR OF .XPANDED METAL IS CLEAR OPENING. 4REA/OPENIN0 - (1000/0.8)((N/SF) / 4 - 470 IN SO / OPENING. �IIIlIIIII!Illii 38 3 'x13" CLEAR OPENING - I 1iT EXPODEDIMETAL TYP OF FOUR THIS BIIDG) 6" TIIPII I ( f .,. FA J ELEVATION 4 NO SCALE WEST ELEVATION 5 NO SCALE J" PER FOOT (E) RES (N) BLDG CONSTRUCT 3' W x 4" TH CONCRETE WALKWAY ELEVATION OF COVERED WALKWAY 6 NO SCALE DETAIL 8/- DETAIL 9/- I 3.8' TYP 3' : _ J ._..1..1..1.._1.._..1.._..1.._.. PLAN OF COVERED WALKWAY % NO SCALE DETAIL OF CONNECTION TO HOUSE 8 NO SCALE (E) RAFTER 1/2" MB TYP- jA / MAINT. 1-4" FROM TOP EDGE //� ..��o>®/•// rGUTTER r HSS 2x2xj 12- b" BUTT -WELD ALL AROUND 2x2x1/8 ANGLE TYP GIRT (" HSS6x2xj TYP 1+ METAL ROOFING J" BUTT -WELD , HSS2x2x+ ALL AROUND TYP DETAIL OF CONNECTION TO (N) BLDG 9lt�'NO SCALE BUTT -WELD BOTH 2- SIDES OF MP TO HSS TYP i \.J"MP DETAIL OF CONNECTION TO HOUSE (,)DETAIL NO SCALE SECTION THROUGH FRAMING NO SCALE 9JCE ANGLE & BEND 2" EAR 90'. BOLT TO GIRT W/ 1/2" MB TYP. J" MP -BUTT -WELD TO HSS ALL AROUND FRAME MB IN 1" IP SLEEVE ANGLE GIRT TYP DETAIL OF CONNECTION TO (N) BLDG NO SCALE 0 J Q Z O 0 L3 w Y o C7 _Z _J m W J LU C4 g Lu m oa sl W E2 a m 2 ATE 5/7/07 - PFK a�acEo PFK I !j O � I25' 58947'00' V 97826' I .: ....... I I I Q : Z' L NEW METAL STORAGE BUILDING 2V BSL FOR MIKE W I NORTH MC� DONALD - � > I I 25' SSL I •: • PLUG & ABANDON LEACH UNE WAN 5' OF 8LDGI I I Zol! ml I ' O I ICONSTRUCT COVERED WALKWAY 258' ' (E) 1,200 GAL SEPTIC TANK I (q I 9 : ' Li ICONSTRUCT 32 LF LEACH UNE PER BUTTE COUNTY REGULATIONS (E) RESIDENCE W I I I EXISTING (EACH UNE 188 LF LEACH UNE W/ SUBTRACTION AND ADDITION 188 LF o 0 25' : I Z I . I : U I (N) DW � 110' • 0 J •............................ _ _................................... 20' BSL _ ............................ ... N89.47.00'E 983.32 _ _ B L 0 S S 0 M L A N E 4 SITE PLAN J" PER FOOT (E) RES (N) BLDG CONSTRUCT 3' W x 4" TH CONCRETE WALKWAY ELEVATION OF COVERED WALKWAY 6 NO SCALE DETAIL 8/- DETAIL 9/- I 3.8' TYP 3' : _ J ._..1..1..1.._1.._..1.._..1.._.. PLAN OF COVERED WALKWAY % NO SCALE DETAIL OF CONNECTION TO HOUSE 8 NO SCALE (E) RAFTER 1/2" MB TYP- jA / MAINT. 1-4" FROM TOP EDGE //� ..��o>®/•// rGUTTER r HSS 2x2xj 12- b" BUTT -WELD ALL AROUND 2x2x1/8 ANGLE TYP GIRT (" HSS6x2xj TYP 1+ METAL ROOFING J" BUTT -WELD , HSS2x2x+ ALL AROUND TYP DETAIL OF CONNECTION TO (N) BLDG 9lt�'NO SCALE BUTT -WELD BOTH 2- SIDES OF MP TO HSS TYP i \.J"MP DETAIL OF CONNECTION TO HOUSE (,)DETAIL NO SCALE SECTION THROUGH FRAMING NO SCALE 9JCE ANGLE & BEND 2" EAR 90'. BOLT TO GIRT W/ 1/2" MB TYP. J" MP -BUTT -WELD TO HSS ALL AROUND FRAME MB IN 1" IP SLEEVE ANGLE GIRT TYP DETAIL OF CONNECTION TO (N) BLDG NO SCALE 0 J Q Z O 0 L3 w Y o C7 _Z _J m W J LU C4 g Lu m oa sl W E2 a m 2 ATE 5/7/07 - PFK a�acEo PFK GENERAL FOUNDATION NOTES AND CONCRETE DETAILS CERTIFICATION AND SCHEDULE OF DRAWINGS 1. AMERICAN BUILDINGS COMPANY ASSUMES NO RESPONSIBILTY OR LIABILITY FOR FOUNDATION, FLOOR OR SLAB DESIGN OR CONSTRUCTION. THIS IS TO CERTIFY THAT THE METAL BUILDING COMPONENTS AND BUILDING SYSTEM FURNISHED BY A.B.C. ARE DESIGNED TO COMPLY WITH THE FOLLOWING CRITERIA: 2. THE FOUNDATION DESIGN SHOULD BE DONE WITH DUE REGARD TO THE SPECIFIC SOIL CONDITIONS PRESENT AT THE ACTUAL JOBSITE. THESE DESIGN LOADS AND COMBINATIONS ARE APPLIED IN ACCORDANCE WITH: SHEET NUMBER DATE REV. NO. DATE REV. NO. 3. FOUNDATION MUST BE DESIGNED FOR THE APPLICABLE REACTIONS AS THEY APPLY TO A PARTICULAR BUILDING AND MUST BE ADEQUATE TO RESIST ALL OF THE CRITICAL COMBINATIONS NUMBER FOR EACH OF THE VARIOUS LOADING CONDITIONS. THESE REACTIONS AND LOAD COMBINATIONS MUST BE USED TO DETERMINE THE DESIGN LOADS TO BE RESISTED BY THE FOUNDATIONS. 2001 C o I i f o r n i o S F `o L e Building Code 4. REINFORCING BARS. WIRE MESH, ANCHOR BOLT SHEAR ANGLES, TIE RODS AND / OR HAIRPINS (HOOK BARS) SHOULD BE INCORPORATED AS REQUIRED INTO THE FOUNDATION DESIGN. - ABC-, d�!$�OB 0 THE HORIZONTAL THRUST AT THE COLUMN BASE ACTING IN CONJUNCTION WITH APPLICABLE VERTICAL REACTIONS, MUST BE SUSTAINED BY HAIRPINS, TIE RODS, BUTTRESSES, OR DESIGN LOADS DESIGN LOAD COMBINATIONS ABC OTHER DEPENDABLE MEANS. -2 5/15/06 D 5. COLUMN FOOTING SHOULD EXTENDA MINIMUM OF 12 INCHES INTO NATURAL SOIL, OR WHERE FILL IS USED, THE FILL MUST BE PROPERLY COMPACTED OR THE FOOTING SHALL METAL D+C + L AB -1 5/15/06 0 EXTEND TO THE NATURAL GRADE. IN ALL CASES THE FOOTING SHALL EXTEND AT LEAST 6 INCHES BELOW THE LOCAL FROST LINE. BUILDING DEAD LOAD (D) D + W AB -2 5/15/06 0 6. EXPANSION OR CONSTRUCTION JOINTS SHALL BE LOCATED AS REQUIRED IN FOUNDATION WALLS AND SLAB. COLLATERAL LOAD (C) D+C + E/1.4 1psf On Roof Members AB -3 5/15/06 0 7. THE TOP OF THE FOUNDATION OR FLOOR SHALL BE SQUARE, LEVEL AND SMOOTH. ANCHOR BOLTS SHALL BE ACCURATELY SET TO A TOLERANCE 11/16 INCH ON DIMENSIONS WITHIN 1 psf On Supporting Frames THE GROUP SPACING FOR AN INDIVIDUAL COLUMN. ALL OTHER DIMENSIONS SHALL HAVE A 11/8 INCH TOLERANCE. ROOF LIVE LOAD) E-01 5/15/06 0 8. COLUMN BASE PLATES ARE DESIGNED NOT TO EXCEED THE ALLOWABLE BEARING STRESS OF CONCRETE THAT HAS A MINIMUM COMPRESSIVE STRENGTH OF 2500 P.S.I. AT 28 DAYS. 20 psf on Roo Members 9. UNLESS EXPLICITLY NOTED OTHERWISE, ALL EMBEDDED STRUCTURAL STEEL (INCLUDING ANCHOR BOLTS), OTHER MATERIALS, AND LABOR SHALL BE SUPPLIED BY THE FOUNDATION With Reduction On Supporting Frames As Permitted By Code E-02 5/15/06 0 CONTRACTOR. SNOW LOAD [S) E-03 5/15/06 0 10. ANCHOR BOLTS SHOULD BE AS SHOWN AND CALLED FOR, INCLUDING PROJECTION FROM CONCRETE, DIAMETER AND QUANTITY. 0 psf Roott Snow Load Snow Exposure Categgory - 3. All other structures E-04 5/15/06 0 11. THE EMBEDMENT OF THE ANCHOR BOLTS IN THE CONCRETE AND CONFIRMING ADEQUACY OF ANCHOR BOLT EDGE DISTANCE IS THE RESPONSIBILITY OF THE FOUNDATION DESIGNER. Occupancy Class.".. .0,for Snow - 3. Agrieu,turol Buildings Rain On Snow Surcharge = Building does THE FRAME REAC71ONS ARE CONSIDERED THE MINIMUM LOADS TO BE DEVELOPED. 12. ALL ANCHOR BOLTS SHALL BE ASTM A307 OR EQUAL IN ORDER TO CONFORM TO A.B.C. DESIGN ASSUMPTIONS BASED ON THE ALLOWABLE STRESSES GIVEN IN THE AISC MANUAL OF official not require rain on snow surehorge _ Snow Exposure Factor - 0.7 - E-05 5/15/06 0 STEEL CONSTRUCTION. Snow Importance Factor - 0.9 E-06 5/15/06 0 , 13. ALL ANCHOR BOLTS SHALL HAVE A 3 INCH PROJECTION (UNLESS NOTED) ABOVE THE CONCRETE BEARING SURFACE, EXCEPT 1/2 INCH DIAMETER BOLTS LOCATED AT DOORS WHICH SHALL WIND LOAD (W) SED -001020 5/15/06 0 HAVE A PROJECTION OF 1 INCH. ALL BOLTS SHALL RAVE A MINIMUM THREAD LENGTH 1/4 INCH LESS THAN THE PROJECTION. PROJECTING THREADS SHOULD BE GREASED OR OTHERWISE Exposure ((Terrain) Category - C. Terrain which is flat and PROTECTED PRIOR TO COLUMN ERECTION. generoliy open, extending to 1/2 mile or more from the site 14. ANCHOR BOLT DIAMETERS FOR THE PRIMARY FRAMING AND ENDWALL FRAMING ARE DENOTED AT RESPECTIVE BASE PLATE DETAILS OR ON THE BOLT PLACEMENT PLAN. ANCHOR BOLTS in any full quadrant BO mph Basic Wind Speed (fastest mile) FOR FRAMED OPENINGS SHALL BE 1/2 INCH DIAMETER UNLESS OTHERWISE NOTED. Open Condition = Enclosed Wind Importance Factor - 1.0 - SEISMIC LOAD (E) Equivalent Lateral Force Procedure - Seismic Zone - 3 Soil Profile Type - S(0) Stiff Soil Seismic Source Type - B. All faults other than Types A and 8• C 100 km Closest Distance To Known Seismic Source ANCHOR BOLTS 2 1/2 3• 1/21 FINISH FLOOR Seismic Importance Factor - 1.0 BASE ANGLE FASTENER (SEE NOTES ®13 & ®14) R(OCBF X-Brocing)-5.6, R(OMF Rigid Frome)-4.5 NOT BY A.B.C.) iv BASE ANGLE - MINIMUM 1/4' 0 CONCRETE Occupancy Category - 4. Standard occupancy Structures - ANCHOR BOLT 5'-0' O.C. . ^ .B '• NOTES: MAXIMUM SPACING OR , �` _' , .�� '. EQUAL BY OTHERS) .+:r' }.r ,- ' ' • '' 1. ROOF DESIGN IS BASED ON THE LARGER OF LIVE LOAD OR ROOF SNOW LOAD. 2. ALL FIELD WELDING IS TO BE PERFORMED BY WELDERS QUALIFIED IN ACCORDANCE WITH ANSI/AWS '' • :'yi [(:�.' 82.1 FOR THE WELD PROCESS AND POSITION REQUIRED. SHIELDED METAL ARC WELD ELECTRODES TO BE E70XX. I {' it B. r •. 1 3/8' NOMINAL DOOR WIDTH 1 3/8' ' DOOR WIDTH + 2 3/4' ANCHOR BOLTS • ' i (SEE NOTES @13 & #14) THIS CERTIFICATION IS LIMITED TO THE STRUCTURAL DESIGN OF THE FRAMING AND COVERING PARTS MANUFACTURED BY AMERICAN BASE ANGLE DETAIL TYPICAL OVERHEAD DOOR LAYOUT SECTION „B„ - „B„ BUILDINGS COMPANY. ACCESSORY ITEMS SUCH AS DOORS, WINDOWS, LOUVERS. TRANSLUCENT PANELS AND VENTILATORS ARE NOT INCLUDED. ALSO EXCLUDED ARE OTHER PARTS OF THE PROJECT NOT PROVIDED BY AMERICAN BUILDINGS COMPANY SUCH AS (OF TYPICAL OVERHEAD DOOR LAYOUT) FOUNDATIONS, MASONRY WALLS, MECHANICAL EQUIPMENT AND THE ERECTION AND INSPECTION OF THE BUILDING. THE BUILDING SHALL BE ERECTED ON A PROPERLY DESIGNED FOUNDATION IN ACCORDANCE WITH THE AMERICAN BUILDINGS COMPANY 'GENERAL ERECTION GUIDE', THE MBMA MANUAL, LATEST EDITION AND THE JOB ERECTION DRAWINGS. THE DRAWINGS LISTED ON THIS SHEET SHALL REMAIN WITH AND BECOME PART OF THIS CERTIFICATION. PRODUCT APPROVALS AND CERTIFICATIONS: /� BASIL. MATERIAL SPECIFICATIONS THE CERTIFYING ENGINEER HEREWITH IS NOT THE ENGINEER OF RECORD FOR THE OVERALL PROJECT AND IS 1. UNIFORM BUILDING CODE (ICBO) - FA -285 -CARSON CITY. NEVADA PLANT. ONLY CERTIFYING THAT THE DESIGN OF THE METAL BUILDING COMPONENTS FURNISHED BY AMERICAN BUILDINGS 2. INDIANA - 3 MASTER PLAN FILE NUMBERS COMPANY SATISFY THE DESIGN REQUIREMENTS SPECIFIED ABOVE AND ON THE A.B.C. CONTRACT. HIS CERTIFICATION EXCLUDES THE ERECTION OF THE STRUCTURE. PRIMARY FRAMING STEEL GABLE BUILDINGS : M-295147 STEEL FOR MILL -ROLLED STRUCTURAL SECTIONS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A 36. ASTM A 572 GRADE 50 OR 55, OR ASTM A 992 SINGLE SLOPE BUILDINGS : M-295140 LEAN-TO BUILDINGS : M-2951443. WITH A MINIMUM YIELD OF 50 KSI. WISCONSIN -8200232-M, 13 BASIC STYLES. STEEL FOR ALL BUILT-UP SECTIONS SHALL CONFORM TO ONE OR MORE OF THE FOLLOWING: A. ASTM A 1011 S5, GRADE 55 4. CITY OF CLEVELAND. OHIO DOCKETS S-52-82. B. ASTM A 1011 HSLAS, GRADE 55, CLASS 1 S. CANADIAN WELDING BUREAU DIVISION I CERTIFICATION AT EL PASO, CARSON CITY & LACROSSE. •`o C. ASTM A 572 GRADE 55 D. ASTM A 529 GRADE 55 6. AISC QUALITY CERTIFICATION, CATEGORY MB. �� / 'C' 7. PLANT CERTIFICATION AT CARSON CITY FOR CITY OF SEATTLE AND FOR OCDEN, UTAH. , co�r�' STEEL FOR ENDWALL SECTIONS SHALL CONFORM TO ASTM A 1017 SS, GRADE 55, OR HSLAS, GRADE 55, CLASS 1 B. CITY OF LOS ANGELES FABRICATORS LICENSE ji390 AT CARSON CITY PLANT. �sv'� D i(J STEEL FOR ROUND PIPE SECTIONS SHALL CONFORM TO ASTM A 53, TYPE E OR S. GRADE 8, OR ASTM A 500 GRADE B 9. CITY OF HOUSTON, TEXAS FABRICATOR APPROVAL /478. 10. INAUNDERWRISEAM NDING LLABORATDOR ING ES ROOFING MATERIALSEAM 360 WIND S (( AND SYSTEM D�IRj ECTORY°NSTRUCTION ND.S 93 AND 210A AS LISTED Yve••` -,e ,1`• SECONDARY FRAMING STEEL ,t. LOC SEAM / LOC SEAM 360 WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO.S 238, 238A, 2388, 238C, 331, 332, w��S `,` L 336, 435, 451, 487 & 567 AS LISTED IN UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM DIRECTORY. `{VNw STEEL TO TO ASTM A1OI1 5 OR GALVANIZED SHALL O CONFORM I TO GASTM A653 SR GRADE 50CCLASS T13, C90 OR HSLAS,RTYPE GRADE SWITH �YIELD 12. LONG SPAN /LONG SPAN ill PANEL WIND UPLIFT -CLASS 90 (UL 90) CONSTRUCTION NO.S 71, 161 & 167 AS LISTED IN r` 90, BOTHGRADES. 50,M A MINIMUM A. STRENGTH OF055FKSI. UNDERWRITERS LABORATORIES ROOFING MATERIALS AND SYSTEM r�/ DIRECTORY. 13. 22 GA STANDING SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-120. ROOF AND WALL PANEL MATERIAL Qa�FE`S`S�Q/1/� PANELS SHALL CONFORM TO ONE OF THE FOLLOWING: 14. 24 GA. STANDING SEAM 350 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-120, CORPS OF ENGINEERS GUIDE SPECIFICATION 07416 AND HAS BET T BEEN TESTED IN ACCORDANCE WITH ASTM E-1592. o R. F .EXTERIOR 15. 24 & 26 C0. LONGSPAN III HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-150. yN4� MATERIAL MAY BE EITHER ALUMINUM-ZINCALLOY-COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 80. 76. 22 GA .LOC -SEAM 360 HAS MET FACTORY MUTUAL STANDARD 4471 UP TO AND INCLUDING 1-180. 17 FACTORY 607416 �P PANEL MATERIAL SHALL BE ALUMINUM -ZINC ALLOY -COATED STEEL CONFORMING TO THE REQUIREMENTS OF ASTM A 792 SS, GRADE 50, CLASS 2. GUIDES SPECIFICATION AND BEENMTES TEUTUAL STED ACCORDANCE TANDARD 4471 UWITH ASTM E P TO AND C1592NC 1-120, CORPS OF ENGINEERS 7'' m C 648 V V MATERIAL MAY BE EITHER 24 OR 22 GAGE. AM 18. 24 GA. LOC-SEMODIFIED WITH 3M-VHB TAPE /4950 MEETS CORPS OF ENGINEERS GUIDE SPECIFICATION 07416. J ;0 PANEL MATERIAL SHALL BE ZINC -COATED (GALVANtZED� STEEL, COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 80 OR TYPE 19. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 00-0929.07 - 24 GA. STRUCTURAL STEEL 3" X 24" STANDING SEAM 360 HSLAS, A OR B. GRADE 80. MATER MAY BE ITHER 26 OR 24 GAGE. 20. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 00-0929.16 - 22 GA. STRUCTURAL STEEL 3' X 24" STANDING SEAM 360 ,(�ti.3(}(�% PANEL MATERIAL SHALL BE ZINC -COATED (GALVANIZED) STEEL, COATING DESIGNATION G90, CONFORMING TO THE REQUIREMENTS OF ASTM A 653 SS, GRADE 50, CLASS 3. 21. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 00-0929.06 - 22 CA. STRUCTURAL STEEL 2' X 16' LOC SEAM }60 MATERIAL MAY BE EITHER 24 OR 22 GAGE. BRACE MATERIALS 22. MIAMI-DADE COUNTY. FLORIDA ACCEPTANCE NO. 05-0726.01 - 24 GA. NON-STRUCTURAL (ARCHITECTURAL) METAL ROOFING 2" X 16' LOC SEAM 360 OVER STEEL DECK. / tr civil, b %' : BRACE CABLES: ASTM A 475, 7 -STRAND EHS WIRE CABLE BC4 = 1/4' DIA. BCS - 5/116" DIA. 23. MIAMI-DADE COUNTY. FLORIDA ACCEPTANCE N0. 05-0726.02 - 24 GA. NON-STRUCTURAL (ARCHITECTURAL) METAL ROOFING 2' X 116' LOC SEAM 360 OVER WOOD DECK BC6 - 3/8' DIA. BC8 - 1/2" DIA 24. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 03-0530.03 24 GA. STRUCTURAL STEEL 1 1/4" X 36" LONG SPAN III ROOF PANEL 25. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 03-0530.05 24 GA STRUCTURAL STEEL t 1/4" X 36" LONG SPAN III WALL PANEL 26. MIAMI-DADE COUNTY, FLORIDA ACCEPTANCE NO. 03-0530.04 24 GA. STRUCTURAL STEEL t 1/4" X 36' ARCHITECTURAL III WALL PANEL 27. FLORIDA PRODUCT APPROVAL FOR STRUCTURAL COMPONENTS (FL694), ROOFING (FL704) AND PANEL WALLS (FL705). N0. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS DESTO e45CALIFORNIA AMERICAN BUILDINGS COMPANY () FOR CONSTRUCTION [ ] FOR APPROVAL [�] FOR PERMIT ONLY [ J FOR PRELIMINARY DRAWN BY: RK 05/15/06 CHECKED BY: SH 05/15/06 DESIGN APPO BY: JW os/,s/os DRAWING. NUMBER' 51431601 ABC -1 I I REV.NO. 0 CAD BY: 05/15/06 15:411:31 Ver. 26.0 ' -ROOF PANELS WALK DOORS ROOF CURB FRAMING - NONE REGENT PRODUCT REVISIONS TYPE:__UU _______ GAGE:2k COLOR:-619L---- OTY SIZE TYPE SWING LOCKSET CLOSER COLOR LINER TRIM LINER TRIM COLOR SIZES ARE OUT TO OUT CURB DIMENSION AS UNDERSTOOD BY AMERICAN BUILDINGS THE FOLLOWING NOTES MAY OR MAY NOT PERTAIN TO THIS ' PAINT WARRANTY:-NCL- WEATHERTICHTNESS WARRANTY:I9Q__ COMPANY (A.B.C.). DO NOT CUT PURLINS FOR CURB FRAMING UNLESS RELEASED BY SPECIFIC JOB .BUT ARE NOTEWORTHY PRODUCT CHANGES. _ X _L_ 1L 3070 6070 - S __NL __HG 1__ __7MS__ __YES �LNO NJi/T6_ __YES X_NO THE A.B.C. DESIGNER. MAXIMUM LOAD FOR STANDARD ROOF CURB FRAMING IS 30008. _ UL 90 CERTIFICATION _NQ_ -------- THE MAGNITUDE AND LOCATION OF ALL LOADS SUPPORTED BY ROOF CURBS MUST BE 1. THINK SAFETYI 3070 6070 __S.—NI __HC __- ____-__ __YES .NO __YES __NO __ CLEARLY SPECIFIED IN THE ORDER DOCUMENTS. FACTORY MUTUAL CERTIFICATION:_yQ___3070 __ 6070 __S —NL —NC __= -- YES __NO __YES -_NO OTY WIDTH . LENGTH SLOPED AT RIDGE - - 3070 __ 6070 __S __NL __HG —- _______ __YES __NO -- YES __NO --- ----- ------ WALL PANELS --- ----- ------ ---- ---- TYPE:__L3P ------- GAGE 111 COLOR: wMw_Ha7Q_ BASE:.9_A_20.____ - FRAMED OPENINGS ROOF CURBS - NONE - PAINT WARRANTY:SiQ_ __ OTY WIDTH HEIGHT SILL 'HEIGHT FR WRAP TRIM LINER TRIM LINER TRIM OTY OUTSIDE WIDTH OUTSIDE LENGTH MIN. HT. GAGE COLOR , ' COLOR- - --- -------- 8 18 ------- ----- —_ ---YES _&-NO __YES _X_N0 _____-__- - ._LQ_-_ ---------- ----- ___---- — SAVE TREATMENT U__ _L%__ _L4._-_-__-__-_ _- YES _ii_NO __YES � NO ` STANDARD GUTTER W/ DOWNSPOUTS FT O.C. (MAX).- ----- ---- — --- — --- __ YES --- NO --YES _NO ---- --- __7i_ _Q,0_ SKYLIGHTS / WALL LIGHTS - ____ FLANGE BACK CUTTER W/ DOWNSPOUTS ____ -FT O.C. (MAX) --- ----- -------------- ,. _—YES --- NO __YES __NO -------- TRANSLUCENT SKYLIGHTS OTY: "I_ SIZE:_LQ4___ TRIM: PXSIT-1 ---- SIMPLE EAVE TRIM ___ _____ ______ --- ---- ___YES ___NO __YES -_NO -------- TRANSLUCENT 4' S' WALL LIGHTS Ott:____ • •' ---- DELUXE EAVE TRIM --- ---- ------ -------- ---YES ---NO __YES --NO-------- ICE AND SNOW TREATMENT :__________ --- YES --NO --YES —NO - FACADE - NONE ___ _____ ______ ________ ___YES ---NO __YES __NO ________ CORNER TYPE VERT OR SLOPED HEIGHT LENGTH PROJECTION UNDER ARCADE UNIT TRIM COLORS -=- ----- -------------- - --YES --- NO __YES _-NO -------- - ___ _____ ______ ________ --- YES ___NO __YES __NO - -------- ---- ---- — ----- ------ ------ ---- - ----- ---- .. . - - � - RAKE TRIM: _Bl9WP_M GUTTER / EAVE: _HEGTYP]D_ ____ ____ _ ____ ______ ______ ______ _____ _-___ DOWNSPOUTS:_3YMYW29 FRAMED OPENINGS:J4EGJV'P2Q_FACIA PANEL TYPE CAGE: COLOR: TRIM COLOR: WINDOW - NONS _______ ___ _ ------ ----- —_ _ CORNER: r;FQY±eZO BASE TRIM: ' JLR pzJQ -. SOFFIT PANEL TYPE: ------ — GAGE: _— COLOR: TRIM COLOR: - SELF-FLASHING THERMA-PANE GLASS, BURNISH SLATE --- ---- ----- ---- MISCELLANEOUS: _--_— BACK PANEL TYPE ___-- GAGE: _— COLOR: —_—___ TRIM COLOR: --_---- - OTY WIDTH HEIGHT LINER TRIM LINER TRIM . - COLOR - PRIMER COLOR -___ - YES - --- _—No -------- CANOPIES - NONB PRIMARY:_JU_______ SECONDARY:__S&ALY-SL__---- YES NO CLEAR SOFFIT SOFFIT -----_____ _— _-_ -------- Ott EW SW, SLOPE PROJECTION LENGTH UNDER BEAM PANEL TYPE COLOR ROOF FASTENERS ____ _____ _____ ___YES --- NO - --- --- --- ------------------------------- ------ STANDING SEAM II ---- ----- ----- ---YES. ___N0 - ^. ______ ___ -------- A. 814 % 1 SELF DRILL HEX HEAD _______— _____ _________ _____-__--_ ----___YES ' B. 814 X 1 .SELF DRILL HEX HEAD W/ WASHER ___NO ---- ----- ----- ________ SAVE TRIM : ______ TRIM_ COLOR: -------- DOWNSPOUT ELBOWS ONLY: ___ DOWNSPOUT RETURN: --- STANDING SEAM III A 814 X 1 SELF DRILL HEX HEAD - - B. 814 X 1 SELF DRILL HEX HEAD w/ WASHER LOUVERS - Non OVERHANGS - NONE LONGSPAN WHITE ADJUSTABLE W/ BIRD SCREEN OTY PROJECTION LENGTH SOFFIT TYPE COLOR GAGE - A 812 x t 1/4 SELF DRILL HEX HEAD w/ WASHER ' SW ___ 26 B. 814 X 7/8 SELF DRILL HEX HEAD w/ WASHER Ott WIDTH HEIGHT LINER TRIM LINER TRIM ________ __________ --- ---- -------- - COLOR• t � -__ -------- --------- --- ---- ______ 26 LOC SEAM ____ _____ —_YES ___NO ___— A 814 % 1 SELF DRILL HEX HEAD W/ WASHER--�--- 4 DOWNSPOUT ELBOWS ONLY: DOWNSPOUT RETURN: B. 014 X 1 SELF DRILL HEX HEAD W/ WASHER _____ _YES --- NO ____ ___ WAIL FASTENERS '. ____ _____ _____ _—YES ___NO . EW --------- -------- ---=------------ 26 LONGSPAN OR ARCHITECTURAL ____ _____ — ----__YES --NO ---- --_ -------- 26 A 812 X 1 1/4 SELF DRILL HEX HEAD — _ B. 814 X 7/8 SELF DRILL HEX HEAD ___- ' _____ _____ ___YES --- NO --- PARTITIONS - NONE - Ott WIDTH LENGTH HEIGHT PANEL TYPE GAGE COLOR SHADOW PANEL LINER PANELS - NONE A 812 X 1 SELF DRILL HEX HEAD W/ NUT BLANK - --- ------ ------- ------- ----- ---------- B. 814 X 7/8 SELF DRILL HEX HEAD LOC LENGTH HEIGHT PANEL TYPE GAGE COLOR LINER TRIM TRIM COLOR --- ------ ------- ------ ------- --- ------- TRIM FASTENERS --- ---------------------- --- ----- ---YES ---NO ------- ------------------------ ------- ---------- ALL FASTENERS ARE 814 x 7/8 SELF DRILL --- YES --- NO ' FASTENER NOTE __- ------ ------- -------- --- ------ ---YES ---NO ------- ' ' A SHEETING/FLASHING TO STRUCTURAL CONNECTIONS --- ------ —�---- -�---" -- ---- •- -_-YES --NO ------- C B = SHEETING/FLASHING TO SHEETING/FLASHING CONNECTIONS NOTESNOTES ' ESs10& ROUND 20" THROAT WHITE VENTILATORS NONe SPECIAL LA0 �V R. INSULATION QUANTITY RIDGE MOUNTED SLOPE MOUNTED �� ____ _—__ _____ NONE BY OTHERS BY ABC THICK WIDTH FACE COLORCc ROOF _—_ _)j_ _},Q, -- — ___ _______ 9" X 10' RIDGE VENTILATORS _ - Ci C C 877 - V'x IULl WALLS —__ %_ _— _ } Q ____ __________ _ZOTY AT 10' SECTIONS __— LINEAR FEET CONTINUOUS - RIGID BOARD: A0_ ROOF:_____ WALLS:__-_ BEARING PLATE:__— E"Op• ROOF JARS - NONE THERMAL BLOCK:_A9__ BY ABC:___ BY OTHERS:-__ (3/4' THICK ONLY) SPACER 'STRIP :--M- (FOR LOC SEAM WITHOUT INSULATION) Ott TYPE�1 � DK-3 1/a' - a' DIAMETER MISCELLANEOUS MATERIAL � C10. V%,,Qe ____ --- _ DK-5 4' - 7' DIAMETER ` . DK-B 7' - 13' DIAMETER NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE, DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL LBLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY - [ ] FOR CONSTRUCTION (] FOR APPROVAL [�] FOR PERMIT ONLY O FOR PRELIMINARY DRAWN BY: RK 05/15/06 • - ' CHECKED BY: SH o5 15 O6 / / • - - DESIGN APPD BY: JW os/15/o6 DRAWING. 51431601 ABC-2 REVNO• '. CAD BY: 05/15/06 15:39:52 ver. 26.0 NUMBER' 0 H1y H2 I A C B V LOADING FRAME LINE 1 CONDITION 0.0 8 V (kips) H2 (kips) V (kips) H2 (kips) +1.6 D +0.3 -0.3 +0.5 +0.5 C +0.1 -0.1 +0.2 +5.6 L +1.8 -1.2 +3.6 -10.2 to +0.1 -5.9 to +4.4 -10.2 to +0.1+5.9 -2.9 _ E -2.1 W -2.9 to -5.7 to' +2.9. +2:1 -1.2 E -0.8 to +1.2 H1 - H2 A ' C V LOADING CONDITION FRAME LINE 2 A C (kips) (kips) (kips) (kips) D ' +1.6 +0.3 +1.6 -0.3 C +0.5 +0.1 +0.5 -0.1 L +5.6 +1.2 +5.6 -1.2 _ W -10.2 to +0.1 -5.9 to +4.4 -10.2 to +0.1+5.9 -4.4 to _ E -0.8 to +0.8 -0.8 to +0.6 -0.8 foto - +0.6 -0.8 +0.8 H1 ' H2 A C V nt - nonzontof force ,n the plane of frame H1 - h • t I 1 lh I f f LOADING CONDITION FRAME LINE 3 A CH11 (k ps) (kips) V (kips) H11 (kips) D +0.5 +0.1 +0.5 -0.1 C - +0.2 +0.2 L +3.8 +0.8 +3.8 -0.8 W -6.1 to +0.1 -3.1 to +2.2 -6.1 to +0.1 -2.2 to +3.1 E -0.5 to +0.5 -0.5 to +0.5 -0.5 to +0.5 -0.5 to +0.5 • orizon a once fn e p one o rome Hl horizontal force in the plane of frame • H2 horizontal force perpendicular to the plane of frame H2 horizontal force perpendicular to the plane of'frome H2 . horizontal force perpendicular to the plane of frame Notes: ' SEI (W/O 010) SEI (W/o Do 1.0k I I 1.0k I " I 1. The frames at the left endwall (FL. 1) and right endwall (FL. 3) are not designed +to ' - >` � I I I accommodate any future additions. f.Ok � f.Ok lf.0k 41.0k �1.0k 41.Ok 2. New structure by ABC is designed as a fully enclosed building. W ND {yINQ 3.. It is the responsibility of others, ie. the engineer of record, to ensure that all 2.8k 2.6k structural systems and components not by ABC interact compatibly with ABC �` I I �` I structural systems and components. See calculation package for deflection F�z.sk �2.sk requirements of ABC frames and materials. V fsk 4f.sk �2.sk 42.6k 4. A 1.0psf of collateral load was used for roof members in ABC design as requested , SIDEWALL X -BRACING REACTIONS ENDWALL X -BRACING REACTIONS No special provisions have been made for concentrated point loads on frames or purlins. AT LINE(S) AT LINE(S) REACTIONS SHOWN ARE BASED REACTIONS SHOWN ARE BASED UPON (ONE) BRACED BAY. UPON (ONE) BRACED BAY. (DIRECTION MAY BE REVERSED) (DIRECTION MAY BE REVERSED) lF '� C 64877 m CyM • _ To- -EXP. 06-30-07 X REACTION SCHEMATICS IV(L AUT- C2 LIFL7 NO. REVISIONS - MADE CK'D DATE ENGR DATE N0. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE jVer.26.0 MODESTO CALIFORNIA STATUS MIKE MCDONALD [) FOR CONSTRUCTION DRAWN BY: RK 2280 BLOSSOM LANE () FOR APPROVAL CHECKED BY: SH - [s) FOR PERMIT ONLY DURHAM, CA. � AMERICAN BUILDINGS COMPANY [) FOR PRELIMINARY DESIGN APPD BY: JW ELITE STEEL. BLDG SYSTEMS DRAWING. - REv.N0. CAD BY: 05/15/06 14:11:40 NUMBER' 51431601 AB -2 0 , St 2 GIRT - LINE � I ' n n co N 3/4'AB It lillj I BP01—A 3/8" PLATE GIRT LINE 8t , 2 • �N IZ 3 1 3 2f 4t^ n BP04—A 3/8" PLATE s I lZ I2 3/4'AB N co n n I � GIRT LINE- Sf 2 BP05—A .3/8" PLATE 2 GIRT LINE —1–GIRT LINE o ' a n n r < o �N n � t f 3/4.AB 2 2 1 3/4 -AB 1 1 1 5 BP02—A BP03—A 3/8" PLATE 3/8" PLATE SPLICE BOLT T SPLICEY I SIZE B 4 1%2 X 1 1X 1 %4 7 C 4 1/2 X 1 1/4 7 1 .LE:AI� 14'8 1 16'11 14'8 1 A in I 1 1 F 12 12 21- 12 15'2 Is"? 1 13,103 16 16 5.0 1 1 a'y a,3 1 8 7.7 7.7 8 B " 13'8 g TO CL OF COLUMN 13'8 9 TO CL OF COLUMN I 11•y 8 15'0 TO RIDGE 15'0 TO RIDGE QQIi�E:+$i�'gJ ' 30'0 OUT TO OUT OF GIRT LINE SNE R. 4q�,C�y C 64877 COLUMN & BEAM CROSS SECTION AT LINE 1 EXP. 06-30.07 IVIL .. O CALIFS X51` NO. REVISIONS MADE CK'D DATE ENGR DATE NO. _ REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [) FOR CONSTRUCTION [) FOR APPROVAL [�) FOR PERMIT ONLY () FOR PRELIMINARY DRAWN BY: RK 05/15/06 CHECKED BY: SH OS 15/06 / " DESIGN APPD BY: JW 05/15/06 DRAWING NUMBER 31601 E-01OS REV.NO. 0 CAD BY: t5/06 14:11:33 •ver. 26.0 SPLLf 7AB E SPLICE - Y SIZE L A A A 8 3/4 X 2 1 3 1/2 74'1 5/16 C 8 3/4 X 2 3/4 1'3 112th 14'1 5/16 12 12 2 �2 15,2 1 15,2 1 1463 _ 14.6 3. 1'6 1'6 50 N ry 5'0 4 S , n u v n - 4'3 m RC -0101 - 10 8 - - - 1 11 1 26'1 CLEAR 2 15'0 TO RIDGE 15'0 TO RIDGE 0 30'0 OUT TO OUT OF GIRT LINE N .� in . Lu C 64877 Y7 , O n m ' RC -0101 .- 8 loll, .. RC -0101 - 10 8 - - - 1 11 1 26'1 CLEAR 1'11 1 15'0 TO RIDGE 15'0 TO RIDGE 30'0 OUT TO OUT OF GIRT LINE . Lu C 64877 m PM. . 06.30-07 X RIGID FRAME CROSS SECTION AT LINE 2 FRAME ID: 51431601.01A• cS'T.1,. CIVIL CALI'F I NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE, DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, .CA ELITE STEEL BLDG SYSTEMS - MODESTO ALIFORNIA e4z" AMERICAN BUILDINGS COMPANY FOR CONSTRUCTION [ 1 FOR APPROVAL [tJ FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: RK 05/15/06 CHECKED BY: SH OS 15/06 / DESIGN APPD BY: I JW 05/15/06 oRAwwc. NUMBER' 51431601 E-02 REv.No. " 0 CAD BY: 05/15/06 14:11:34 ver. 26.0 ♦ ' SPLICE BOLT 7ABL Y Siz VLFTH ICLEAR A I SPLILQ 8 3/4 X 2 9 7/8 14 4 5/16 8 3/4 X 1 3/4 9 7/8 16'7 5/16 8 3/4 X 2 9 7/8 14'4 5/16 r ^ I L , .y • - h F 12 12 2r1 — 12 15.2 15.2 1 13'6 S tJ'g s 1'6 i 6 5'0 N N 5 0 4'3 N J U ry 0'J 1 I h o O _ ifl F Vn 12 12 2r1 — 12 15.2 15.2 1 13'6 S tJ'g s 1'6 i 6 5'0 N N 5 0 4'3 N J U ry 0'J 1 I h -2 O _ ifl o _2 O n 27'0 : ' TO CL OF COLUMN I 1'5 p 15'D TO RIDGE - 15'0 TO RIDGE A 30'0 OUT TO OUT OF GIRT UNE Qt<�E. R• Afi�i ,A^ C 64877 L1 BEARING- FRAME CROSS SECTION AT LINE 3 EXP. 06 30-07 ST CMI �Q FCRa-W��� �p'o NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO CALIFORNIA srArus MIKE MCDONALD [ ] FOR CONSTRUCTION DRAWN BY: RK 05/15/06 2280 BLOSSOM LANE _ - [ ] FOR APPROVAL CHECKED BY: SH 05/15/0-- FORDURHAM, CA [�) PERMIT ONLY6 - AMERICAN BUILDINGS COMPANY (,J FOR PRELIMINARY DESIGN APPD BY: 1 JW 05/t5/o6 ELITE STEEL BLDG SYSTEMS DRAWING. REV.ND. CAD BY: 05/15/06 14:11:35 ver. 26.0 NUMBER' 51431601 E-03 0 O 0 0 C, 2 24'6 i 24'6 8Z15-28.ORB I-BZ15-28.OBR (3) REOUIRED (3) REOUIRED TYPICAL U.N. TYPICAL U.N. envt DIKUI unc x[ s.W. \ BC4-28.7. / \ / y BC4-28.5 CLRB2 -{ CLRB2 / \ \ BC4-28.5 -� / / \ \ \ BC4-28.7 \ \ / BC4-28.7 \ / / BC4-28.4 8Z15-28.OBR (3) REOUIRED TYPICAL U.N. 521 24'6 z EAVE STRUT LINE (SEE S.W.) ROOF FRAMING PLAN PURLIN LAPS - 6'0 DATE IENGRI DATE I N0. BZ 15-28.ORB (3) REOUIRED TYPICAL U.N. 24'6 ; Z J 52' THIS ROOF SYSTEM DESIGN USES ANTI—ROLL CLIPS INSTALLED AS SHOWN IN SECTION RF50/AA. ON DRAWING SED -003. LOCATIONS ARE INDICATED ON THE CROSS SECTION PLAN Clip Mork Number is: CL -12 e Sheeting Direction - r (ll)L3DFR262 + (2)RDV08C _ o ,nrtf I y� io O N i n n - N ' ut N n_ N ry N \ \ \ N >'e y O O N i 10 N O ^ I 1D N 0 O I - y O N i �D N 'a3 _ O N i 10 N 3 N O N i 10 N 7 - O N i b N n O N i b N n O 4 i 1D N n � O N i �O 10 O N �O O N b r (ll)L3DFR262 + (2)RDV08C _ o ,nrtf I y� io O N i n �I qyq V N N ut N N N ry fo N \ \ \ \ >'e y o N 1 ,�.� O N i 10 N O ^ I 1D N O Vf i • 1D N O I - y O N i �D N 'a3 _ O N i 10 N 3 e O N i 10 N 7 - O N i b N n O N i b N n O 4 i 1D N n O I O N i �O s O N �O O N b �O N n r (ll)L3DFR262 + (2)RDV08C _ o ,nrtf I y� O i O N i n �I qyq V N N N N N N ry fo N \ \ \ \ >'e y o N 1 ,�.� O N i 10 N O ^ I 1D N O Vf i • 1D N O I - y O N i �D N 'a3 _ O N i 10 N 3 O U1 i b N 7 O N i 10 N 7 O N i tp N 7 O N i b N n O N i b N n O 4 i 1D N n O I O N i �O O N 1 tp O N �O O N b �O N 1 N r (ll)L3DFR262 + (2)RDV08C _ o ,nrtf I y� O i O N i n >'e y o N 1 ,�.� 0 N CL n J 0 V a 0 V Nr� an, J o N a n J O �!1 N IL J o orf �(DV 6 J o i!f d J ►e y o R1 d J 0 J1 d J 0 to d J 0 i!1 a J �O N 1 N Sheeting Direction - ROOF SHEETING PLAN QR�FES;;�Vgv rLSTA-, �V R �PA C 64877 m T XP. 06-30-07 T__ LSTA-I SKYLIGHT TRIM LAYOUT T Civil - (4) REO'D - A�F cA►.�Fo b��b ENGR I DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO CALIFORNIA MIKE MIKE MCDONALD [) FOR CONSTRUCTION DRAWN BY: RK 05/15/06 2280 BLOSSOM LANE [ ] FOR APPROVAL CHECKED BY: SH -D5/15/06 [�J FOR PERMIT ONLY. DURHAM, CA AMERICAN BUILDINGS COMPANY [) FOR PRELIMINARY DESIGN- APPD BY: JW 05/15/06 ELITE STEEL BLDG SYSTEMS DRAWING. REV.NO. CAD BY: 05/15 06 14:11:36 Ver. 26.0 NUMBER' 51431601 E—D4 0 BZ16-I3.0 1/22C 8Z16 -I3.0 1/2C2 (2) REOUIREO (2) REQUIRED. ' TYPICAL U.N. TYPICAL U.N. 15'0 1 V C B q 30'0 OUT TO OUT OF GIRT LINE ENDWALL FRAMING AT FRAME LINE 1 Fter J 21 f?IPEe_ (2)FEB-0. ++( )gOC6- RSF 1 TRCL2 SRRA=/ s �/� olC�= p7 (ORSA 15.2 W 1.5 O 15.2 W ?O.0 1.5 TRI- 1.5 RSF_ i IC62L & TRECL - iC82R g TRECR o _ N m vi 'n n n �d Ir i i mm CIO a a ,(L a z 4 FBC-1 (1.5)BA-20 FBC-1 ound Holes - 3--J-- / BACK - 1/4' bended clip V/ (6) 1/2'dia. A325 bolts I , I 9/16' X 2' stot on clip I Jamb (or Column) SHEETING PACKAGE MK# ' EW01 S—A AT LINE 1 Jambs To Rafter Connection ,• E-05 t E-05 ++(1)80G65 20- TRCQL2 I,S�RI (2)p6B _0. _70* fIlBOC6_?I RSF-1 - (, )RSA 15 2 W 15.2 w1 ?0.0 ER -5101 �� ER -5102 1.5 TR7- t.5 RSF_ TRECL i TC82L � iCB2R iRECR DHBOC4-12.0 a ani - • r2t g M(,)FDH2-12.30. Y a o m N A adr DHBOC4-12.0 - m a p VI \ � v1 Y1 N - n t0 aG cai ZI cPi _ N � (1)FDH2-12.3 mI a c o .d u IN i as n) a a � t CI N of O. - R o I o 4 12'0 r 10'0 P.O. 12'0 s I4'0 P.O. 14Ec-s,o, Ec-5102 �J?ROFESS/O FBC-1 (1)6A-20 FBG-, �•`4� ,�taE R. N,9�� 2'0 12'0 2'0 12'0 2'0 8216-0.1 7/8P1 REOUIRED 6487 (4) TYPICAL U.N. Cy 7 m A C SHEETING PACKAGE MK# EW03S-A M p06-30-0) 30'0 OUT TO OUT OF GIRT LINE - AT LINE 9 Z1 - BZ16-1.6 1/222 P1 - PA -2.9 1/2 P2 - PA -3.3 1/2 ' (VIL ,���f. - _ P3 - PA -3.9 1/2 A Q V ENDWALL FRAMING AT FRAME LINE 3 _+F��bl v NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'O DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE- DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO e195CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ ) FOR APPROVAL [�J FOR PERMIT ONLY [ 1 FOR PRELIMINARY DRAWN BY: RK 05/15/06 ' CHECKED 8Y: SH 05 /15/01 / 5/06 DESIGN APPD BY: IW 05/15/06 CAD BY: OS/t5/06 t4at:37 Ver. 26.0 DRAWING. NUMBER' 51431601 E-05 REv.No. 0 r a n m A a m CD 0000 a FrA•,� of O N m m 9 n O Z�c Y � AlZil ;agA m , 7'4 - 5.0 3'6 y D � l \ 0 A O 1 N C C V .. o a a � d N m� o a 15'10 7.4 5'0 3'6 I W n m A a m CD 0000 D m m 9 n O N 2 y" D AlZil ;agA C-C Nm , 7'4 - 5.0 3'6 ti l \ 0 A O 1 N C C V .. o a i o N m� o x Z \ v o m = AD � m m A � Z \ / N x O Zrn a (n Y m x \ / N O m \ M.. • D m r r � l7 / yOj m U A ^4 / A N m ' D mNg rn C)M / V) CD D m m Oo c) r-rn co Z r O O C) (n Z V) m N -f N N D, 2 O W �+ RcC�tSr Zrn M ��� \ En rs rn u z _� W 1, '_ m0 -n �y b � O o � Gf77 V m N o n zp 1d �33N150' 0 s \ DD r �- Q Z O 0M •\ I 5 15'10 7.4 5'0 3'6 I W Iv n m A r4 Y � Z 2 m m 15.10 D 7'4 - 5.0 3'6 ti l \ f � A O 1 N C C V � \ u m� o \ D N / • C) N m I k o \ / 7 U % ' N rn N \ / N O m \ / • D m r r � l7 / yOj m U A \ A N m \ A � \ / i / • \ \ / • C Iv PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 + PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 n m A r4 Y � Z 2 m m 15.10 D 7'4 - 5.0 3'6 ti l f � A O 1 N C C V � u m� o \ D N / • C) N m I k o U % ' N rn N O • D m r r � o o \ o \ / \ / • C -y.r KNm •\ I O \ / to N Ij ' A ON I m P - ZA, \ m / \ G7 a y N PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 + PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 n m A r4 Y � Z 2 m m D ti f � A O 1 N C C V � u m� o PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 + PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 -, PA -15.10 • PA -15.10 PA -15.10 PA -15.10 PA -15.10 + PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10. PA -15.10 PA -15.10 �m 111 n m A r4 Y � 2 m ti f � D N • C) N m I k o U % ' N rn N O • D m r r � PA -15.10 PA -15.10 PA -15.10 -, PA -15.10 • PA -15.10 PA -15.10 PA -15.10 PA -15.10 + PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10 PA -15.10. 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OMAN - •1K RIGID FRAME COLUMN TYPICAL. CONNECRON AT CAPS IE ra T a W rwL PRIMARY BOL SECTION (TYP RIGID FRAME RAFTER t. BMW I ISI AT CAM > t/e' - A PRs�NDR6 SECII ) 2. PLACE NON-TN47ED NM ETVM OW Pf p RmtRED N E � All WOEI� PNOONL PROIQIOI EJapENT •(SEE ON FOR aws N CRPtETpON AREA ORD= TRAM t/r AND V= WEw snow Kaus Mea oWw swarms Sig AND QUANTITY) ' e 11 a 2' NaTT 9 VNMI-VPSit 4 WA X ffrtlL r ----t SECTION A•_ A• 4. ALL ID mums L IND elm. mom Ap _ IL ROK Zlf N OEIARS OeaR DIAGONAL HAUNCH CONNECTION AT BLDG. EAVE I MF11 TYPICAL HAUNCH SHIMMING DETAILS MF19 RIDGE RAFTER CONNECTION DETAIL I MF22 RIGID FRAME I AA RIGID FRAME I AA RIGID FRAME RAFTER AA NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGRI DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 22SO BLOSSOM LANE DURHAM, CA ELITE- STEEL BLDG SYSTEMS MODESTO - ALIFORNIA AMEeiq;D� R BUILDINGS COMPANY _ SW WELL N TM CLEAR OF LAOS SM MQYM BY ANY TtFE OF No t 1/2' t t/2' m TAE TRE tD:Ts► Arm tnsr CHECKED BY: m USE THE OAFEET Aim MMT ENDWALL RAFTER K 1 1/4•�—y1 1/4• mst ec suE F EM LOWIL AND r¢r SURLEAR a wwo ns CAD BY: 05/15/06 15:42:37 ver. 26.0 EREcroR Tfawalct Amoucllrc e�laR TraNaxa MARY BOLT(S) Veil 3 S W. \ 9/18i DESIGW 3 1/2' n n 1 1 ;V1 I 13/16'0 T T 3' (41 A' ENDWALL RAFTER _ n i NOT () ' 1 T 2X1�1�2)A325 L�- PRAIARY BOLT( (4) 1/2 % 1 14 AS25A > SHOWN FORCOLUMN CLARITY. ENDWALL RAFTER AA - MARY BOLTS) 3/4'000RNER COLUMN -ALENGTH Q OF COLUMN DESIGN - — COLUMN • I I WILL VARY BASED UPON CONNECTION THICKNESS VIEW • \ OF COLUMN PRIMATiY L S (2)1/2X1 1%2 r4 ENDWALL RAFTER SPLICE ! �LFNCTH WILL VARY BASED UPON • s • � VIELL Irm CLEM OF lobe 8M MMM E AIM TME LFTM CONNECTION THICKNESS VIEW LRA ENDWALL RAFTER SPLICE'! ENOWALL RAFTER PRIWRY BOLT(S) 01Y. BY DESIGN �T((gg)� (4)1 M A325 ENDWNl COLUMN BWICl6 f i il4 i -- - DeAm E a1aE m I® Iwm AND Fm CLEAR v M"m Tams - - BK2_ L1j LJ ENDWALL COLUMN CORNER COLUMN CONNECTION DETAIL AT BLDG. EAVE EF12 CORNER COLUMN CONN. DETAIL AT BLDG. EAVE — BEARING FRAME EF12Z • ENDWALL RAFTER RIDGE DETAIL' I EF23 1. ENDWALL INTERIOR COLUMN BRACKET CONNECTION EF26Y COLUMN TO RAFTER CONNECTION AA BLOCKED COLUMN W/STIFFENERS TO RAFTER CONNECTION — 3/4'6 BOLTS I AA I RAFTER W/RIDGE SPUCE PLATE R AA AT -RIDGE - AA mum aF. RAFTER BOLT OFDE f�iTPIYr 9w WE NnE qnw aF Tam EEso corm E ANY W 44005 NOEE SWID I IAr woos AIO FFiT CLEAR a IIOWq UAIOE. PRIMARY BOLTS(g�yypp �•spm /^ • - u - n RIGID FRAME RAFTER RIGID FRAME RAFTER - E SE]CTION)FOR S� AND QUANRTY) -�••� ° . u n I .h. 44�, \�T> Ile 4 7�- WAFER• PI®IIRIR6 .ae�,e »IOIEa �E,R� N M Ha411 almCN I�QLI/O FOR ALL Ater. ii AY Q a i I R 1'IN t E 09 >s�0 RREWWWO 7• Y t eraTxV Y RF. OMAN - •1K RIGID FRAME COLUMN TYPICAL. CONNECRON AT CAPS IE ra T a W rwL PRIMARY BOL SECTION (TYP RIGID FRAME RAFTER t. BMW I ISI AT CAM > t/e' - A PRs�NDR6 SECII ) 2. PLACE NON-TN47ED NM ETVM OW Pf p RmtRED N E � All WOEI� PNOONL PROIQIOI EJapENT •(SEE ON FOR aws N CRPtETpON AREA ORD= TRAM t/r AND V= WEw snow Kaus Mea oWw swarms Sig AND QUANTITY) ' e 11 a 2' NaTT 9 VNMI-VPSit 4 WA X ffrtlL r ----t SECTION A•_ A• 4. ALL ID mums L IND elm. mom Ap _ IL ROK Zlf N OEIARS OeaR DIAGONAL HAUNCH CONNECTION AT BLDG. EAVE I MF11 TYPICAL HAUNCH SHIMMING DETAILS MF19 RIDGE RAFTER CONNECTION DETAIL I MF22 RIGID FRAME I AA RIGID FRAME I AA RIGID FRAME RAFTER AA NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGRI DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 22SO BLOSSOM LANE DURHAM, CA ELITE- STEEL BLDG SYSTEMS MODESTO - ALIFORNIA AMEeiq;D� R BUILDINGS COMPANY [ ] FOR CONSTRUCTION (J FOR APPROVAL (�) FOR PERMIT ONLY ( FOR PRELIMINARY DRAWN BY: RK CHECKED BY: DESIGN APPD BY: DRAWING. NUMBER • 51431601 SED -002 REV.NO. 0 CAD BY: 05/15/06 15:42:37 ver. 26.0 CORNER COLUMN i CUT WASHER � TYPICAL WEB OF COLUMN WEB OF. COLUMN ��TT((�� 2. OR RAFTER TYPICAL NUT OR RAPIER (1) PRIMARY �4 X 1300 NW�/IuT & CUT CUP CL0 AUGNM CL29 _ ROD BRACE /ROD EYE BOLT CLIP (SHOP WEIJ_ED] BEVEL WASHER u�rw+ TYPPICAL ` CUP (SHIP WEIJ_ m) • ca3oW-"'W2ArSHER PRODPRIMARY BOL S��GRIP (1) 3/4 X2' A33 CUT BASE PLATECABLE _ THICKNESS, ' • COLUMN FLANGES OMITTED II II FOR CLARITY. II - CABLE ROD BRACE DETAIL I BRO1 ENDWALL CABLE CONNECTION TO CORNER COLUMN I BR2O NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO CALIFORNIA STATUS MIKE MCDONALD (] FOR CONSTRUCTION DRAWN BY: RK 2280 BLOSSOM LANE [ ] FOR APPROVAL CHECKED BY: [t] FOR PERMIT ONLY DURHAM, CA , AMERICAN BUILDINGS COMPANY [ ] FOR PRELIMINARY DESIGN APPD BY -1 ELITE STEEL BLDG SYSTEMSREV.NO. oRAwwc' 51431601 SED -003 CAD BY: 05/15/06 15:42:37 Ver. 26.0 NUMBER' 0 PURLINS OW r AUDe ada= TO BE A 2 x 6 R, SAFElY rAum mw m TD DIOX e!)fiOn TIC Ill". wopmm o101AD " 2 �WFOREH RKFINFORLLCEIA CUPS PURUNMMEM elPRMA E ARM® VARIES TO �lyo MOIST WOOD BLOCKING mew At;tlmVlD 11Nm IWe 1_ • -� ------- ----------------------- - ---------------------i------ PURUN 2' NOTCH 2NOTCH ® - — 3' RIGID FRAME - 1 1 4'•1 1/4' PURUN SPNCINO ' �- ' PURUN SPACING + 2'� TYP ---------------------- - 1r2X,r4 �T(S) �2� ��� PURUNS ARE A NECESSITY. ZEE SECTIONS HAVE A NATURAL TID ROLL OUT$ 0 7(� OF PLANE AND DEFLECT HORIZONTALLY.THIS MUST BE CORRECTED BY FORCISTRAIGH'T NG THE PURLINS INTO PROPER PLANE AND SPACING. WOOD BLOCIONG IS RECOMMENDED AS ONE METHOD 70 TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE. A 2 X 6 MINIMUM BOARD (2) 172X1 174 X173 ACCOMPLISH THS. SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS THAT ACCOMPANIED THE BUILDING TL DETERMINE THE PURUN SIZE AND SPACINGS. BEFORE SHEETING BEGINS IN ANY BAY, PLACE BLOCIONG IN THAT BAY ACROSS THE FULL WIDTH OF THE BUILDING AT LEAST ONE ROW IN THE CENTER OF THE BAY SHOULD ALWAYS BE USED. USE ADDITIONAL ROWS OF BLOCIONG IF NEEDED TO MAINTAIN STRAIGHT PURLINS. AVOWING THE PURUN ENDWALL RAFTER TO ROTATE OR SWEEP OUT OF PLANE COULD PREVENT THE ROOF PANEL FROM PROPERLY ATTACHING TO THE PURLINS AND WAS THE EFFECT OF LOWERING THE LOAD BEARING CAPACITY OF THESE ROLLED PURLINS LEADING TO POTENTIAL PURUN FAILURE UNDER MAXIMUM DESIGN LOADS. • PURLIN BLOCKING GE02 STANDARD PURUN LAP F R T 0-11 PURUN CONNECTION DETAIL AT ENDWALL FRAME I RF03R BY-PASS CMITION IAA Br-PASS, INSET d FLUSH CONDITION I AA AA ttAROY Ple!IeJ11016 EAVE STRUT omtADm0ae7a AUWn moa FAVE STRUT wale ammu sore ton PURUN ttxlleml R7®wl AORC1loN OOIAP DIT SHMAD Atsele 1¢r D!w emloMmS arae! we11 WJMM IELR axeym WIN SWAP P mob amen wen Mm m MEDIC eu1611CFa Oran owls mai " 1 DONDARR4 & T(S) ANIt-ROLL QUP ' RIDGE BRIDGING CUP CL-12 : 8 CL-13 9 AMpuPumm CL-14 - 12 PURLINS tl PURUN BOLT(S) SECONDARY BOLTS SECONDARY BOLTS BOLT(S) 1 12X1 1/4 A323 IRED- 1 T2) UI FAVE �� END CONNEC110N (1)2X1 1 4 A32S PER 1 SAVE STRUT FIND CONNECTION (SECONDARY 2)1 /4A515 2 1/2' • 12X1 TURAIL1745 TYP - EAVE STRUT BRACKET WE EAVE STRUT BRACKET (SHOP (SHOP WELDED) RIGID FRAME E Mk °mwMAA woc w aaamw a eucRao Warr an RIDGE BRIDGING CUP CONNECTION DETAIL I RF05 EAVE STRUT CONNECTION BYPASS GIRTS RF31 R EAVE STRUT CONNECTION BYPASS ENDWALL RF32R I ANTI—ROLL DETAIL UPHILL RF50 AA LOW SIDE SHOWN / HIGH SIDE SIMILAR AA I LOW SIDE SHOWN / HIGH SIDE SIMILAR AA PodD FRAME RAFTER I AA PURUN PURUN T ANTI ADDITIONAL ROOF -ROLL CUPS St_7ROOFANEL 3/4' m� 3/4• (2) /12 STRUCTURAL FASTENERS ANGLE • OR (2) 1/4' BOL75 P (2i % 1/ FASTENERSCTURAL ---------------------PURUN (L2X2X1/IDCE LONG) µDRILLDCALTKINL;S AT EACH (FIElp DRiL1 HOLES AT EACH �0F ASIEJER(S) O3/B' E L(0)STR ANGLE LOCATION) j12X1W%4 ROD HANGER ANGLE3/B' �) RODHANGER(l2)?X1/lDtt+ � � LL PIM C'L�-1-120 8� CL-13 � 9�%2�t'UFiIJNS CL-14 12 PURLINS (FAR SIDE) • MAY BE LOADED WITH HANGER LOADS SO LBS. OR LESS HATE: SPRINKLER MAY BE LOADS � LES PUHLIN UP MIST NOT MAY BE DOTTED WITH BE DISTORTED. SIIIJAR NOTE, SPRINKLER PIPE OR LESS. ENDWALL RAFTER PURUN LIP MUST NOT PIPE ' BE DISTORTED. tllltnlml Neam SECTION A—A' SECTION 'A—A' ANTI—ROLL DETAIL RF51 SPRINKLER PIPE HANGER DETAIL AT PURLINS SH01 ALTERNATE SPRINKLER PIPE HANGER DETAIL AT PURLINS SH02 ENDWALL RAFTER LONGSPAN PANEL BA AAI AA SCALE: NONE DATE STATUS MODESTO CALIFORNIA MIKE MCDONALD [ I FOR CONSTRUCTION DRAWN BY: RK 2280 BLOSSOM LANE _ el�[ [ ] FOR APPROVAL CHECKED BY: [sl FOR PERMITj ONLY DURHAM, CA AMERICAN BUILDINGS COMPANY ] FOR PRELIMINARY DESIGN APPD BY: ELITE STEEL BLDG SYSTEMSREV.NO. DRAWING. 51431601 SED-004 NUMBER' 0 CAD BY: OS/15/O6 15:42:39 ver. 26.0 £ PUMN • - ANGLE (� DGS.►`) _ , (2) 112 STRUCTURAL FASTENERS (L2IT2;1/8X3 £ PURIM OR I ) 1/4' BOLTS c CAT�N.�IEDwlrlwnHo6M AT EACH - PIPE I F PIPE PIPE I i PIPE £ PIRILIN -� I I I I I I £ vNRanN TYP. I I i A'PIRaN I I I �• I I f PURIM ; ANGLE PURUN • SPRINKLER "=/IGX LENGIH) . _.. ..—.. --- -•--•— •---- SUPPORT ANGLES £ PIPE PURUN C� CLAMP WITHOUT REINFORCING ANGLE PIPE (1YP. U.N.) PPIIPENXLER . 3/8' ROD HANGE7t � £ K"BAY BAY �Y �•1 8AY ;aBAY BAY 1. PN S SZROD AT to' wAmm u=Tm PER 1YP491L PIPE LAmff As sH=w IN 2. FDR PIPE > AT W KTIRVAM Vam ABIM MAY BE KV -VM BAY SPACING BAY SPAM 847 SFWCGIO 1 PUR N SPAM ASSUMED TO BE W ON CEIAM - SECTION 'B—B' 4. SPEMAL CONS M7ION SHOULD BE MME WHEN ALL BAYS ARE NOT UNIFORMLY LOADED. - _ _ _ _ £ a To I�ID� Rinl = BY UEC TO BE APPLIED. TO ANY ONE SME SUPPORT IN ADDITION RIGID, wm TO PSE o - _ �ALLQWEQ FI AF E FlUlm SPRINKLER PIPE HANGER DETAIL BETWEEN PURLINS I SH03 TYPICAL SPRINKLER PIPE'LAYOUT SH04 LOADS FOR SPRINKLER PIPE SUPPORTS SH05 SPRINKLER PIPE 'NOT ALLOWED DETAIL"SH06 AA /� AA CLAMP WITHOUT REINFORCING ANGLE AA PURUN PURUi PURUN t , CLAMP VDIOLIT CLAMP WITHOUT` BENT UP REINFORCING ANGLE REINFORCING ANGLE OF PURUN REINFORCING CLAMPW N= NOT ALLOWED _ MQLA 1= NOT A[:OWED SPRINKLER PIPE 'NOT ALLOWED DETAIL" I SHO 6A SPRINKLER PIPE "NOT ALLOWED DETAIL' SH07 SPRINKLER PIPE 'NOT . ALLOWED DETAIL' CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN UP AA CLAMP WITHOUT REINFORCING ANGLE AND BENDING UP OF PURUN I AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN UP AA EOUWLENT COUATERAL LOAD FOR PIPE SUPPORTS 20' BAYS' 26' MYS 30' BAYS PANT I= AT WINGER Wf. DRY Wf. WET Wf. PIPE PIPE PIPE PIPE PIPE PIPE PIPE PIPE %/Ff 1/FT. CHECKED BY: +250% +2501 DRAWING. NUMBER • +2501 +2501 SIZE -CAD BY: 05/15/06 15:42:41 Ver. 26.0 8' 18.97 31.5. 9 11 6a 5 8 315 595 5' 14.62 23.3 8 9 4 7 3 5 233 483 4' 10.79 I L3 - 4 7 3 82 5 183 413 3 1/2' 9.11 13.4 4 7 2 5 2 4 134 384 3' 7.58 10.8 3 6 24 5 2 4 108 358 212' 5.79 7.9 2 8 1 5 1 4 79 329 2 3.65 5.1 1 5 1 • 4 1 3 51 301 1 1/2' 2.72 3.8 1 3 1 4 1 3 36 286 1 1(4' 2.27 2.9 1 5 1 4 1- 3 29 279 1 1.88 2.1 1 5 1 4 1 3 21 271 PURUN C� CLAMP WITHOUT REINFORCING ANGLE PIPE (1YP. U.N.) PPIIPENXLER . 3/8' ROD HANGE7t � £ K"BAY BAY �Y �•1 8AY ;aBAY BAY 1. PN S SZROD AT to' wAmm u=Tm PER 1YP491L PIPE LAmff As sH=w IN 2. FDR PIPE > AT W KTIRVAM Vam ABIM MAY BE KV -VM BAY SPACING BAY SPAM 847 SFWCGIO 1 PUR N SPAM ASSUMED TO BE W ON CEIAM - SECTION 'B—B' 4. SPEMAL CONS M7ION SHOULD BE MME WHEN ALL BAYS ARE NOT UNIFORMLY LOADED. - _ _ _ _ £ a To I�ID� Rinl = BY UEC TO BE APPLIED. TO ANY ONE SME SUPPORT IN ADDITION RIGID, wm TO PSE o - _ �ALLQWEQ FI AF E FlUlm SPRINKLER PIPE HANGER DETAIL BETWEEN PURLINS I SH03 TYPICAL SPRINKLER PIPE'LAYOUT SH04 LOADS FOR SPRINKLER PIPE SUPPORTS SH05 SPRINKLER PIPE 'NOT ALLOWED DETAIL"SH06 AA /� AA CLAMP WITHOUT REINFORCING ANGLE AA PURUN PURUi PURUN t , CLAMP VDIOLIT CLAMP WITHOUT` BENT UP REINFORCING ANGLE REINFORCING ANGLE OF PURUN REINFORCING CLAMPW N= NOT ALLOWED _ MQLA 1= NOT A[:OWED SPRINKLER PIPE 'NOT ALLOWED DETAIL" I SHO 6A SPRINKLER PIPE "NOT ALLOWED DETAIL' SH07 SPRINKLER PIPE 'NOT . ALLOWED DETAIL' CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN UP AA CLAMP WITHOUT REINFORCING ANGLE AND BENDING UP OF PURUN I AA CLAMP WITHOUT REINFORCING ANGLE AND ATTACHED AT PURUN UP AA NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK•D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMSREV.ND• MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY - [) FOR CONSTRUCTION [ 1 FOR APPROVAL (41 FOR PERMIT ONLY ( 1 FOR PRELIMINARY DRAWN BY: RK _ CHECKED BY: DESIGN APPD BY: DRAWING. NUMBER • 51431601 SED -005 . 0 -CAD BY: 05/15/06 15:42:41 Ver. 26.0 COLUMN • ENDWALL • UTUUIY CUP SAFFII WED11.011 t SAVE STRUT UTILITY CUP C.M.) , GIRT DEPTH CL -4 TW All � WOR �R MM awm. � PWn= M CL -4 SECONDARY BOL S 1/�2X1 1/2 A325 • SECONDARY BOLTS SECONDARY BOLT(S) 1/2X1 1/4 AND W/ (2) H.T. WASHERS PER BOLT -----4 1_2X1 1/4 A325 STRUCTURAL FASTENER( TYP. U.1( �,, • STRUCTURAL F ER )) ' FOR GESSS 7/18• 12X1 1%�4 i i 12X1 1 A32S /12X1 1/4 i rwc /18• ` -"SBOLT(S) 2 X 8 ( AND(CL 48 PWASHER E PER BOLT i9 $ CORNER COLUMN 00 w m a— ON sw SECONDARY BOLT(S) TYP. U.N. 1 1/2- SECONDARY BOLT(S) I�NOT an OR dtE almns FMIN To ADHOM SERM 910.Ila �saT N 1/2X1 1/4 A325 1/2X1 1/4 A32S 0/{ FOR GES > 7/18• 1 2X _ A325 GIRT SPACING RIGID FRAME COLUMN � ------------ • GIRT EXTT]iSON ANCIE r'�-5 • NOT REQUIRED IF OPEN ENDWALL s ---------= ------ -==-= TYPICAL CONSTRUCTION OF THE WOOD BLOCKING IS SHOWN ABOVE. A 2 X 6 MINIMUM BOARD 4f00 LOC(0N0 SIZE SHOULD BE USED. REFER TO THE CROSS SECTION FRAMING DRAWINGS TO DEIERMNE THE GIRT GIRT SIZE AND SPACINGS. a • STRUCTURAL F )) 12X1 1%S4 ' ' NOT REQUIRED IF::::::.:: (BAY ��)) ri: OPEN SIDEWAl1 rY.::?Fi: k' GIRT EXTENSION ANGLE ___________________ ........................................--- ......:....._ . BASE ANGLE GEA -2 8 1/8• 6 1/B• -- -_ --__ GABLE ANGLE 1.5 SRtUCTURAL FASTENER(S))� 1 2• 2 114- INSUATION OF THE BUILDING WALLS IS GENERALLY DONE BEFORE THE ROOF. BEFORE STARTING W /12X1 1/4 THE WALL SHEETING OR INSULATION, CHECK TO BE SURE THAT THE EAVE STRUT AND GIRTS ARE TERORLUMGDTLgLNIMNS�sGN 0 THPPELENTHANINSTALL BETWEEN LINES CRTTS. BLOCKING CAN BE GIRT BLOCKING I GE03 INSET GIRT CONNECTION TO COLUMN WFO1 CORNER GIRT CONNECTION BEAM & COLUMN CORNER COLUMN FO1 R ONE�UNEO F BLOCKING PER BAY WY WHICH ILL BE SUFFIgE7dTREDUCE THE NUMBER OF PIECES REQUIRED. NORMALLY. /� Ale1 BY-PASS OR INSET sDE1YALL / INET I?IDWALL AA COLUMN aATvr Nmwnou w w r aid'. in ew cm ON awl GIRT a®o m dens R+me m xHm a 70 TM ITU RF9LT N A . T� BOLT(S)373 MILTA325 SECONDARY BOLTT(S) BO S(�DA '� .. KAM.1pN 2�XlIJd4iY 1/2X1 1/4 1 1 X 2 3 18 A301 E BOLT Alb L) /2 OR wR XNCES/ O(1R)/? SECTION A SECTION A — A325 OW SECONDARY BOL S) IIID 111 1/2 X 3 5/8 AW DE BOLT y 0 GIRTr• -- (1)D 1 X 1 1/4 A325 BOLT 1/2 X 2 3/16 A307 DE BOLT OR FOR FLANGES > 7/18' w� ---------- - ® D o (1 1 2X /— A325 LT D 1 1 2 5 8 X 3 / A30 7 DE BOLT ---------- --------- 2 1/2• 0 o z a 3 CAY" R 0� SECTION A WITH 1/2 A307 DE BOLT M PLACE.GIRT DEPTH OUTER ZEE GIRT CAN BE ATTACHED I " SECTION A WITH 1/2 A325 BOLT AND ADDITIONAL COLUMNN 1 1 4' 1 114- NUT 0 A307 DE BOLT. 1/2 X 1 1/4 A325 BOLT (SEE NOTE) AS REQ'D AS REWO OR FOR FLANGES > 7/18' ATTACH INNER ZEE GIRT WITH 1/2 X _ A325 BOLT NOTE 1/2 X 2 3/18 A307 DE BOLT 1/2 X 2 3/16 A307 DE BOLT FOR NON—TAPPED COLUMN OR FOR FLANGES > 718• 1/2 X 3 5/8 A307 Dt BOLT OR FOR FIANCES > 7/18• 1/2 X 3 5/8 A307 DE BOLT GIRT CONNECTIONS ZS � MUST BE TE BY-PASS LAPPED GIRT CONNECTION TO COLUMN I WFO2R BY-PASS GIRT TO COLUMN CONNECTION LAPPED GIRTS ONLY) WF1OR BY-PASS GIRT TO COLUMN CONNECTION LAPPED GIRTS ONLY) MF BY-PASS GIRT WF58R AA STEP ONE AA STEP TWO AA I AA COLUMN TTO( ) (2) Id2 X 1 1 4 A3ZS BQLT RR FOR GES > 7B� 118• 1/2 X A325 LT (21 _ GIRT -------------- BY-PASS NON -LAPPED GIRT CONNECTION TO COLUMN I WF61R AA DATE NO. REVISIONS MADE CWD DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMSREV.ND. MODESTO ALIFORNIA el�i" AMERICAN BUILDINGS COMPANY -. - [ ) FOR CONSTRUCTION O FOR APPROVAL (t) FOR PERMIT ONLY (� FOR PRELIMINARY DRAWN BY: RK " CHECKED BY: DESIGN APPD BY: DRAWING. NUMBER' 51431601 SED -006 0 CAD BY: 05/15/06 15:42:41 ver. 26.0 =0N BUILDINGS WITH INSET OR FLUSH GIRTS, THE HORIZONTAL WEB OF THE GIRT NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE ' OR GIRTS IN A BRACED BAY, WILL HAVE TO BE SLATTED M ORDER FOR THE ROD OR CABLESWM MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS - MODESTO ALIFORNIA eigzp" AMERICAN BUILDINGS COMPANY CABLE OR ROD BRACE TO PULL IN A STRAIGHT UNE FROM THE TOP OF ONE DISTANCE TO BRACING �� ------- COLUMN TO THE BOTTOM OF THE NEXT COLUMN. INSTALLING THE BRACING .== _� S� ON FIELD CUT SLOT DESIGN APPD BY:j POR ALL J= 51431601 SED -007 ERHER TO THE INSIDE OR OUTSIDE OF THE GIRTS, TAKES THE BRACING OUT OF COLUMN CAD BY: 05/15/06 15:42:43 ver. 26.0 A STRAIGHT UNE PULL THIS DOTS NOT ALLOW THE BRACING TO FUNCTION - PUiBIN ClRi / .PROPERLY AND IS AN UNACCEPTABLE ERECTION PROCEDURE. MOVING THE u' GIRT HOLES M OR OUT ON THE COLUMN TO ACHIEVE A STRAIGHT UNE PULL IS ALSO UNACCEPTABLE. , - -_- -- - SLOTTING THE WEB OF THE GIRT TO ACHIEVE THIS STRAIGHT UNE PULL 6 THE O 0. ONLY ACCEPTABLE METHOD. TO MARK THE HOLE LOCATION THE FOLLOWING A' NORMALLY 1' (VERIFY GIRT OUT SET / - METHOD MAY BE USED. BY MEASURING • 0 ' ROD OR EYEBOLT 4 - --- , ----------- --- ------------•-�----`- 1. INSTALL CABLE BRACING IN THE PROPER HOLES AT THE TOP OF ONE DIAMETER) COLUMN TO THE BOTTOM OF THE NEXT COLUMN. RUNNING THE CABLE DISTANCE FROM FACE DI FROM TO THE INSIDE OR OUTSIDE OF THE GRITS. IF YOU HAVE ROD BRACING GIRT TO OM INE A NYLON STRING UNE MAY ALSO BE USED. OF SLAT O COLUMN FRAME BRACE 2. TIGHTEN THE CABLE OR STRING UNE SO THERE IS NO SLACK �- 3 WHERE THE CABLE OR STRING UNE THE WEB OF THE GIRTS, -------------------- PARK TWO INCHES ON EITHER SIDE OF THIS POINT. 1 B'YP* 5 4'-0' S 4'-0• 4 USING A SQUARE MAKE TWO PARALLEL LINES FROM THEA lYYO MARKS ON THE WEB FRA11E BRACE FB-_ BOTH SIDES ,' R TtWLARFD BY DESIGN AS NOTED ON OF THE GIRLS 8. AT THE COLUMN, DETERMINE THE MEASUREMENT FROM OUTSIDE GIRT ------------------------------ ---- WITH (1 T.1 AS THE BUILDING ERECTION DRAWINGS UNE TO COlTERLINE OF CABLE OR ROD BRACE HOLE UITLDO THIS ttP 1/B (ONE UNDER THE BOR p NTO MEASUREMENT AS THE CENTERLINE OF A 1' X e SLOT TO BE MADE ONE IRmER THE NLM FRMIE BETWEEN THE TWO PARALLEL LINES MART® ON THE W® OF THE 12' OR LESSEED y��1C1 A3ZS �TIFI RAFTER OR COLUMN GRTS. SOME OF THE LARGER CABLES OR RODS WAY REQUIRE A (2) FEI 10 E BRACES SLIGHTLY LARGER SLOT TO ALLOW THE EYEBOLT TO PASS THROUGH. FIELD RT]NFORCE GIRT WITH A PIECE OF ANCLE B. AFTER ALL GRITS HAVE BEEN WJWED AND SLOTTED. INSTALL CABLE OR GIRT OR CHANNEL WHEN SLOTS ARE LOCATED AS SHOWN. ROD BRACING THROUGH THE SLOTS, THROUGH THE BRACE HOLES IN THE 8 TMp, COLUMNS, AND TIGHTEN. 1 7. VISUALLY OiMK TO SEE THAT THE BRACING IS NOT TOUCHING THE GIRTS FIELD SLOTTING GIRTS FOR CROSS BRACING AT THE SLOTS. IF R IS TOUCHING, TRIM OUT THE SLOT AS NECESSARY. BR03 FRAME BRACE BR1% 8 TIGHTEN BRACING AS NECESSARY TO PLUMB COLUMNS I AA FOR BYPASS PURLINS GIRTS IAA Y NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS - MODESTO ALIFORNIA eigzp" AMERICAN BUILDINGS COMPANY • [ ] FOR CONSTRUCTION FOR APPROVAL [t] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: RK CHECKED BY: DESIGN APPD BY:j oRAwiNG. NUMBER' 51431601 SED -007 REV. 0 p CAD BY: 05/15/06 15:42:43 ver. 26.0 USE WOOD BLOCKING TO ELEVATE AND SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCIING PLACED BETWEEN PANEL BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. COVER THE STACKED BUNDLES WITH A TARP OR PLASTIC COVER LEAVING ENOUGH + OPENING AT THE BOTTOM FOR AIR TO CIRCULATE & MY PIIFfJ UTlcft - geme mazer, awl WVA Rawn MEN Hamm PMEUIL LONGSPAN DI PANELS SHOWN ARCHITECTURAL BK AND v MULTI RIB SIMILAR. ' \ TARP OR PLASTIC COVER USE SPACERS BETWEEN BUNDLES BLOCK ABOVE GROUND . TIE DOWN . PANEL STORAGE GE51 , LONG SPAN BL ARCHITEMRAL 10, AND MULTI -RIB PANELS AA , NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS- MODESTO "CALIFORNIA AMEel%5RICAN BUILDINGS COMPANY O FOR CONSTRUCTION O FOR APPROVAL (*) FOR PERMIT ONLY ( ) FOR PRELIMINARY DRAWN BY: RK - CHECKED BY: DESIGN APPD BY:F NUMBER' 51431601 SED -008 R�0 CAD BY: 05/15/06 15:42:43 ver. 26.0 BASE ANGLE (ENDWALU BA -20 WALL PANEL 114 NCE( ANCHOR (min.) i 5 -0" O.C. (max.) BUTYL �� EAVE CLOSURE FiASHINO �-1 Ars CAULK + CORNER FLASHING FCR -LENGTH . BASE ANGLE (SIDEWALK) BA -20 i TRIM _ ,p V' 1 WALL MAIN ER($ //12X1 1 I V-O"O.C. . EAVE SUPPORT -------- - -----FLASHING FLASHING •• � i BADE ANGLE I 1 1/2"t OVERHANG r EkVIE STRUff 8A-20 i Rol % " z "0 RIVETS (3)REVD. PER UIP GRADE 1/8 RIVET ' 2 • ., CORNER BASE ANGLE FBC-1 OUTSIDE CLOSURE L GAI " # LONGSPAN PANEL (TYP.) 1/8 BLIND RIVET (TYP.) BASE ANGLE DETAIL BA01 SECTION AT BASE ANGLE BA02 I OUTSIDE CLOSURE INSTALLATION AT SAVE EA37 OUTSIDE CORNER FLASHING FLO8 I AB ARCHITECTURAL 114 ARCHITWTURAL Nr RIB, LANG SPAN UI OR MULTI -RIB WALLS AB LONGSPAN WALLS . AB LONG SPAN WALLS I AB THINGS- TO REMEMBER � GUTTER ROOF FASTENER CM.) ROOF PANEL GUTTER CUPS . �--- 1. THINX SAFETY. 2. CARE FOR PANELS IN ACCORDANCE WITH ERECTION GUIDE BEND ALONG DASHED LINE [-= MASTIC DOWNSPOUT CUP FDC -2 i I 174 TM 6 8'-0' D.C.max 3 ALIGN GIRT. 4. PLUMB FIRST AND EVERY PANEL S CHECK COVERAGE ON EVERY PANEL - - CIT ALONG SOLID UNE J. GUTTER i - FL TGT1 I EAVE FLASHING 8. FOLLOW SCREW ATTACHMENT SEQUENCE: _ u EAVE STRUT TRAILING TO LEADING. TOP TO BOTICM. 1/2 4' pOyyNSpOUT CIP SlDEWALL GIRT FDC -2 ; DOWNSPOUT FDS -14.4 BUND RIVETS (2 PER CUP O WAIL) 7. DO NOT IXCEED INSULATION THICKNESS „ 1/8 RIVET --- I --- DOWNSPOUT i i IL DO NOT 'RATCHET' OR OVERTIGHIEN WALL GUTTER _ SIDEWALK PANEL SCREWS. THIS WILL. CAUSE'DIMPUNV. PANEL (TYP.) I 9. USE THE FIAT OF THE LONGSPAN PANEL TO APPLY PRESSURE WHEN INSTALLING. \S DOWNSPOUT CLIP LJ FDC -2 (SEE EXAMPLE) `� SIDEWALL PANEL 10. DO NOT USE ABRASIVE SAWS OR OTHER 11 CURING TOOLS WHICH PRODUCE HOT METAL BLIND RL (Tn� PARRCFS OR BURNED EDGES CIS \ 8 favrT THESE METHODS WILL DAMAGE THE PAINTED AND GALVALUME FINISH AND WILL VOID DOWNSPOUT FDEl� i' FINISHED FLOOR DRI (TYP.) ANY WARRANTIES. USE DOUBLE CUT SHMIS. DOWNSPOUT 1BU NIBBLERS OR OTHER CUTTING DEVICES WHICH FDS -14.4 BUND RIVET u. .. DO NOT PRODUCE HOT METAL PARTICLES OR 1/8 RIVET BURNED EDGES PANEL INSTALLATION NOTES I GE04 DOWNSPOUT OUTLET DETAIL GT01 DOWNSPOUT DETAIL GT02 SECTION THROUGH DOWNSPOUT 1 GT03 LONGSPAN WALL PANELSI AB I AA I AA I AA . FLINCE BACK- -\ ' TGF- 2" TMP' . ..-'•�---_ - LAP . FLANGE BACK _GUTTER q TGF- . . DOWNSPOUT DOW SPOUT EAVE DOWNSPOUTS DOWNSPOUT D PS ) lol CIS 1/8 TUBE GTS 10 12 14 I PC. FDS -14.4 R 1 P0. FDE-2 2 1 PC. FDS -14.4 R 1 PC. FOE -2 2 1 PC. EDS -14.4 k 1 PG FDE-2 3 GUTTER TGTI :°` - ° GUTTER 1/8 TUBE BLIND �T (6) 1/8 RIVET 1 18 1 PC. FDS -14.4 k 1 PC. FDE-2 3 1 1 2 PC FDS -14.4 R 1 PC. FDE-2 4 BUND RIVET Ton (12 REOb.1PER U1PT RIVET 1 1 2 PC FDS -14.4 R 1 PC. FDE-2 4 ��8 22 1 1 PIS FOS -14.4 k 1 PC. FDE-2 4 (2) 1/4'0 BEADS OF GUTTER r 24 2 PC. FDS -14.4 & / PC. FDE-2 8 SEAL EACH LAP 28 2 PG FDS -14.4 R 1 PG FDE-2 S -i-PC. CTS 28 FDS -14.4 R 1 PC. FDE-2 a GUTTER ECP 30 2 PG FDS -14.4 a 1 PC. FDE-2 a DOWNSPOUT FDS -14.4 32 2 1 2 PG FDS -14.4 O 1 PG FDE-2 B ----"-- OR ELBOW FOE -2 34 2 1 2 PC FDS -14.4 k 1 PG FDE-2 7 3a 2 J/2 PC. FDS -14.4 0 1 PCFRE-2 7 BLIND RIVET 38 3 PC. FDS -••14.4 R 1 PC. FDE-2 I8 IR� 40 3 PG FDS -14.4 3 1 PIS FDE-2 I8 BLIND RIVET 12 REWD. PER LAP) i/8 - RIVET FASTENERS AT GUTTER LAP AND ENDCAP RNET LOCATIONS AT DOWNSPOUT LAP OR ELBOW 1 GT04 DOWNSPOUT SCHEDULE I GTO GUTTER LAP AND GUTTER ENDCAP FASTENER DETAIL GT07 AA AAI AA STANDS SCALE: NONE DATE MODESTO MIKE MCDONALD - () FOR CONSTRUCTION DRAWN BY: RK _ 2280 BLOSSOM LANEem�5 "CALIFORNIA O FOR APPROVAL . (*] FOR PERMIT ONLY CHECKED BY: DURHAM, CA AMERICAN BUILDINGS COMPANY ' [ J FOR PRELIMINARY DESIGN APPO BY: ELITE STEEL BLDG SYSTEMS DRAWING. NUMBER' 51431601 SED -009 I REV.NO. 0 AD B 05/15/06 15:42:44 ver. 26.0 MMM maun Be TRNM M ' ---------''---_---------- ---- GOOD ALIGNMENT OF THE FASTENERS WILL GIVE A PROFESSIONAL APPEARANCE OF SHEET INSTALLATION. THIS CAN BE ACCOMPLISHED BY PRE-DRIWNG HOLES IN THE SHEETS AT IDENTICAL LOCATIONS. UP TO 15 SHEETS CAN BE STACKED TOGETHER AND DRILLED PFKM ALL Bas1s � � INSULATION USING A TEMPLATE SHEET. USE 1/8. OR 5/32- DIAMETER DRILL BTT FOR SHEET TO STRUCTURAL FASTENERS. AND A 1/4- BR FOR THE SIDELAP CLEARANCE HOLES. U& RT0� CLEAN METAL FILINGS OFF PANEL SURFACES AFTER DRILLING TO AVOID RUST STAINS. _ LDNGSPAN PANEL (TYPJ GABLE ANGLE THE TEMPLATE SHEET SHOULD BE WD OUT IN ACCORDANCE WITH THE BUILDING ERECTION u CAP NOTE 23 YYM! STITCH FASTENER S) " (TYP. AT SIDaAPS. SEE [iOTE() (gyp � NOTE I DRAWINGS. SINCE PRE-DRIWNG WILL 'HAND- THE SHEETS R IS NECESSARY TO SELECT THE END OF THE BUILDING FROM WHICH THE SHEETING IS TO BEGIN. PRIOR TO DRILLING THE uu (SFE FCP-1 114X71 DETAIL -A- 12X1 1/4 TEMPLATE SHEET R SHOULD BE CHECKED FOR PROPER HOLE LOCAMONS AGAINST THE BUILDING TRIM INSULATION AND 2'-0" O.C. VERTICALLY 0 O.C. *A* DETAIL FRAMEWORK. BE SURE THERE IS NO SAG IN THE PURLINS OR CRIS. BACK. INSULATION MUSTVOM. MUST NOT BE EXPOSED TO WALL PANEL u U r WEATHER u " 'o u II �� PRE-DRILLED TEMPLATE SFOEfT� 4 ii 1L=e=`___.__� n NOTE 1. OUTSIDE CLOSURE REQUIRED FOR BLDG 1 -0" 1 -O" 1•_0" mtwnmt AUVn WM asm Ap Rm EYE ilOBilAll wDl 04AOIO a31i 0 011 F16TId BO¢t OIAR G G SLOPES 1 1/2 : 12 OR LESS NOTE --JI o ." BASE ANGLE _______--- 2. CAP FLASHING REQ'D.\_ * NOTE. SEE FASTENER LAYOUT W� AB e ' BLDG. SLOPES OUTSIDE CLOSURE WALL FASTEIER(S) REWIRED AT SIDEWALLFOR AND ENDWALL G`IRTS BASE ANGLE. EAVE STACKED SHEETS TO GREATER T : 12 SEE NOTE I STRUT AND GABLE ANGLE FASTENER LAYOUT BE DRILLED SHOWN ALSO APPLIES FOR LINER AND PARTITION PANELS. 2. PANEL STITCH FASTEN_ ER(S) AS SHOWN REWO. ONLY AT PANEL SIDELAPS OR AT FLASHING LAPS AND FLASHING TO PANEL CONNECTIONS. KEEP ENDS OF PANELS ALIGNED SUGGESTED INSULATION DETAIL AT WALL PANEL BASE I IN02 PANEL CLOSURE DETAIL AT RAKE RAO 1 FASTENER LAYOUT WCOS PRE-DRILLING FOR FASTENER LOCATIONS I WC08 . ARCHFIEC URAL 10, ARCHITECTURAL RIB OR LANG SPAN II WALLS A6 LONGSPAN WALLS AB LDNOSPAN ID WALL PANELS AB YMD BBLOCIGNG - (BOY OTHERS) WALL MAIN FASTENER(S) (TV) -0. D.CC4 LONG SPAN PANEL PANELTCH WITH THE WIDTH AND LENGTH.BA=APPING THE PANELS , ON THE EW LLL THIS IS DONNELY DONE To EAWITH THE LAST E NSTALLED. ON THE ENDWALL THIS IS DONE AT THE RIDGE AND WILL BE MARKED ON THE ERECTION DRAWINGS. EAVE STRUT EAVE CLOSURE FLASHING RAKE FLASHING - i GIRT UNE OR � STRUCTURAL LINE ALL FASTENER(S) /114X7 PANEL RIBS , . i�'0A ' • 1'-0" O.C. AT F��(� EAVE SUPPORT TRIP FASTENERS) F1AtiiUNG %114X7/8 ; /W/14X7�/8 3'-0. O.C. Ir 1 -0" f O.C. AT PANEL RIBS UI�DE CLOSURE (SEE SECTION AT SAVE) RAO GABLE MEMBER •' --- --- ----------------- - GIRT (SEE NOTE 5) WALL TRIM FASTENER(S) BLIND RIVET TYPICAL CORNER R FLASHING 8 REVD. PER FLASHING LAP f14X7/8 1/8 RIVET -O" O.C. AT PANEL SIDELAPS NOTE: ENOWALL PANELS SHOWN SIDEWALLS PANELS SIMILAR LONG SPAN 01 SHOWN. AWITECNWIL II. ARI>MWtURAL Y RIB AND MULTI-RIB PANES SIMILAR CORNER FLASHING DETAIL OUTSIDE WC21 PANEL BACKLAPPING I WC75 LONG SPAN WALLS I AB ARCHITECTURAL II, ARCHITECTURAL Y RIB OR LONG SPAN WALLS I AB WALL. MAN 1S) .-011( O.C. - - M40LE BA-20 11N'flY rlleavnlole 00 Mff 1TEP. 1m oR cue am WLL TTm vPFAMAI ON NW 10 N A GENERAL NOTES: 1. CROWD OR STRETCH PANELS SJGHTLY AS �s mu✓tn NECESSARY TO MAINTAIN 3'-0- COVERAGE PER PANEL 2. PANELS MUST BE INSTALLED SQUARE WITH BUILDING FRAME 3 PANEL SIDFIAPS STICHEI) Z-O" ON CENTER WITH }14 WALL FASTENERS. IANCSPAN IU PANELS S SHOWN 4. USE TOUCH UP PAINT WITH AN ARTIST TYPE MULTI-RIB PANELS SHOWN BRUSH. DO NOT USE AEROSOL TYPE PAINT FOR TOUCH UP. • CORNER FLASHING S GIRLS ARE TO HE BLOCKED TO MAINTAIN VERTICAL BASE ANGLE CORNER GIRT FLANGES. FAILURE TO MAINTAIN VERTICAL GIRT • FCR-LENGTH - LONG SPAN II FBC-1 FLANGES WILL CAUSE DIMPLING OF PANELS AT FCRMR-UENGTN - MUM-MB SCREW LOCATIONS. TYPICAL CORNER DETAIL AT PANELS WC20 LONG SPAN II OR MULTIRIB WALL PANELS I AB 1 ATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO ALIFORNIA eig�p" AMERICAN BUILDINGS COMPANY [) FOR CONSTRUCTION [) FOR APPROVAL [�) FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: RK CHECKED BY: - DESIGN APPD BY: DRAWING. NUMBER 51431601 SED-010 REV.NO. 0 CAD BY: 05/15/06 15:42:46 Ver. 26.0 tam • AB CRAP AND WOOD BLOCKING BUILDING STRUCTURAL BUILDING STRUCTURAL BUILDING STRUCTURAL PRIOR TO WALL SHEETING Aim WALL GIRLS AS SHOWN IN GEDD/AA UNE (GIRT LINb UNE (GIRT LINE) UNE (GIRT LINE BY OTHERS (�E�) 1/4' 1 2• 1 2• INSULATION (8Y OTHERS IF REQUIRED. SHOULD BE INSTALLED PRIOR TO THE 1 17/32• WALL M/AIN FASTENLR(S) �ARCHnECTURAL PROGR� � 0 TME WALLCONTLIED IN THE SAME MANNER AS SHEETING WOOD BLOCKING h -0.16 R PANEL INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN THE PANEL RIB WITH THE STRUCTURAL OR GIRT UNE AS SHOWN Ir B EtrIREMELv 3, .IMPORTANT THAT THE FIRST WAL PANEL BE INST TCO ttMB. USE A SPIRIT 2 I LONG SPAN WALL MNN FASTENERS) T LEVE] OR TRANSIT ON EACH PANEL R 6 RECOMMENDED THAT A SMALL FASTENER 1 PANEL /17X1 1f4 PANEL WALL MAIN FASTENER(S) PANEL PLACED UNDER THE PANEL AT THE BlIiSE ANGLE. CLA OM AND INSTALL WALL FASTENERS APPLY SEQUENCE MAJORRIB (OVERLAPPING RIB) 1'-0• C /121(1 RUC 1/4 STTURAL WALL MOMERS BEGINNING WITH THE TOP MOST. ATTACHMENT AND 12XI CC. PROCEEDING DOWNWARD (SEE SUGGESTED NUMERICAL FASTENER SEQUENCE). REUOVE THE WEDCE/SPACFR BEFORE ATTACHING PANEL AT BASE ANGLE ZL - N.TI ERFL'T PANEL BV ATTA(`JiINQ AT BOTH ENR4 NY1R)aN TO TH MIOD F' OF - - - lMEI/ rt®IMtpe - ARCH. U. RIB PANEL THE PANEL THIS_ PROCEDURE PROMOTES •OIL rANNINO. .. . all i�El �Ie�aR F 4� C". U.N.) -- ,. 6 I ' STRITIL IL AFARMIImat F�Fo' UMMi SPAN PANEL BEARING RIB BF/IRING RIB INSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE FIRST PANEL (AS PMU N A SOWUa NANt: (TMP. U.N.) PANEL - OVERLAPPING SHOWN CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME 5 RIB OverLAPPINa RIB MANN AS THE FIRST PANEL CONTINUE TO SHEET THE WALL USING THIS 4 I BFi1R1NGr--i 0�%APPINO RIB (IYP. U.N.) OPENINGS UT PANELS A REQUIRED. AT DOORS. WINDOWS. LOUVERS AND OTHER WALL ED EQ. E7Q EQ E It EO SHEECONTTING CAN USUALLY 13E EITHER 7H13 DIRECTIONTARTFROM METTHER END EFT TO RICHT F THE BUILDING ROW TOAND 1/8•I HOLE 1/8'/ HOLE t/B•a HOLE AS SHOWN. HOWEVER BY APPLYING THE SHEETS TOWARD THE DIRECTION OF ` LANG SPAN III PANEL LAP AND THE PREVAILING VIEW. THE OVERLAP UNE AT THE SIDELAP OF Emw PANEL I ' (BY �) INSULATION PRE—DRILLED HOLE DETAIL PRE—ORIUM HOARCHITECTURAL LE DETEL AIL AND MAID"PREF—DRILLED HOLE DRAL V RIB ETAIL PREVAWNO WINDS OCCUR BY PLACING THE LIPPED EDGE ON THWILL BE LESS VISIBLE THE SUE PRINCIPLE CAN BE APPLIED E ERE WAVY LEEWARD LONG SPAN BI PANEL SHOWN, SIDE (DOWNWARD SIDE) OF THE PANEL RIB: ARCHITECTURAL m PANEL SHOWN. MULTI PoB SIMILAR 9 ALONGRCH SPAN AM.L MULTI—RB, a AS SH�"�L I° 1NALLPoSCI� A� GNi� WALL PANEL INSTALLATION WC64 8 ARCHITECTURAL Y RIB PANELS SIMILAR 7 NUM TO AVOID ODAPUNG DO NOT OVER TORQUE LONG SPAN I6, ARCHITECTURAL M. ARCHITECTURAL Y RIB. OR MULTI—RIB WALL PANELS I AB SCREWSL NO. REVISIONS MADE I CK'D I DATE ENGRI DATE NO. I REVISIONS MADE CK'D DATE ENGR DATE WALL FASTENERS MISCELLANEDUS FASTENERS SPECIAL CONDITION FASTENERS DATE II 116 �QY to >< t t s mmm sfm Kot "Da fMffDIER t alsomemiti' mal mix 1/s � > YM to x f + a CWM arta WX NFAD srATus WM NIX I tH S ALSlDa710B MIKE MCDONALD mosom rmtto. /� 1/4 WW4 A�IC�1 CUP OWE H DOM FLAMM LAPS Atm FLASHM m FWRL OawtELitOFO APPLKMD 1 a m► oT FOR APPROVAL oL.urnroaOOium� � °wt Fac STRUClMUL Aruaom�ii �rx 1 t a total NA701q tot Hao �TUe C M93ER RM WITH WASHER ♦ FOR PERMIT ONLY [; CHECKED BY: 1111111901 rVN Na stat-tFRIUDIM mcs HEAD DESIGN APPD By, ��T 1/4 MM e�aD®otl REV.NO. EMSM-1=07 CAD BY: 1 t 1/0' �� i o TRUMUo1L mamma. WE Ela.) lCIAL, MOM NUMBER' 51431601 SED -011 1/�• N21 tRsNt21t fiat s�xo ito total MACHIN tot taw FAnoot N9E1t tclmot atm tett WA FIMNO WnHour WASHM �u1 NNN MIX tav/e ®N MAIN NIL /tmtt/2 UM 1NRYq CARIIIINI SM tot HW e�s� e>BTTa➢� MW %iron t/s $no FWEL ®OAP toNNDSllaC FLAMM TD tMtaL tateaLTCNa tm tmEn atm ro A ACOiI ante F2211atm OHM commEmmm. FWaa l0 WIM MRUCPAM (1/4• HM HEAD WCa7 MOM) NOTE ALL HDC HEAD SUM SMALL REQUIRE A 5/1W HEX SOCKET UNLESS NOTED. BASIC PARTS AND PIECES L.ONGSPAN WALLS I WC61 • AB CRAP AND WOOD BLOCKING BUILDING STRUCTURAL BUILDING STRUCTURAL BUILDING STRUCTURAL PRIOR TO WALL SHEETING Aim WALL GIRLS AS SHOWN IN GEDD/AA UNE (GIRT LINb UNE (GIRT LINE) UNE (GIRT LINE BY OTHERS (�E�) 1/4' 1 2• 1 2• INSULATION (8Y OTHERS IF REQUIRED. SHOULD BE INSTALLED PRIOR TO THE 1 17/32• WALL M/AIN FASTENLR(S) �ARCHnECTURAL PROGR� � 0 TME WALLCONTLIED IN THE SAME MANNER AS SHEETING WOOD BLOCKING h -0.16 R PANEL INSTALL THE FIRST WALL PANEL AT THE BUILDING CORNER AND ALIGN THE PANEL RIB WITH THE STRUCTURAL OR GIRT UNE AS SHOWN Ir B EtrIREMELv 3, .IMPORTANT THAT THE FIRST WAL PANEL BE INST TCO ttMB. USE A SPIRIT 2 I LONG SPAN WALL MNN FASTENERS) T LEVE] OR TRANSIT ON EACH PANEL R 6 RECOMMENDED THAT A SMALL FASTENER 1 PANEL /17X1 1f4 PANEL WALL MAIN FASTENER(S) PANEL PLACED UNDER THE PANEL AT THE BlIiSE ANGLE. CLA OM AND INSTALL WALL FASTENERS APPLY SEQUENCE MAJORRIB (OVERLAPPING RIB) 1'-0• C /121(1 RUC 1/4 STTURAL WALL MOMERS BEGINNING WITH THE TOP MOST. ATTACHMENT AND 12XI CC. PROCEEDING DOWNWARD (SEE SUGGESTED NUMERICAL FASTENER SEQUENCE). REUOVE THE WEDCE/SPACFR BEFORE ATTACHING PANEL AT BASE ANGLE ZL - N.TI ERFL'T PANEL BV ATTA(`JiINQ AT BOTH ENR4 NY1R)aN TO TH MIOD F' OF - - - lMEI/ rt®IMtpe - ARCH. U. RIB PANEL THE PANEL THIS_ PROCEDURE PROMOTES •OIL rANNINO. .. . all i�El �Ie�aR F 4� C". U.N.) -- ,. 6 I ' STRITIL IL AFARMIImat F�Fo' UMMi SPAN PANEL BEARING RIB BF/IRING RIB INSTALL THE NEXT PANEL BY SIDELAPPING THE RIB WITH THE FIRST PANEL (AS PMU N A SOWUa NANt: (TMP. U.N.) PANEL - OVERLAPPING SHOWN CHECK FOR PLUMBNESS AND FASTEN THIS PANEL IN THE SAME 5 RIB OverLAPPINa RIB MANN AS THE FIRST PANEL CONTINUE TO SHEET THE WALL USING THIS 4 I BFi1R1NGr--i 0�%APPINO RIB (IYP. U.N.) OPENINGS UT PANELS A REQUIRED. AT DOORS. WINDOWS. LOUVERS AND OTHER WALL ED EQ. E7Q EQ E It EO SHEECONTTING CAN USUALLY 13E EITHER 7H13 DIRECTIONTARTFROM METTHER END EFT TO RICHT F THE BUILDING ROW TOAND 1/8•I HOLE 1/8'/ HOLE t/B•a HOLE AS SHOWN. HOWEVER BY APPLYING THE SHEETS TOWARD THE DIRECTION OF ` LANG SPAN III PANEL LAP AND THE PREVAILING VIEW. THE OVERLAP UNE AT THE SIDELAP OF Emw PANEL I ' (BY �) INSULATION PRE—DRILLED HOLE DETAIL PRE—ORIUM HOARCHITECTURAL LE DETEL AIL AND MAID"PREF—DRILLED HOLE DRAL V RIB ETAIL PREVAWNO WINDS OCCUR BY PLACING THE LIPPED EDGE ON THWILL BE LESS VISIBLE THE SUE PRINCIPLE CAN BE APPLIED E ERE WAVY LEEWARD LONG SPAN BI PANEL SHOWN, SIDE (DOWNWARD SIDE) OF THE PANEL RIB: ARCHITECTURAL m PANEL SHOWN. MULTI PoB SIMILAR 9 ALONGRCH SPAN AM.L MULTI—RB, a AS SH�"�L I° 1NALLPoSCI� A� GNi� WALL PANEL INSTALLATION WC64 8 ARCHITECTURAL Y RIB PANELS SIMILAR 7 NUM TO AVOID ODAPUNG DO NOT OVER TORQUE LONG SPAN I6, ARCHITECTURAL M. ARCHITECTURAL Y RIB. OR MULTI—RIB WALL PANELS I AB SCREWSL NO. REVISIONS MADE I CK'D I DATE ENGRI DATE NO. I REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO CALIFORNIA srATus MIKE MCDONALD (] FOR CONSTRUCTION DRAWN BY: RK 2280 BLOSSOM LANE FOR APPROVAL ♦ FOR PERMIT ONLY [; CHECKED BY: DURHAM, CA AMERICAN BUILDINGS COMPANY O FOR PRELIMINARY DESIGN APPD By, ELITE STEEL BLDG SYSTEMS DRAWING. REV.NO. CAD BY: 1 05/15/06 15:42:48 ver. 26.D NUMBER' 51431601 SED -011 0 [[tGOOF PANEL BUNDLE SPIDER BAR AMERICAN ROOF AND WALL PANELS (IACATE OVER RIGID FRAME) AMERICAN'S ROOF AND WALL PANELS INCLUDING COLDR COATED, ALUMINUM COATED AND GALVANMEO. PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING AND ERECTION _ _ PERSONNEL. SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY MERCHANDISE WHICH g�A1. FRSJYliA16 - - - - - - - - MERIT CAUTIOUS CARE IN HANDLING. - Sm rru w TN[ CLEAR a ILIDS - - - _ _ _ - - - - mo m AMOK UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BE M= AND ee SMTOW NAD! BE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TID A AND Fk>:T 4FJII1 K 1101111E 1GI10L ENDS OF THE SHEETS OR 70 SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND - SUFFICIENTLY HIGH ENOUGH TO AULDW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS DETAIL 'A' GROUND MOISTURE AND DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE ` PURUNS SHOULD ALWAYS BE ELEVATED ABOVE THE LOWER END TO ENCOURAGE DRAINAGE IN CASE OF RAIN. RIGID FRAME BLOCKING (TO PREVENT PURLINS ALL METAL PANELS ARE SUBJECT TO SOME DECREE TO LOCAL® DISCOLORATION OR STAIN WHEN , PACKAGE FROM ROLLING OVER WATER IS TRAPPED BETWEEN THEIR CLOSELY FITTED SURFACES. AMERICAN EXERCISES DITREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS UNDER WEIGHT OF PANEL PACKAGE) KEPT DRY. HOWEVER -DUE TD CLIMATIC CONDITIONS WATER FORMED BY CONDENSATION OF HUMID TRAPPED BETWEEN �RAIN.TTHIS DISCOLOWATER CAN m THE � SHEETS WHEN E TO CCN�BAY li�L� MOISTUURRE PURUN OFTEN CALLED WET STORAGE STAIN. THE STAIN IS USUALLY SUPERFICIAL AND HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS ITIS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER. MOISTIIRE IN CONTACT WITH THE SURFACE OF THE PANELS DETAIL RAFTER OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THEIR FINISH AND REDUCE THEIR EFFECTIVE SERVICE LIFE THEREFORE. IT IS IMPERATIVE THAT ALL TO FACILITATE THE HANDLING OF THE ROOF PANELS. PANEL BUNDLES CAN BE LIFTED PANELS BE INSPECTED FOR' MOISTURE UPON RECEIPT OF THE ORDER. IF MOISTURE IS PRESENT, DRY AND PLACED ON THE ROOF IF LOCATED AT A RIGID FRAME AND WITH BLOCKING IN PLACE TO THE PANELS AT ONCE AND STORE IN A DRY. WARY PLACE, IF POSSIBLE PREVENT THE PURLINS FROM ROLLING OVER. DO NOT SLIDE BUNDLED PANELS ALONG ROOF WHEN HANDLING OR UNC RATING THE PANELS. UFT. RATHER THAN SLIDE, THEM APART. BURRING FRAMING. WHEN LIFTING BUNDLED SHEETS, MAKE CERTAIN THAT THE BUNDLE IS ADEMATELY EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER SUPPORTED. PANELS LESS THAN 20' IN LENGTH CAN NORMALLY BE LIFTED WITH A FORKLIFT: ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. HOWEVER WHEN LIFTING PANELS IN EXCESS OF 20' ITIS RECOMMENDED THAT A SPREADER BAR AND SONGS BE USED. AS A RULE WHEN LIFTING, NO MORE THAN 1/3 OF THE LENGTH ROUGH AND IMPROPER HANDLING OF PANELS IS INEXCUSABLE AND A PROLE EXAMPLE OF POOR JOB OF THE PANEL SHOULD LEFT SUPERVISION WI ROOFUNSUPPORTED. REFER BUNDLES ERECTION DRAWINGS FOR THE ROOF PANEL NOUN GA AND STALE RTHE ACCORDINGLY. THIS WILL ILINIMQE PANEL HANDLING AND SPEED 111E ERECTION CAUTION. PANELS ARE SLIPPERY. OIL OR WAX THAT WAS BEEN USE ON THE ROOF AND WALL PANELS FOR PROTECTION AGAINST WEATHER DAMAGE WILL MAKE THEM A VERY SLIPPERY WALKING SURFACE, WIPE DRY ANY OIL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE DEW, FROST OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. PANEL STORAGE ON ROOF I RC54 PANEL STORAGE NOTES I RC95 AA ACI _ r NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ' ELITE STEEL BLDG • SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY FOR CONSTRUCTION [ J FOR APPROVAL (�J FOR PERMIT ONLY [) FOR PRELIMINARY DRAWN BY: RK . - CHECKED BY: DESIGN APPD BY: DRAWING. NUMBER' 51431601 SED -012 REVAO. 0 CAD BY: OS/15/06 15:42:49 ver. 26.0 GvnER CUP PG X -O O.C. • P1F� SEE CHART BELAW CUTTM TTOT1 GUTTER CUP EAVE CLOSUFff FLASHING WALL PANEL. --/ B 1C t SCUM Ci1P TAPE MASTIC PI4 TV UNDER CUP) 3 LENG H ROOF PANEL SAVE SUPPORT TRIM AUGN WTIH FACE OF WALL PANEL OPTIONAL FASTENER (A) MUST BE PRE-INSTALLED ROOF PANEL ROOF FASTENER (A) ROOF FASTENER (B) LANG SPAN 14 X 7 8' 4' 12 X 1 1/4 - LAC SEAM LOC 14 X 1' 14 X 1' STANDING SEAM S2P, S3P 14 X 1' 14 X 1' CAULK BOTH SIDES OF CASURE NOTE SEE DETAIL EA289A #12 /4 MAINFASTENER(S) p' C OF CLOSURE C — SAVE CLOSURE FLASHING — TFEC_ WALL TRIM FASTENER(S) -0' 14 X 7/B O.C. EL - NOTE NOTE REVIEW EAVE TRIM DETAILS FOLD INSULATION BACK, R WALL PAN OUTSIDE CLOSURE. NOIF. HORIMMIRL VE TW I16 A4D WE FLANGE C R�FLOM Mme) B Y6Ul1ID . SECTION AT EAVE WITH SHEETED SIDEWALL EA04 MUST NOT BE EXPOSED TO SPAN THE WEATHER. - ,LONG PANEL >91NAD rIMNlD N PRWM ERM= PAOCMUln 7WWORFOR ML INSIDE CLOSURE 41/2. SAVE SUPPORT FLASHING FSE -1 EAVE STRUT '\— INSULATION (BY Mei STRUCTURAL FASTENER(S) 12X11/4 -0' O.C. 4 ROOF PANEL �-\ - ------ --------- - EAVE CLOSURE FU WALL SULATION SULATION WAL /12X1 -------------------- 71a• a . '11: tll � , . • ylai�7R� . 7r, tl1 � . . • 'fta' . '1L: tlL � . SAVE SUPPORT FLASHING FSE -1 CN FASTENER 12X1 1�SDHH '-0' D.C. EAVE SUPPORT FLASHING ATTACHMENT I EA10 ARCHITECTURAL M. ARCHITECTURAL Y RIB OR LANG SPAN III WALL PANELS AA ALL ROOF PANELS 2) /0 NOTE REVIEW EAVE TRIM DETAILS �� • INSIDE CLOSURE CAULKING DETAIL EA01 WALL PAN OUTSIDE CLOSURE. NOIF. HORIMMIRL VE TW I16 A4D WE FLANGE C R�FLOM Mme) B Y6Ul1ID . SECTION AT EAVE WITH SHEETED SIDEWALL EA04 IF FIANCE BACK GUTTER IS TO BE USED DPnON CFH1NJCES THE OF If LOCATION THEMASTT 41/2. STANDARD GUTTER DETAIL WITH GUTTER CLIP ATTACHMENT EA01 ) lvm AA 41h' LONG SPAN III ROOF PANEL BA LANG SPAN ROOF / ARCHITECTURAL OR LONG SPAN WALLS t BB 4 ROOF PANEL �-\ - ------ --------- - EAVE CLOSURE FU WALL SULATION SULATION WAL /12X1 -------------------- 71a• a . '11: tll � , . • ylai�7R� . 7r, tl1 � . . • 'fta' . '1L: tlL � . SAVE SUPPORT FLASHING FSE -1 CN FASTENER 12X1 1�SDHH '-0' D.C. EAVE SUPPORT FLASHING ATTACHMENT I EA10 ARCHITECTURAL M. ARCHITECTURAL Y RIB OR LANG SPAN III WALL PANELS AA ALL ROOF PANELS 2) !lQff: SHADOW PANEL INSTALLATION SHALL VARY FROM THE DETAILS SHOWN. SEE THE SHADOW PANEL. ERECTION DRAWINGS FOR FASTENER AND FLASHING DETAILS. ROOF SHEETING PRIOR TO WALL SHEETING INSTRUCTIONS I EA11 s AA SCALE: NONE DATE srnrus MIKE MCDONALD MODESTO CALIFORNIA • [ ] FOR CONSTRUCTION DRAWN BY: RK 2280 BLOSSOM LANE [ ] FOR APPROVAL [�J FOR PERMIT ONLY CHECKED BY: DURHAM, CA AMERICAN BUILDINGS COMPANY [ J FOR PRELIMINARY DESIGN APPD BY: ELITE STEEL BLDG SYSTEMS [NUMBER 0RAWING. 51431601 SED -013 REv. CAD BY: 05/15/06 15:42:49 vera 26.0 � p /0 NOTE REVIEW EAVE TRIM DETAILS IF FIANCE BACK GUTTER IS TO BE USED DPnON CFH1NJCES THE OF LOCATION THEMASTT 41/2. ) lvm INSTRUCTIONS 41h' Myrl �� MM Th. 1. PRIOR TO SHEETING THE ROOF OR WALL. THE STRUCTURAL FRAMING MUST BE SQUARE AND PLUMB. 21/0 LONG SPAN PANEL 2. BLACK OR SUPPORT THE GIRTS AND EAVE STRUT TO PREVENT THE SUB FRAYING FROM SA=NG. BLACKING MUST BE USED BETWEEN ENDWALL COWMNS AND SIDENALL COLUMNS AND SHOULD REMAIN IN PLACE UNTIL ALL WALL SHEETS ARE INSTALLED. 3. PLACE THE SAVE SUPPORT FLASHING FSE -VOR FSE- IT) ON THE EAVE STRUT, LEAVING AN 1 1//2' OPENING THE OUTSIDE FACE ( ROOPLR PF (S) r?2XI TAPE MASTIC OF THE SAVE STRUT AND THE INSIDE OF EAVE SUPPORT FLASHING. (A 2 X 4 1/4 ATCH�E WORKS WELL TO OBIAIN THIS SP. WILL THE 1 1/2- OPENING ACCOMMODATE THE ARCHITECTURAL M. ARCHTTEICTLIPALPo OR LONG EAVE CLOSURE FLASHING FLAS SUPPORT SPAN 111 WALL PANELS. AN OPENING OF J 1 MUST BE MAINTAINED FOR FLASHING SHADOW PANELS. SECURE THE EAVE SUPPORT FLASHING WITH /12 X 1 1/4' SELF DRILL FASTENERS LOCATED 1'-0' O.C. THESE ARE PERMANENT NOTE INSIDE CLOSURES MOM'OMITTI FOR CLARITY. FASTENIERS AND MIST BE INSTALLED. REMOVE ANY SPACERS USED FROM BEHIND EAVE SIRUP THE SAVE SUPPORT FLAM MR WALL EAVE CASURE FLASHING �EAZ6 PRIOR TO INSTAWNG ROOF PANELS. EAVE CLOSURE FLASHING IS HELD IN FASTENER INSTALLATION AT EAVE PLACE BY ROOF FASTENERS AT EAVE - LONG SPAN ROOF , BA 4. INSTALL THE ROOF PANELS ACCORDING TO THE APPROPRIATE MANUAL AND/OR ERECTION DRAWINGS REMEMBER THE PANEL. OVERHANG DNENSIONIS USUALLY FROM THE FACE OF THE EAVE STRUT AND SHOULD BE MEASURED AS REQUIRED BY THE ERECTION DRAWINGS S. WALL PANELS AND INSULATION MAY NOW BE INSTALLED. SECURE THE INSULATION TO THE FACE OF THE SAVE STRUT AND BASE ANGLE ACCORDING TO MANUFACTURERS RECOMMENDATIONS. SLIDE THE WALL PANEL BETWEEN THE SAVE STRUT AND EAVE CLOSURE FLASHING, PLUMB ' THE PANEL AND SECURE WITH THE WALL FASTENERS. FASTENERS MUST BE INSTALLED BELOW THE HAVE TRIM. B. DSIALL THE PANEL CLOSURES AND SECURE. THE SAVE CLOSURE FLASHING TO THE WALL PANELS. !lQff: SHADOW PANEL INSTALLATION SHALL VARY FROM THE DETAILS SHOWN. SEE THE SHADOW PANEL. ERECTION DRAWINGS FOR FASTENER AND FLASHING DETAILS. ROOF SHEETING PRIOR TO WALL SHEETING INSTRUCTIONS I EA11 s AA SCALE: NONE DATE srnrus MIKE MCDONALD MODESTO CALIFORNIA • [ ] FOR CONSTRUCTION DRAWN BY: RK 2280 BLOSSOM LANE [ ] FOR APPROVAL [�J FOR PERMIT ONLY CHECKED BY: DURHAM, CA AMERICAN BUILDINGS COMPANY [ J FOR PRELIMINARY DESIGN APPD BY: ELITE STEEL BLDG SYSTEMS [NUMBER 0RAWING. 51431601 SED -013 REv. CAD BY: 05/15/06 15:42:49 vera 26.0 � p SPAM PREmwnNOTE: 1 1�2 INSIDE CLOSURE �olemm noun BE taum N INSULATION T � AUP ERERECM (liY OTHERS) INSULATION IS TO BE FOLDED ��NITNMUOU9 70P R BACK AT THE FIVE-DO NOT O ALLOW INSULATION TO BE �DERNFATH CLOSURE) INSULATION . 1 2 TM Sn' PREuurux: LAE M •PPRMD nE ovss xErnxO TAPE MASTIC (CONTINUOUS °R R ypK WHEN °°R'wo a" a0N alas I PANEL SlDtutwAtP�S / ROOF FASTENERS) 'PIGTAIL' MASTIC TO JOIN CONTINUOUS SEALING RUN OF ROOF TRIM FASTENER(S) MASTIC UNDER RAKE FLASHING ( ) /14X7/8 SDRF T TT APE MASTIC EXPOSED TO THE WEATHER. (BY OTHERS) PANEL MAJOR RIB f ( DNTIN% NC EAVE SUPPORT FLASHING 11 P OF CLDSURE (BEARING RIB) INSUU110N v: (BY OTHERS) LONG SPAN EXPANSION B CK-UP FLASHING *...:,k... ' FIVE CLOSURE FLASHING � PANEL FEB-0.8 INSIDE CLOSUREWALL ; \\ \ 1C TAPE MtA�SpTIIC i PANEL * 3/I4 TM /� CLOSURE) UNDERNEATH WALL TRD1 FASIENER(S) k STRUCTURAL FASTENER(S) EAVE SUPPORT ® FLASHING MASTIC EXTENSION SAVE SUPPORT `- EAVE CLOSURE FLASHING FLASHING ` WALL PANEL WALL MAIN FASTENER(S) INSIDE CLOSURE` `•` WALL PANEL OUTSIDE CLOSURE LAVE STRUT EAVE CLOSURE FLASHING v WALL PANEL RAKE FLASHINGARCH. SHOWN. OTHERS EAVE STRUT 9Y411fi PRIOR 10 THE INSTALLATION OF THE FIRST ROOF PANEL, THE SIDFVWILL AND ENDWALL SHEETING TAPE MASTIC TCONT►NOUS LOP AND UNC TH INSIDE TR1-132 1/4 URETHANE CAULK WALL FASTENER SHOULD HAVE BEEN COMPLETED AND THE ROOF INSULATION STARTED. START A UNE OF U CLOSURE) CIS X 1/8' TAPE MASTIC DOWN THE EAVES AND ALONG TOP OF CLOSURE AS 1/2 SHOWN ABOVE THE ON E TAPE ALONG LITE TOP OF THE CLOSURE UNTIL THE ROOF \ MASTIC LOCATION A7 111E SAVE IS CRLi1G1L. TO INSURE A � PANEL READYTM EAVE STRUT �BAL�30NO OUTSIDE CLOSURE WEATHER TIGHT g6 THE SIDELAP MASTIC MUST EXTEND DOWN FROM 1/8' BLIND RIVET THERE THE MASTIC FOBTO��C ON EXTENSION MUST SPLICE OUTSIDE CLOSURE INTID THE EAVE MASTIC AND INSULATION APPLICATION AT EAVE EA28 EAVE MASTIC DETAIL AT PANEL SIDELA�� EA29 RAKE FLASHINGX02 LONG SPAN ROOFS BA LONG SPAN ROOFS BA LONG SPAN N BA GUTTER SwErf Pmmmi o* FASTENER AND WASHER 1K Amo TFAM IN OR OTHER MEANS (EK OTHERS) . 1 1/4* MAX yam; - FOR ALL JM MAY BE USED TO ATTACH INSULATION (BEFORE FAVE CLOSURE / DWI 1. ALL ROOF FLASHING UPS SHALL BE SEALED WITH 3/4 X 3/18 TAPE MASTIC AND REINFORCED ROOF PANEL FLASHING IS ATTACHED) LONG SPAN III PANEL USING BACKUP FLASHING FEB-- (SEE DETAIL RC35AM). FOLD BACK ONTO 7 2 ALL FLASHING LAPS SWILL BE TWO INCHES EXCEPT CORNER FLASHING LAPS WHICH SHALL BE ONE INCH. •p • o Z --J--------------------- ITSELF FOR COMPRESSION STRUT AND (--- ROOF PANEL IBETWEEN T MUST NOT E 3. VALLEY GUTTER LAPS SHALL BE SEALED WITH 2 X 3/1 TAPE MASTIC AND SHALL BE STITCHED WITH j14 ROOF FASTENERS TWO INCHES ON WILL VARY WITH ' i' i-___ ------ EXPOSED TO THE WEATHER -------- INSULATION ------- - OUANRIY GUTTER SIZE n�;i i EAVE CLOSURE FLASHING ROOF MAIN FASIETiER(S)------ 4. FOR FLASHING LAPS NOT SHOWN. USE THE FOLLOWING AS A CUM FLASHINGS THAT ARE EXPOSED TO ROOF CONDITIONS, USE 014 ROOF FASTENERS THREE INCHES ON CENTER. ` I I I i i ITEC_ , ALL OTHER CONDITIONS USE 1/8 INCH BLIND RIVETS THREE INCHES ON CENTER i r' `` SUP ANGLE CUP 21 ® II III 4 i 1 PER PURUN Tri i -- y STRUCTURALASTENER()) 12 X1 1%4 DOUBLE SIDED TAPE (BYOTH�y TO BE USED TO SECURE (2 PER CL-21 RAKE FLASHING INSTAL ON. EAVE SUPPORT ; TRI-15.2 J FLASHING FSE-1 , RAKE SUPPORT FLASHING i 1/8' BUND RIVET WALL PANEL EAVE STRUT OR TRIM INSULATION AND RSF-1 `I FLASHING TURN VINYL BACK. INSULATION • I MUST NOT E EXPOSED 10 WEATHER F WALL PANEL 1/4'0 URETHANE CAULK I cc►►SS BOCB-EDA (BSER INNS C7U FASTENERS) RIA/�4 BSCB-20 (9 0 PURLINS 2X1 s (/2' 12G8-2d0 12' PURUIi 2� PER RUN FLASHING LAP GENERAL NOTES FL06 STANDARD GUTTER FL09 SUGGESTED INSULATION ATTACHMENTS AT EAVE IN01 RAKE DETAIL RAOZ LONG SPAN. STANDING SEAM k LOC SEAM AA LONG SPAN, STANDING SEAM & LDC SEAM AA - /� LONG SPAN m ROOF PANEL BA ROOF & WALL PANELS RAKE FLASHING RAKE SUPPORT ANGLE 1 1/4' MAX. TAPE TMMASTIC OMITTED FOR CLARITY. GUTTER ENDGIP �-1 pg� (2Z 1H /4'� BEADS :• RAKE ENDCAP ALIGN WITH FIVE SEI1L ROOF PANEL DILE RIDGE - ups DFR—GABLE ZEE RAKE FLASHING , CORNER GIP BOX RAKE FLASHING 11 1 \ ROOF MAIN IF2A XD�ER(I , CUTLER ' (AVr 70 IHSS' 7MWtA2l/ ' I i TAPE M/2 STIC 1/TLA RAKE CAP URETHANE CAULK 4'A BEAD ` URETHANE CAULK .� �`•; ' ��1L4'A BEAD J cGHLSS DRI I i I f PER 12 �0)) . RAKE SUPPORT FLASHING 1 8 RNtT � -------------- ------------- --- 7suPANGUE i BUILDING CORNER � D RIVET ' BUILDING CORNER (SEE NOTESy 10 REQ'D. PER (SEE NOTES) ------------------------------ --- BLIND RIVET (12 REQUIRED) N� 1. START AND STOP CLITTETt AND RALE FLASHING B - CUP 21 1 PER PURUN 1/B RIVET ROOF TRIM FASTENER(S) AT BUILDING CORNERS AND ALIGN WITH OUTSIDE EDGE OF WALL PANEL AT CORNERS. GABLE ZEE (6 REQ'D.) ti�WAll TRIy FASTENERS) RALE SUPPORT ENSILING /14X7/8 _ 3 REOb. 2. THE FIRST 10 FEET OF THE RAKE FROM THE CORNER sow 910ULD BE TEMPORARILY ATTACHED TO ALLOW ADJUSTMENT R�prpRlmp � �pR WHEN INSTALLING Qy„m can MUM � STRUCTURAL FASTENER($) �12 X 1 1 WALL PANEL NOT SHOWN FOR CLARITY 14X7/8 THE CORNER BOXES PEitl1ANENILY ATTACH B"A= ROM mow clam ( PER CL-21 THE RAKE AFTER CORNER BOXES ARE INSTALLED. PURUN RAKE CAP INSTALLATION I RA03 CORNER CAP BOX INSTALLATION RA04 RAKE DETAIL I RA05 LONG SPAN W ROOF W/DIE FORMED RIDGE I BA (UNIVERSAL OR CUSTOM RAKE) L EXPANDED VIEW OF RAZE CONNECTION / LONG SPAN 01 ROOF BA - STATUS SCALE: NONE DATE MODESTO CALIFORNIA MIKE MCDONALD (.) FOR CONSTRUCTION DRAWN BY: I RK ( ) FOR APPROVAL 2280 BLOSSOM LANE [*) FOR PERMIT ONLY CHECKED BY: DURHAM, CA AMERICAN BUILDINGS COMPANY [ ] FOR PRELIMINARY DESIGN APPD BY: ELITE STEEL BLDG SYSTEMS REV.0 O. CAO BY: 05/15/06 15:42:51 ver. 26.0 NUMBIER' 51431601 SED-014 0 (16.6)FPFV-2X II/ (9)9.6C16-20.ONN SHEETING PACKAGE MK# SW01 S -D FLASHING ® LINE A BLDG #4 LINE A BLDG #4 (2)FDR2-3.7 (2)FOCF95-3. fox (6)FDN2-4.3 (4)FOCF96-7.2X (6)FJISB-4.4 (4)F✓I68-7.4 (6)FSJ7-4.3 NO. REVISIONS MADE CK'D DATE ENGR DATE N0. REVISIONS MADE CK'D I DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO ?�� ALIFORNIA 2 FOR CONSTRUCTION BB CAR 04/17/06 STATUS GLM TANKS [*] FOR CONSTRUCTION DRAWN BY: AM 04/07/06 [) FOR APPROVAL CHECKED BY:. LC [ ] FOR PERMIT ONLY GRANDE PRAIRE, AL AMERICAN BUILDINGS COMPANY [ ] FOR PRELIMINARY DESIGN APPD BY: I YDW 04/07/06 360 STEEL INC. DRAWING. REV.NO. CAD BY: 04/OB/06 06:12:13 ver. 25.2 NUMBER' 51345701 E-4$ 2 - - - 4 a 1u I b4 1 40 4-0 1 40 - 3'4 4'0 1 4'0 4'0 4'0 3'8 9..5)Z14-26.6EM TYPICALQU.. RED 9(.5)Z15-28.OMM 0 9.5115-28.OMM _ 4) RN.p 9(.5Z15-28.OMM 9.5)Z14-28.OMM tTYPICAELO D 9.5(11)4-28.1 1 2ME - TYPICAL UREOUIRN ICAL UREO iYPICAL URN.D U.N.I �YpICAL U.N.I 11-7 1'7 2' 23*4 2 25'0 25'025'0 25'0 25.0 L 151'7 1/2 OUT TO OUT OF GIRT LINE 11 - 9.5114-3.8 3/4EZ D1 - 0.19504-8.1 1/2AP1 D3 - DH95C4-3.4 05 - DJ95C4-5.38P1 At - 3'4 X 7'2 F.O. D2 - DJ95C4-8.1 1/28P1 D4 - OJ95C4-5.3AP1 D6 - DH95C4-4.0 A2 - 4'0.X 4'0 F.O. 1F/IS-2 SILL , SIDEWALL FRAMING PLAN LINE A BLDG #4 CLIPS ® LINE A BLDG #4 2/0 - 8.6212-3.3PI FIELD HELD CL -16 AS _ REQUIRED. SEE 6-26 FOR CONNECTION DETAIL GIRT LAPS 3'0 TYPICAL U.N. (60)CL-3 (4)CL-8 GE -1R 10.6 TCTI w 10.6 TFECf h /0.6 FSB -IT CE-tl (16.6)FPFV-2X II/ (9)9.6C16-20.ONN SHEETING PACKAGE MK# SW01 S -D FLASHING ® LINE A BLDG #4 LINE A BLDG #4 (2)FDR2-3.7 (2)FOCF95-3. fox (6)FDN2-4.3 (4)FOCF96-7.2X (6)FJISB-4.4 (4)F✓I68-7.4 (6)FSJ7-4.3 NO. REVISIONS MADE CK'D DATE ENGR DATE N0. REVISIONS MADE CK'D I DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE MODESTO ?�� ALIFORNIA 2 FOR CONSTRUCTION BB CAR 04/17/06 STATUS GLM TANKS [*] FOR CONSTRUCTION DRAWN BY: AM 04/07/06 [) FOR APPROVAL CHECKED BY:. LC [ ] FOR PERMIT ONLY GRANDE PRAIRE, AL AMERICAN BUILDINGS COMPANY [ ] FOR PRELIMINARY DESIGN APPD BY: I YDW 04/07/06 360 STEEL INC. DRAWING. REV.NO. CAD BY: 04/OB/06 06:12:13 ver. 25.2 NUMBER' 51345701 E-4$ 2 BUND RIVETS BLIND ROOF MAIN FASTENER(S) ROOF STTIL>}1 FASTENER(S) 12X1 1 4 ROOF PM1F1 /14X7/8 '-0' LINO SPAN 10 PANEL ROOF AWN FASTENERS ROOF MAI(1 FASTENER(S) (7YP) () ) /12X1 1 4 RIVET (ITP) UNIVERSAL RAKE TRIM 1 B O.C. (SEE NOV OC SEE DETAIL 'A' III 12X1 1/4 MASTIC 1'-0" D.C.. LONG SPAN 10 PANEL 8" MINIMUM i MAJOR RIB TM ROOF MAIN FASTENERS) 8) PER PANEL INSULATION OF RIB (BY OTHERS) E ........ ......:. . APPLY URETHANE CAULX Sf2X1 1/4 BEAR .- ALL AROUND c,....`.....: `. 1 4/ BEAD JI FASTENER LAYOUT AT INTERMEDIATEPUN --OVERLAPPING i __ RIB - ; ROOF SRRkI FASTENER(S) O.C. (SEE NOTE) 'l2 TCM AM* LOCATE W-8' O.C. FOR FIRST 5'-0' FROM EAVE FOR ICE AND ` DETAIL A' SNOW CONDITIONS. (TYP. AT SIDELAPS) i PURLING J GABLE ZEE ® ENOWAL RAFTER ,�0,p F MAIN FASTENERS ROOF PANEL SIDE) eol I (1 1/4 SEE DETAIL 11' THE FIRST RUN OF PANELS 6 NOW READY 10 BE INSTALLED. DEC WITH THE SAVE PANEL INSTALL RAKE ENDCAP tI12X1 MAJOR RIB PURUN THE FIRST SAVE PANEL WITH THE CENTER UNE OF THE OVERLAPPING RIB EVEN WITH THE END OF THE PURLINS UNLESS NOTED DIFFEWMY ON THE TREC PART'A' BUILDING ERECTION DRAWINGS. EXTEND THE LOWER END 3' PAST THE (A STRING UNE EXTENDED OUT FROM THE LAVE STRUT WILL HRP KEEP THE UNE RAKE EfDCAPLAVE TRM STIW LIFT THE LOWER END OF THE PANEL ENOUGH TO REMOVE THE PAPER BACKING FROM APPROXIMATELY 3 FEET OF THE MASTIC DNG THE TDP OF THE DE AINSIDE PART 'B' TYPI�I F muco AYD rr AT • _ EEID •a AND RI tp�� GABLE ZFE GABLE EE CLOSURE AT THE EAVE. PUSH DOWNWARD ON THE PANEL AT THE MASTIC LOCATION TO INSURE THE �� ARE AND PANEL ADHERE TO EACH OTHER AND FASTEN THE PANEL WITH ROOF UNIVERSAL RAKE ENDCAP INSTALLATION RA70 FASTENER LAYOUT RC05 ' B• PURLINS) NOTE SSU g o5Go-20.0 J9 1/2' PURUNs) OFF FOR LAVE STRUT 12G�Z0.0 12' PURLINS) FASTENERS AS SHOWN. FIRST PANEL INSTALLATION RC11 LONG SAN N ROOF PANELS C 1 LEFT HAND SHOWN AA LONG SPAN ROOF BA ROOF 12X1 MAIN FASTENER(S) S 4IF SKIM FASTENER(S) O.0 .1 DIE FORMED RIDGE 1 L3DFR_ DIE FORMED RIDGE INSTALLATION rt RUM t 1 {\yF 1 ROOF STITCH FAS S ( DIE FORMED RIDGE PANES ARE TO BE INSTALLED AS EACH SIDE OF THE ROOF IS SHEETED. THIS WILL AD IN KEEPING BOTH SIDES OF THE ROOF AJGNED. AFTER HAVING INSTALLED A RUN OF PANELS ON EACH SIDE OF THE ROOF. APPLY MaM TO THE PANELS AS SHOWN AT LEFT. SET DIE FORMED RIDGE PANEL IN PLACE AND INSTAL LAP AND PURIM FASTENERS. APPLY MASTIC HONG THE TOP OF THE LEADING RIB TO PREPARE FOR THE NEXT SIDEI.M. DIE FORMED RIDGE (tQOF N F �R(S) L3DFR— I (e) PANEL i /12X1 1 4 / UPPER vu FLASHING TApE MASTIC PIECE 'B" 3/4 TM i 1 \ LOWER RPOF FLASHING FYECE 'I► DIE FORMED RIDGE SHOULD NOT BE USED ON BUILDINGS WITH ROOF PLANES GREATER THAN I 75' WIDE 172 MASTIC1 1 2 TY i r = i I yrs PAMSPAN BACKUP FLASHING FEB-- . it .... .:.' I amm r010�71�71 fa au xE Tiwm To T em #i WSW PsEawmM m 1107 iCx a IaRLlalm DDS lar P100A TAPEMASTIC 112 TIM 1 . LDNG SPAN ID PANEL RIDGE PURLING HOLES MUST BE DRILLED PRIOR TO APPLYING MASTIC. TEMPORARILY LAP PIECE 'B' OVER PIECE 'A. RIDGE PRE -DRILL THE REQUIRED NUMBER OF 1/4'0 HOLES THROUGH BOTH PIECES OF ROOF FLASHING BUT NOT BACKUP FLASHING SLIDE P� Ti' BACK AND APPLY TAPE MASTIC SE O �l ER AND BACKUP FLASHING ON PIECE A' AS SHOWN. LAP PIECE 'B' OVER PIECE a BEING TION DRAWINGS TAPEMASTICPQN CAREFUL TO ALIGN HOLES. INSTAL ROOF FASTENERS AS SHOWN. CONTINUE PROCESS ADN ROOF CONDITION. �� DIE FORMED RIDGE INSTALLATION RC30 RIDGE DETAIL RC31 SECTION THROUGH ROOF FLASHING LAP RC35A LONG SPAN IB ROOF PANELS I BA LONG SPAN ROOF W/DIE FORMED RIDGE I BA AA ROOF FASTENERS SPECIAL CONDITION FASTENERS 1� Iwlx�MNIXNUDx Na /tzn t tole t 19mumNot�Nm�amNaIEDRIDGE Na /f>n t s epNr Twml H ip 10x1 f ®xt THE LONG SPAN ROOF PANELS HAVE BEEN DESIGNED SO THAT BOTH SIDES OF A GABLED BUILDING CAN BE TH�EETING CAN BEGIN ASIMULTANEOUSLY.T EITHER ETHE NDNDWAL HOWEVER. IFOF THE BUILDING �THE BUIILLDINO �TMEM THE EAVE TO EAVE. SYMMTME���� ABOUT THE RIDGE OR IFTHE IS SINGLE SLOPED � rAm �AM INDIBUILDING ENDWALL CATED ON THE 13UL DINGE)ERECRON DRAWINGS. UK AID PUCK ANP DEEM ColaeLTlafe A1C Ixtmm FIRM AM CE -f=n oaLT coNmwnM AM CTOCD sFET V MnE Anpos )11 To PUaM4 NE A SNW M Ilan A1Iomm SIDEWALL to STRUCnXIIIilgL A0010110m To ECUCMML COICECnow ML NE�11a of IIOa1a � FAM AM Nl&N#JM- C IWDT-Calfa 10" ONLY. ACCEM 1tx f t 4 a,"= mm NCM wi1a EWE PANELS D fEn MCC". t PtoC tea ORLL to lot HDO F9900111IOM /t4�� p loltotm tFMUEM wtaRti Ctalato HM NUM NIAD wm 16 /tawmHKuP�i® INNFfD R WITIkf"II 1/4 0484 dEEL7GA�ml lm tom` SHEETING DIRECTION INTERMEDIATE PANELS dt'Bnl�1 d® *I= am AnAcHmm m14') SIM RIDGE PANELS t6 (( ar Pam tam UUvQwm t�� ' T� Awn t� nATPfNo tv In ttaetao rw�q t Loa ANo allot ocowa PYY C1na a AND mtax Comm t: x f t tom C t91ImCN CDS tEx 1fAD SOF RIDGE 7 ttttea to tlttQT oatanTats O = INZF ,0 iflaE�aom AM am To at¢T CaNlL'IIGIn a w co Aw wuMEP-ala Vu YV-CQM R" oar. Isnoot t1TI1CU1 1wIEx WM MM Nott 1/2 0*0 d�CdolmlmuP RIDGE PANELS MISCELLANEOUS FASTENERS No T1,111133111=111xD OMM TIM 1/4• AIC a1ILalC t Iva Nin �IaVEr RSC®ytm� a Matam= ffm 11tH "n mL OWE: AIta/aalatatDtf to t►�i a mm� Dom= t t IMERMEDIATE PANELS OMmm tttm m $m LAVE PANELS P $om KIR A1C Rm" I I�OO EMN tttMAlt tC somff mw wx � mm /2 ERN Ta RMal Cowimn n Co NIMML am=L Iosellim l2119M SIDEVIALL (tp%4'a1F]� MFM E000-7 rraa) AdJ NOTE- ALL HDL HEAD SIZES SHALL REQUIRE A 5/18' HEX SOCKET UNLESS NOTED. BASIC PARTS AND PIECES RC61 DIRECTION OF ROOF PANEL ERECTION RC64 LONG SPAN ROOFS IBA LONG SPAN ROOF I BA REVISIONS MADE CK DI DATE LNGR DATE NO. RLVISIONS MAUL CK U U Alt _ ENGK UAIL UKAWING 5U8WnlV— SCALE: NONE DATE STATUS MODESTO CALIFORNIA MIKE MCDONALD [ 1 FOR CONSTRUCTION DRAWN BY: RK FOR APPROVAL 2280 BLOSSOM LANE [ I FOR PERMIT ONLY CHECKED BY: DURHAM, CA AMERICAN BUILDINGS COMPANY [ j FOR PRELIMINARY DESIGN APPD BY: ELITE STEEL BLDG SYSTEMS DR AWING. NUMBER' 51431601 SED -015 REV.NO. 0 CAD BY: 05/15/06 15:42:54 ver. 26.0 I�agw � TE W% IETINo ,0' a auo till amo a tcs ARDS 4 PM L U a Re m W IICT >f�P M PANS! - 1 ERECTION�, P no � IN a � MN 1. ALL MFRS WHERE MASTIC IS M BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD DETERGENT OR AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION. THIS WILL LANG SPAN P INSURE A GOOD SEALING SURFACE AND IMPROVE WEATHER TIGHTNESS. APE MASTIC (TOP R BOTTOM 2. THE BLANKET INSULATION MANUFACTURER RECOMMENDS THAT DOUBLE SIDED TAPE TAPE MASTIC F CLOSURE BE USED TO SECURE THE INSULATION TO THE EAVE. AMERICAN BUILDINGS COMPANY LONG: SPAN PANEL IDENTIFICATION MART( NUMBER . (CONTINUOUS AT RIB OF i 1/2 TM S NOT RESPONSIBLE FOR THE INSTALLATION OR ATTACHMENT OF THE INSULATION. SID ADDITIONAL ATTACHMENTS (NOT BY ABC) MAY BE REQUIRED. OD'ErAmLlAe DETAIL 'B' EXAMPLE P 24-�i0. PANEL WIDTH TAO & ALL DFOSED FASTMERS SHOULD PENETRATE THE SEALANT FOR THE MOST LONG SPAN PANEL . L 24' GAGE (22, 244. 20. do 28 GAGE AVAILABLE) 1 PED) _ ,;.; F WEATHER TIGH ` CONNECTION IN ROOF AND WALL AREAS WHERE APPLICABLE. 4. WHEN FIELD CUTTING PANELS OR TRW DO NOT USE ABRASIVE SAWS OR 01HER LONG SPAN 'Y CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN THE CUT EDGES. OUTSIDE INSIDE THESE METHODS WILL DAMAGE THE PALMED AND GALVALUME FINISH AND VOID ANY OVERLAPPINGcmS Aps -----� 1----- - WARRANTIES U DOUBLE Cllr SHEARS, NIBBLERS OR OTHER CUTTLNG DEVICES WINCH DO NOT PRODUCE HOT METAL PARTICLES OR BES BURNED EDG. MML PS ERECTION OF THE LONG SPIN PANEL REQUIRES THAT THE PROPER DIRECTION OF TTS APPLICATION EAVE FLASHING BE MADE THE DESIGN OF THE PANEL INCORPORATES A BEAMNO LEG INTO ITS LEADING EDGE - `---- WHICH PROVIDES SUPPORT FOR PROPER NESTING OF THE OVERLAPPING RIB OF THE NEXT PANEL -------� � - THE INSTALLATION OF THE PANELS ((SHOWN AT LEFT) PROCEEDS FROM LEFT TO RIGHT. HOWEVER. BEARING LEG BEARING LEO UNLESS FIELD CIRCUMSTANCES DICTATE OTHERWISE. INSTALLATION OF PANELS CAN PROCEED FROM Bk=wm THE PANELS IS ROUTINELY DONE TO MATCH PANELCOVERAGEWITH THE BUILDING UNGTIC THIS BEARING LEG GIVES EITHER LEFT TO RIGHT OR RIGHT TO LEFT AS LANG AS THE OVERLAPPING RIB IS LAPPED OVERSUPIS DONE WITH THE LASE ROOF PANEL IEA bTALLTHE PANEL MAY BE BACIDMPED 1' OR 2' AS REOUOtED PORT TO SIDElAP) THE BEARING 'IBB M COMPLETE PANEL COVERAGE WHEN BUXAPPING PANDA MASTIC MUST BE APPLIED BETWEEN THE DETAIL DETAIL W TWO PANELS AT THE UVE AND AT PANEL ENDIAPS AS SHOWN ABOVE srolsAP oEraL PANEL MARKING AND SIDELAP DETAILS RC63 PANEL BACKLAPPING ' LONG SPAN B LONG SPAN ROOFS BA RBA ERECTION NOTES RC91 . LDNO SPAN I BA T a NO. REVISIONS MADE CK•D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING GSUUS STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA ' AMERICAN BUILDINGS COMPANY - [ ] FOR CONSTRUCTION [ ] FOR APPROVAL [tj FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: RK _ CHECKEDBY: DESIGN APPD BY: CAD BY: 05/15/06 15:42:56 ver. 26.0 DR AWING.REV.NO. NUMBER' 51431601 SED -016 0 snP>:Tr PIEIJ�IIIDIh A W NOT a>Fr. W On am ON WALL aoe a WAR R FMAE TD A7EIE • EDGE OF - JV1L1B SIS PR MRON WY REW N A 2. 3/4" (B• JAMBS) _ - _ _ _ _ - _ - _ - _ti SUB 3 1/4" (B 1/2' JAMBS) CLIP 3 L�3 3 3/B" (12' JAMBS) CL-10 (12' 1A1M8S� i 2 1/2 - — - — - - — - — - — - — - - CL-4 (12' JAMBS) wHB A 1 3 D00 3/B BUTTON HEAD BOLT AT IDCATpN 1 4 / 1" GIRT HEADER ; STRUCTURAL BOLTS 1/2 X 1 1/4 A325 (12 IAYBS 1/2'0 ANCHOR BOLTS i WI 2 3 (8Y OTHERS) B ,_qu ZE CL:JW(�S 14/2 BS -- -------*.--- 9 - TYPICAL 0 ---------- 2 PLACED ANCHOR BOLT LAYOUT BASE ANG BUTTON HEAD BOLTS (FIELD NOTCH) 1/Y� X 1' BACK FOR 12' JAMBS i STRUCTURAL BOLTS1/2'/ X 1 1/4' A321 J'4 - - B 21 CTURAL FASTENERS /4 i i B1ITTONHEAD BOLTS 1/2 X 1 A307FLAIR 1/2 FINISH GRADE - .. AMB \'a-7 B ,LAYER: JAMB 'i i JAMB •, • a-92t2 rHAc FIELD CUT AND FIELD DRILL GIRT BA FOR 12' 1/2'1 ANCHOR BOLTS (NOT BY A.B.C.) AT FIELD LOCATED FRAMED OPENINGS SECTION A-A' JAMB BASE CONNECTION OF11 GIRT TO JAMB CONNECTION I OF16 HEADER TO JAMB CONNECTION OF21 FRAMED OPENING ANCHOR BOLT DETAIL OF61 AA AA SIMILAR AT SILLI AA GENERAL NOTES FOR FIELD LOCATED FRAMED OPENINGS WOREERSPRSHo LD uw rs wEnR GIDVES WHEN HANDLING METAL SURTACES WNH SHARP EDGES. -1. OVERHEAD DOORS ARE FIELD LOCATED. CUT STANDARD PANELS AND GIRTS AS REQUIRED. • COVER FLASHING (OPTIONAL) HEAD FLASHING 2 MAXIMUM HEIGHT OF DOOR 62'-0' LESS THAN FAVE HEIGHT. FM WALL MAIN FI�STFNERi I i - 2X t i i JAMB COLD FORMED SHOWN SEE NOTE 1 R HEADER STRUCTURAL SIMILAR 3. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. COLD FORMED SHOWN STRUCTURAL SIMILAR JAMB FLASHING 4. JAMBS MUST BE LOCATED A MINIMUM OF 1'-0' FROM CENTER LINE OF COLUMNS. i i WALL FASTENER(S) f 12X14 rUMn I AV 1'-0' O.C. ' JAMB FLASHING GENERAL NOTES FOR SHOP LOCATED FRAMED OPENINGS ; a HEAD FLASHING COVER FLASHING (OPTIONAL) •. SILL FLASHING (IF REQUIRED) SEE NOTE 1. OVERHEAD DOORS ARE SHOP LOCATED. SOME PANELS MAY REQUIRE FIELD i - ----- - --------- ---------------- ClIT11NG i WALL PANEL • ----- ----------------- -- FlNISIHm FLOOR 2. ALL STRUCTURAL CONNECTIONS TO BE MADE AS SHOWN ON APPROPRIATE DETAILS. JAMB • LONG SPAN DI WALL PANEL SHOWN NOT SHOWN FOR CLARITY MULTI-RIB PANEL SIMILAR • - NOTE OPENING WIDTH I WALL PANEL - FIELD SLIT PANELS AND SLIDE HEAD FIELD AND SHOP LOCATED FRAMED OPENING NOTES I OF91 SECTION AT HEADER AND COVER FLASHING OT21 SECTION AT FRAMED OPENING JAMB OT26 I OR SILL SHEETING FLASHING AND BEHIND FLASHING PANELS ELEVATIONI AB AALOTOA AB LONG SPAN III OR MULTI-RIB PANEL WALLS AB ARCHITECTURAL IL ARCHITECTURAL Y RIB, LONG SPAN II AND MULTI-RIB PANEL WALLS NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL srArus SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION [ I FOR APPROVAL [•] FOR PERMIT ONLY [ ) FOR PRELIMINARY DRAWN BY: RK CHECKED BY: DESIGN A?PD BY: NUMBIER' 51431601 SED-017 R�0 CAD BY: 05/15/06 15:42:56 Ver. 26.0 1. NOTCH PANELS AS REQUIRED FOR INSTALLATION OF HEAD FLASHING WALL FASTENER SUB -,JAMB NOTE SUB -IAMB SUB -JAMB WALL FASTENER WALL FASTENER /12X1 1/4 DOOR JAMB �1 Ol '/4 C DOOR JAMB /127(1 1/4 DOOR JAMB 2 WHEN FIELD CUTTING PANELS OR TRIM DO NOT USE ABRASIVE SAWS OR 2'-0 O.C. 2'-0" O.C. OTHER CUTTING METHODS WHICH PRODUCE HOT METAL PARTICLES OR BURN ARCHITECTURAL IB THE CUT EDGES. THESE METHODS WILL DAMAGE THE PAINTED AND LONG SPAN IB GALVALUME FINISH AND VOID ANY WARRANTIES. USE DOUBLE CUT SHEARS, PANEL FOB ANEL RAL PANEL NIBBLERS OR OTHER CUTTING DEVICES WHICH DO NOT PRODUCE HOT 1/2"min. 1/2"min. 1`1/2"min. METAL PARTICLES OR BURNED EDGES. JiJ15 Cf FQASHINGG 5� J1� AS REQ'D WALL 78111 FASIENER(S) /14X7(8 ..... ...... .. $EL'IION 7HRU .IAMB W/LONG SPAN In PANEL ACTION THRU JAMB W/ARCHITECTURA Y RIR PANE 2'-0 O.C. WALL FASTENER SUB�WIB SUB -JAMB /12X1 1/4 DOOR JAMB ;,, FASTENER SUB�WAB . FASTENER ASTENER 2 -0 O.C. 12X1 1/4 12X1 1 DOOR JAMB .... .. .. . -0 O.C. DOOR '-0 0 C4 JAYS PWELL, "min. PANEL FlF1D CUT III Y RIARCHB PANEL �AS REQ D AS REQ -0 GIRT FMB JAMB FLASHING JAMB FLASHING 1/2"min. FJ1b-LENGTH JAMB FLASHING �1/FJ1SB-LENGTHSECTION 711811 uuB W/ARC1iRE1L:T1_IPAI III PANEL Scr-rv�N 7HRU uo i WAl1 FASIENMS) - __ SECTION �_ W/WLT-RIB PA.uFL /14X7(8 2 -0 O.C. •PERSONNEL DOOR JAMB FLASHING DETAILS WD1O o ARCHITECTURAL N, ARg rwft RI1L Y RIB, LONG SPAN N AND MULTI -RIB WALL PANELS I AB wAl1 PANEL WD10 AS 0 I . ... .. FINISHED FLOOR UNE BASE ANGLE ® 3070 4'-1" ® 4070- 6'- 1' 070•6'-1" ® 6070 , 7RE-ASSDIBLED ONLY PERSONNEL DOOR PANEL OPENING WDO9 ARgITECIURAL A ARCHITECTURAL V R18, LONG SPAN W AND MULThRIB WALLS I AB D ., I NO. REVISIONS MADE CWD DATE ENCR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ J FOR CONSTRUCTION ( ] FOR APPROVAL (*I FOR PERMIT ONLY ( J FOR PRELIMINARY DRAWN BY: RK CHECKED BY: ' DESIGN APP6 BY: NU BDRA1IER' 51431601 SED -018 REV, NO. 0 CAD BY: 05/15/06 15:42:58 Ver. 26.0 LONG SPAN IB ROOF PANEL LONG SPAN IR SKYLIGHT ROOF MAIN FASTENER(5) 1' LONG SPAN OI SKYLIGHT (SEE FASTENER LAYOUT SK31BA) 012X1114 � 4" ROOF MAIN FASTENER(S) 1' (SEE FASTENER LAYOUT SILTIBA) 012X1 114 ROOF STITCH FASTENER(S) ( ) @147( TIB LONG SPAN DI ROOF PANEL 1'6" O.C. �L RIB TAPE MASTIC 457 mm O.C. 12 TM i LONG SPAN III ROOF PANEL TAPE MASTIC '::':ti+ • :_— SKYLIGHT INSULATION TRIM TSIT :::.... ..._ :............. 12 TMLONG � t t SPAN RI SKYLIGHT t TAPE MASTIC 12 TM REQUIRED ALWAYS t LONG SPAN III SKYLIGHT i ! t LONG SPAN 01 ROOF PANEL LONG SPAN DI ROOF PANEL ..._ i . INSIDE CLOSURE INSULATION TRIM TSR �- - ._:._._.... t AOU ' CLOSURE ' - i INSULATION TRIM ASIDE TSIT DETAIL "C" (SK16BA) t TRIM ANGLE DETAIL "B" (SK26SA LSTA-1 TRIM ANGLE ATTACH FROM TOP WITH LSTAH DETAIL 'A"ISK11B BLIND RIVET (4 PER ANGLE ATTACH FROM TOP WITH �ohctIN MAo �s (SEE NOTE 3, SK91BA) BLIND RIVET (4 PER ANGLE) wxa OR CUMM sw GUHS. WNWNTANDDRwA wl Pmm=ss BLANKET INSULATION ISEE NOTE 3, SK918A) ' PURLIN TYP. ���PSR PERSY LOCAM WALKBD Rns _ CUTB FOLD INSULATION BLANKET INSULATION PURLIN (SEE NOTE 2, SK918A) CUTS FOLD INSULATION PURLIN • (SEE NOTE 2, SK91BA) - SKYLIGHT SIDE VIEW SKOt SKYLIGHT ENDLAP AT DOWNSLOPE END DETAIL "A" SK11. SKYLIGHT ENDLAP AT UPSLOPE END DETAIL "C" SK16 "PANEL TO SKYLIGHT" CONNECTION AT SIDELAP SK21A LONG SPAN N ROOF BA LONG SPAN 10 ROOF BA LONG SPAN 19 ROOF BA LONG SPAN ID ROOF BA ROOF STITCH FASTENER($) 014X 718 ROOF MAIN FASTENER(S) ROOF MAIN FASTENER(SI. 012X111 DONOTSTAtw ORWAUtwIPmEItmARS -6" D.C. LONG SPAN III ROOF PANEL Q RIB d57 mm O.C. 012X1114 LONG SPAN ID SKYLIGHT (SEE MID-SPAN FASTENER LAYOUT SK3I BA) LONG SPAN IO SKYLIGHT MAJOR RIB SK1 W. ME PROPERLY U=TED wALImDM08 wara>r lRAfilt. • (SEE SK2IABA) SKYLIGHT INSULATION TRIM (OPTIONAL) SKYLIGHT INSULATION TRI i 11/2 TM (SEESK21BA) TSrT rL RIB (SEE SK218A) (SEE TSIT WITH SKYLIGHT LONG SPAN In SKYLIGHT INSULATION INSULATON TRIM KIT ONLY - INSULATION TRIM ANGLE I - _ RIB LSTA-1 -�-� L t _ MID-SPAN FASTENER LAYOUT - '- ROOF MAIN FASTENER(S) (TYP) MAJOR RIB . PURLIN - � 012X1114 LONG SPAN 01 SKYLIGHT (SEE SK2IBA) - ' ISEE SK2IABA) y • PURLIN (TYP.) SKYLIGHT INSULATION TRIM aWAYPRECAOIION: FTE ALWAYSWEAR 09NGPEMT TSR G ORt �9CREw�GwxWOD� REQUIRED ALWAYS ) INSULATION TRIM ANGLE (SEE SK2IABA LSTA•1 ENDLAP FASTENER LAYOUT PANELS AND INSULATION - .. OMITTED FOR CLARITY. "SKYLIGHT TO PANEL" CONNECTION AT SIDELAP I SK21 SKYLIGHT ATTACHMENT AT INTERMEDIATE PURLIN DETAIL "B" SK26 SKYLIGHT FASTENER LAYOUTS SK31 SKYLIGHT INSULATION TRIM LAYOUT SK51 LONG SPAN IO ROOF I BA LONG SPAN 10 ROOF - BA LONG SPAN 01 ROOF BA LONG SPAN 10 ROOF BA NOTES: 1. DO NOT STAND OR WALK ON FIBERGLASS SKYLIGHT. USE PROPERLY LOCATED WALKBOARDS FOR FDOT TRAFFIC. - 2. COVER EXPOSED EDGES OF INSULATION WITH VINYL PATCHING TAPE 3. TRIM ANGLE LSTA•1 NOT REQUIRED ON BUILDINGS WITHOUT INSULATION. 3. SKYLIGHT INSULATION TRIM TSR MAY REQUIRE FIELD TRIMMING. + 4. DO NOT LAP SKYLIGHTS END TO END OR SIDE BY SIDE S. DO NOT INSTALL ADJACENT TO THE EAVE, RAKE OR RIDGE - 6.. A METAL PANEL IS REQUIRED A MINIMUM OF TWO (2) PURLIN SPACINGS BETWEEN ENDS OF MULTIPLE SKYLIGHTS. SKYLIGHT NOTES SK91 ' LONG SPAN 10 ROOF BANO. KLV51ONS MAUL CK DI VAIL 'ENGA DATE NO. REV1510NS MADE CK'O DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS . MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ ] FOR CONSTRUCTION (] FOR APPROVAL [�] FOR PERMIT ONLY [) FOR PRELIMINARY DRAWN BY: RK _ CHECKED BY: E DESIGN APPD BY: RAWINC;. NUMBER' 51431601 SED-019 REV.000. CAD BY: 05/15/06 15:42:59 ver. 26.0 4+•r# FASTENER - VENT N0. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL, srATus SCALE: NONE BIRD SCREEN MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY LONG SPAN PANEL (fYP.) , [ J FOR CONSTRUCTION [ J FOR APPROVAL (*J FOR PERMIT ONLY (] FOR PRELIMINARY WINDBAND ASPIRATOR 3/4 TM MASTIC : CHECKED BY • DESIGN APPD BY: DRAWING. NUMBER' 51431601 SED -020 I REV.NO. 0 CAD BY: 05/15/06 15:43:00 Ver. 26.0 ROOF 1141 FASIDOM //14%7/8 1' rn VENT I 1'-0. O.C. DFS • TAPE MASTIC 3/4 TM MASTIC 1/2 TM END SKIRT D (2 ROO'D.) 1/ - END SKIRT R� 9*MIN OPENING VENT _ PURLIN 11-2M. W/12' T'nn ROAT VE" /ROOF OUTSIDE CLOSURE FASTTNER MAsLOAJ 1/2 e TM OUTSIDE CLOSURE ROOF TRIM FASTENER(S) LORI /14X1 RIDGE VENT INSTALLATION RV01A RIDGE VENT SPLICING DETAIL RV11 LANG SPAN ROOF WITH DIE FORMED RIDGE BA LONG SPAN ROOFS IBA 0 N0. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL, srATus SCALE: NONE DATE MIKE MCDONALD 2280 BLOSSOM LANE DURHAM, CA ELITE STEEL BLDG SYSTEMS MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY [ J FOR CONSTRUCTION [ J FOR APPROVAL (*J FOR PERMIT ONLY (] FOR PRELIMINARY DRAWN BY: RK : CHECKED BY • DESIGN APPD BY: DRAWING. NUMBER' 51431601 SED -020 I REV.NO. 0 CAD BY: 05/15/06 15:43:00 Ver. 26.0 9.SZ14-26.6£N e 9.SZ14-28.ONN (5) REQUIRED NO, REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE 1H9552-24.11 1 2HH ` 0 zoo . 23'4 j 9.5Z15-28.ONN 9.SZIS-28.ONN ^ - i n ZIO v ZIO ' 9.5Z15-28.ONM 9.5215-28.ONM; 22 - 9.SZ13-4.2.3/4ZN - Vf - DJ95C4-7.1 7/8BP1 Z3 - 9.SZ13-4.2 3/4N2 10 - D✓12C2-5.3A I ZZ e - DJ12C2-4.6API - D5 - DJ12C2-5.3BP1 r PSS41-23.3 1/2 •' ••''•.• • o - DJ12C2-4.BAP1 Z10 - 9.SZ12-3.3P1 FIELD MELD CL -IS AS REQUIRED. SEE E-28 FOR CONNECTION .......... ■ . z 1.......... z . ........................ 1'4 SIDEWALL FRAMING PLAN LINE h CLIPS ® LINE L BLDG #3 GIRT LAPS 3'O TYPICAL U.N. (16)CL-3 - J h `�- BR6-30.7 - (2)CL-8 D3 DS D3 ' DS 04 DO 9.52/2-24.11 1/2NN D6 D3 D5 D3 Ds - S DO 9.SZ/2-24.11 1/2NN D6 BR6-31.10 y - _ 1'7 9.SZ14-26.6£N Y'0 9.SZ14-28.ONN (5) REQUIRED NO, REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE 1H9552-24.11 1 2HH TYPICAL U.N. i '•! •r-- BR6-27.2 zoo . 23'4 j 9.5Z15-28.ONN 9.SZIS-28.ONN 25 - BR6-28.7 , TYPICAL U.N. ZIO 210 .. - ZIO ' 9.5Z15-28.ONM 9.5215-28.ONM; 22 - 9.SZ13-4.2.3/4ZN - D2 - DJ95C4-7.1 7/8BP1 Z3 - 9.SZ13-4.2 3/4N2 D3 - D✓12C2-5.3A I ZZ D4 - DJ12C2-4.6API - D5 - DJ12C2-5.3BP1 r PSS41-23.3 1/2 •' ••''•.• D3 DS D3 • DS- - DJ12C2-4.BAP1 Z10 - 9.SZ12-3.3P1 FIELD MELD CL -IS AS REQUIRED. SEE E-28 FOR CONNECTION .......... ■ . z 1.......... z . ........................ ` SIDEWALL FRAMING PLAN LINE r PSS41-24.17 ....................... l..mn..unu..........uunun.. CLIPS ® LINE L BLDG #3 GIRT LAPS 3'O TYPICAL U.N. (16)CL-3 - J `�- BR6-30.7 - (2)CL-8 D3 DS D3 ' DS 04 DO 9.52/2-24.11 1/2NN D6 D3 D5 D3 Ds - S DO 9.SZ/2-24.11 1/2NN D6 BR6-31.10 y - " ' 9.5Z12-28.OMM IF 9.5Z12-28.OMM , (NESTED) Z3 ( NESTED) ` 8.5Z14-26.8 5 8Pl - 9.52/5-28.2 5 8P1 � = ` • �'•, ........................................................... LPSS41-24.11 Z2 ........................................................L. L_PSS4/-29.3 //P - DH 12C4-20.0 ON12C0-20.0 - '� BR6-30.II 4 - �'r---- BR6-32.2 9.6Z14-26.8 5 8PI _ 4� Z3 4 _ 9.SZ15-28.2 5 8Pl _ '518PIZ3 ci 9.5214-26.8 - a N 1 •. f 9.5Z/S-28.2 5/spy. w - _ 9.5LY2-26.6EN 22 _ 9.5214: 6.8 5�8P1 Z3 9.5ZI5-28.2 5 SP1 • ' 22 �o o� � 20'Ox2O'O F.O. 20'Oz20'0 F.O. 9.SZ14-26.6£N Y'0 9.SZ14-28.ONN (5) REQUIRED NO, REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE (5) REQUIRED TYPICAL U.N. i NONE TY ICAL U.N. . 23'4 j MODESTO CALIFORNIA k AMERICAN BUILDINGS COMPANY 25'0 25 FOR CONSTRUCTION O FOR APPROVAL ( J FOR PERMIT ONLY (J FOR PRELIMINARY 2a TYPICAL U.N. CHECKED BY: LC TYPICAL U.N. D1 - DJ95C4-7.1'7/6AP1 22 - 9.SZ13-4.2.3/4ZN - D2 - DJ95C4-7.1 7/8BP1 Z3 - 9.SZ13-4.2 3/4N2 D3 - D✓12C2-5.3A I ZZ D4 - DJ12C2-4.6API - D5 - DJ12C2-5.3BP1 D6 - DJ12C2-4.BAP1 Z10 - 9.SZ12-3.3P1 FIELD MELD CL -IS AS REQUIRED. SEE E-28 FOR CONNECTION DETAIL 20'0 Y'0 NO, REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE 9.5ZI5-Z8.ONN (4 REQUIRED SCALE: NONE 9.5215-28.ONN• (5) REQUIRED GLM TANKS GRANDE. PRAIRIE, AL - 360 STEEL INC. MODESTO CALIFORNIA k AMERICAN BUILDINGS COMPANY 9.5214-28.ONN (7) . REQUIRED /CAL UN. FOR CONSTRUCTION O FOR APPROVAL ( J FOR PERMIT ONLY (J FOR PRELIMINARY DRAWN BY: AM 04/07/06 TYPICAL U.N. CHECKED BY: LC TYPICAL U.N. 25'0 51345701 E-44 REv.No. 2 25'0 CAD BY: 04/08/06 06:12:12 ver. 25.2 25'0 ` ZZ 21 - 150'0 OUT TO OUT OF GIRT LINE SIDEWALL FRAMING PLAN LINE L BLDG #3 CLIPS ® LINE L BLDG #3 GIRT LAPS 3'O TYPICAL U.N. (16)CL-3 - J (2)CL-8 - (32)CL-9 9.5Z13-28.ONN (7) REQUIRED TYPICAL U.N. NO, REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE GLM TANKS GRANDE. PRAIRIE, AL - 360 STEEL INC. MODESTO CALIFORNIA k AMERICAN BUILDINGS COMPANY 2 FOR CONSTRUCTION BB CAR 04/17/06 FOR CONSTRUCTION O FOR APPROVAL ( J FOR PERMIT ONLY (J FOR PRELIMINARY DRAWN BY: AM 04/07/06 - CHECKED BY: LC DESIGN APPO BY: YDW 04/07/06 - DRAWING. NUMBER 51345701 E-44 REv.No. 2 CAD BY: 04/08/06 06:12:12 ver. 25.2 1HOSC7-7d I l 1 /�i'N � 1NQSG�-76 11 1 /iNN � 1HOSG7-7d 11 1 /7HH — 1NOSG7-7d i � /'fuu . /�.... 9.SZ1S-26.6EM 9.52/5-28.0MA/ • 9. SZ 14-26.4 1/2NM o o ;,1 • 210 9.5Z/S-26.6EY io BR6-28.7 • o 0 TYPICAL U.N. 50 `PSS41-23.3 1/2 ■.............■...................■.................. �PSS41-24,x1 . ..■.........................■...■■..■.......... - - 0 _ - 50 25'0 . - 25'0 25'0 n 23'41 t'71 • 10 9 � r 8 7 6 ' 150' OUT TO OUT OF GIRT LINE 500 - I - 0 m■■nuuunnuuuuuu• r•- ......■...■■■..■y■PSSar-2a.11 •'� BR6-32.2 -�- . _ nn...■...■ou.......................................... �[-PSS41-24.11 •'•.-- BR6-32.2 -�•' . 0 50 o �o r V7 1HOSC7-7d I l 1 /�i'N � 1NQSG�-76 11 1 /iNN � 1HOSG7-7d 11 1 /7HH — 1NOSG7-7d i � /'fuu . /�.... 9.5Zr3-26.6EM (7) REQUIRED PICAL U.N. 23.4 i 2 11 Z10 - 9.5212-3.3P1 FIELD MELD CL -15 AS REQUIRED. SEE E-28 FOR CONNECTION DETAIL 9.5Z 14-28.OMM 9.SZ1S-26.6EM 9.52/5-28.0MA/ 9.5Z14-28.OA1M 9. SZ 14-26.4 1/2NM - (9) REQUIRED • 210 9.5Z/S-26.6EY 9.5215-28.OMM BR6-28.7 BRC -28.7 ' ICAL U.N. TYPICAL U.N. `PSS41-23.3 1/2 ■.............■...................■.................. �PSS41-24,x1 . ..■.........................■...■■..■.......... - - = �• �PSS41-24,11 `••`'• ..n............... ............■..■.......■■.■.■■..■■.... '•� BR6-31.10 _ = rPSS41-P4.I1 •••••''- ...■.■..■..■..... ................................................... ••-- BR6-31.10 rPSS41-23.9 1/2 ,.........................■■....■.■.■. 25'0 . - 25'0 25'0 25.0 23'41 t'71 • 10 9 � r 8 7 6 ' 150' OUT TO OUT OF GIRT LINE - I - • m■■nuuunnuuuuuu• r•- ......■...■■■..■y■PSSar-2a.11 •'� BR6-32.2 -�- . _ nn...■...■ou.......................................... �[-PSS41-24.11 •'•.-- BR6-32.2 -�•' . 9.5Zr3-26.6EM (7) REQUIRED PICAL U.N. 23.4 i 2 11 Z10 - 9.5212-3.3P1 FIELD MELD CL -15 AS REQUIRED. SEE E-28 FOR CONNECTION DETAIL 9.5Z 14-28.OMM 9.SZ15-28.OMM 9.5Z 15-28.OMM 9.5Z14-28.OA1M 9. SZ 14-26.4 1/2NM PREQUIRED (9) REQUIRED (9) REQUIRED (9) REQUIRED (9) REQUIRED ICAL U.N. TYPICAL U.N. TY ICAL U.N. TYPICAL U.N. - TYPICAL U.N. 25'0 25'0 25'0 25.0 23'41 t'71 • 10 9 � r 8 7 6 ' 150' OUT TO OUT OF GIRT LINE - I SIDEWALL FRAMING PLAN LINE LBLDG # 1 GIRT LAPS 3'0 TYPICAL U.N. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE 2 FOR CONSTRUCTION BB GAR 04/17/06 SiniuS GLM TANKS [►] FOR CONSTRUCTION DRAWN BY: AM 04/07/06 [ ] FOR APPROVAL CHECKED BY: LC - [ ] FOR PERMIT. ONLY GRANDE PRAIRE, AL [ ] FOR PRELIMINARY DESIGN APPD BY:T YDW 04/07/06 360 STEEL INC. CAD BY: 04/08/06 06:12:07 Ver. 25.2 MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY DRAWING. REV.NO. NUMBER' 51345701 E-42 2 7F05[�-70 11 1/iNN .- 1FQSC�-76 11 1 /ANN � 1FOS[7-7d t t f /�uu tCOGen_�• � • /nuu IE9552-24.11 1 2HE 210 BR6-25.11 -r•'� 210 9.SZIS-28.ONN (3) REOUIRED TYPICAL U.N. 25'0 ` 9.SZ 14-27.6P1 8. SZ 14-27.OWE ( REQUIRED (3) REQUIRED ICAL U.N. c ' TYPICAL U.N. 25'0 23'4 z 1'7 24 � 25 I DI 210 -, BR6-27.5 ZIO 210 ZIO ZIO . 9.SZ15-28.ONN 9.5Z15-28.OMM 9.5215-28.OMN ca 4 (3) REQUIRED TYPICAL _ (3) REQUIRED q 9.5Z14-28.ONN 9.5214-26.b'N�,, TYPICAL U.N. ® LINE G BLDG #3 25'0 25'0 25'0 19 (10)CL-9 .-•'� PSS41-24.11 1/2 '•-_ .............1............................................... 22 .- ,. .= '" I PSS41-23.3 1/2 ' 150'0 OUT TO OUT OF GIRT LINE REQUIRED. SEE d-28 FOR CONN£CTION.DETAILe'-6" ClRT ("Dm) O 1'0 O.C. - 9.SZ14-28.ONN i ...•. ................................................. ELEVATION 6' - - 9.5Z14-26.6NE OFC9-/X BR6-29.4 �'� - BR6-Y7.1t ' - 9.SZ14-28.ONN "9.5214-26.6Ald`-, REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS ' �• ,9.5213-28.ONN 9.SZf4-28.ONN 9.5Z14-28.ONN 9.6214-28.ONN SCALE: NONE ' 9.5Zf3-26.6NE GLM TANKS GRANDE PRAIRE, AL 360 STEEL INC. 2 FOR CONSTRUCTION BB CAR 04/17/06 9.5215-28.ONN B.SZ15=28.ONN 8.5215-28.ONN 9.5215-28.ONN 9.52!4-28.ONN 9.SZ/4-26.6NE CHECKED BY: LC DESIGN APPD BY: YOW 04/11/06 - ............L.................................... ....................................■.. PSS61-24.11 1/2 04/08/06 06:12:11 Ver. 25.2 9.SZ14-28.OMN ....u................................................ LPSS6I-23.3 //2 9.6Z14-28.ONN 9.52!3-27.OPI -- DR?- 4.1 BR6-35.3 9:!214-28.0,yJi 9.SZ13-27.OP1 V of N OPEN TO PART ®5 OPEN TO PART #5 ( ,.'9.5211-28.ONN'•, 9.5213-27.OPf ' OFC9-IX 1 ..CD3_. 9.5Zf4-28.ONAl 9.SZ13-27.OP1 ;Q fn1. . J U ; - 9.SZIS-28.ONN (3) REOUIRED TYPICAL U.N. 25'0 ` 9.SZ 14-27.6P1 8. SZ 14-27.OWE ( REQUIRED (3) REQUIRED ICAL U.N. c ' TYPICAL U.N. 25'0 23'4 z 1'7 24 � 25 I DI - DJ95C4-8.1 112AP1 S 9.SZ15-28.ONN 9.5Z15-28.OMM 9.5215-28.OMN ca 4 (3) REQUIRED TYPICAL (3) REQUIRED TYPICAL (3) REQUIRED q U.N. U.N. TYPICAL U.N. ® LINE G BLDG #3 25'0 25'0 25'0 19 (10)CL-9 22 .- (4)CL-8 150'0 OUT TO OUT OF GIRT LINE 9.SZIS-28.ONN (3) REOUIRED TYPICAL U.N. 25'0 ` 9.SZ 14-27.6P1 8. SZ 14-27.OWE ( REQUIRED (3) REQUIRED ICAL U.N. c ' TYPICAL U.N. 25'0 23'4 z 1'7 24 � 25 I DI - DJ95C4-8.1 112AP1 D2 - DJ95C4-8.1 1/28PI D3 D4 - DH95C4-3.4 /12 X 1 1/4" SDHH - DJ95C4-8.1 1/2AP2 (CADN) O 1.0 O.C. GIRT SIDEWALL FRAMING PLAN LINE G BLDG #3 CLIPS ® LINE G BLDG #3 OS - DJ95C4-8.f 1/2BP2 GIRT LAPS 3'0 TYPICAL U.N. (10)CL-9 ZfO _ 9.5Z12 -3.3P1 FIELD WELD CL -15 AS orY X 1 r1-0 SOHH (4)CL-8 REQUIRED. SEE d-28 FOR CONN£CTION.DETAILe'-6" ClRT ("Dm) O 1'0 O.C. - ELEVATION 6' - OFC9-/X 1 OFFSET CHANNEL TO CIRT E-38 REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE DRAWING SUBMITTAL STATUS SCALE: NONE DATE GLM TANKS GRANDE PRAIRE, AL 360 STEEL INC. 2 FOR CONSTRUCTION BB CAR 04/17/06 (0) FOR CONSTRUCTION (] FOR APPROVAL [ ] FOR PERMIT ONLY [ ] FOR PRELIMINARY DRAWN BY: AM 04/07/06 CHECKED BY: LC DESIGN APPD BY: YOW 04/11/06 - CAD BY: 04/08/06 06:12:11 Ver. 25.2 i AMERICAN BUILDINGS COMPANY DRAWING. REV. N0. NUMBER 51345701 E-38 2 tE95S2-24.11 t 2EH tE95S2-24.11 1 2HH r tE95S2-24.11 1 2HH r IE95S2-24.71 1 2HH r tE95S2-24.11 t 2HH tE95S2-23.4HH Zl0 zfo - ,o nr Z10 BR6-Z7.6 �'.. _ BR6-27.6 -�'" - ' c Zl0 r o -.......................uuouuwoouo.....""'•"'• -------`- ouuuu.nu.ou -..nuu.....uo.noou....un _ f-PSS4f-24.11 - - . -BR6-28.4 - ,-----'-.. BR6-28.4 -,-,- - 9.52/5-26.6EN - - 9.5214-28.ONN ..= " ''• 9.5Zf4-28.ONN ''•. 9.52!4-28.ONN 9.SZ15-26.4 1/4NN ........unun.........uuuu•..............••••.•.• uu.........................nu..........nn..•......... LPSSGI-24.11 pLPSS61-24.11 210 BR6-27.1 •� N Z 10 . .. ................... rSrB-02X -.,.. ................................ .............................................. rSTB-02X n - N .0 BR6-91.0 BR6-51.0 - 9.5Z14-26.6EM (5) REQUIRED 9.5Z14-28.OMM (4) REOUIRED 9.5215-28.OMM (5) REQUIRED - 9.5215-28.OMM (5) REQUIRED 9.5Z15-28.OMM 9.5215-26.4 1/4MM da 3 - - TYPICAL U.N. - TYPICAL U.N. TYPICAL U.N. TYPICAL U.N. (REQUIRED WAICAL U.N. _ (3) REOUIRED TYPICAL U.N. v o J 1'7 z 23'4 i 25'0 - 25'0 25'0 25'0 23'4 1 C 1'7 i I 6 7 B 9 t0 1t 12 L 150'0 OUT TO OUT OF GIRT LINE r SIDEWALL FRAMING PLAN LINE G BLDG # 1 ' GIRT -LIPS 3'0 TYPICAL U.N. - ' Z10 - 9.5ZI2-3.3PI FIELD WELD.CL-15 AS - - REQUIRED. SEE E-28 FOR CONNECTION DETAIL NO. REVISIONS MADE CK'D DATE ENGR DATE NO. REVISIONS MADE CK'D DATE ENGR DATE STATuS DRAWING SUBMITTALIDESIGN : NONE DATE GLM TANKS GRANDE PRAIRE, ALFOR 360 STEEL INC. ALIFORNIA MODESTO ?�" ' AMERICAN BUILDINGS COMPANY 2 FOR CONSTRUCTION BB CAR 04//7/06 (0) FOR CONSTRUCTIOBY: [) FOR APPROVALD FOR PERMIT ONLY PRELIMINARYAPPD AM 04/07/06 _ _BY:LC BY: YDW 04/07/06 DRAWING.51345701 E-36REv,NOCAD NUMBER' ,z BY: /06 06:12:06 ver. 25.2 4 ;I E-31 D✓12C12-7.5 3/8BP1 RR 0701 RR -0702 - i - 312 312 ' o M GA -4 PANEL ` - DJlYCf2-7.5 3/8API FB_ X 66 7'0 7'0 F.O. FB -3X A - • - [[.•- SILL 0 39'4�Igy -,00 - GIRT - + I S2 I PB2 S2 c c SFB FSY Al -Y .. • w - . �-s2 kS2 �S2 .NI. �-SZ �-Sz kS2 •,00 (L- A - A '. RR -1101 p .-' - �•-S2 S2 SY FB- FB 4X S2 SY 'o - t8 I ' o SP N ,- N '^ n n in p I �S2 S2 x SP �-SP � - - 6X S2CL e I "p p a0 00 o p N ,o SP � S2 kS2 �S2 �S2 kS2 e ' .n N Z1ff�4 fD 4I --SJ �-S/ I -S/ �•-S/ �S/ fB-1 TYP. o I c/ f -c► 28'0x39'4 F.O. 1 -CI [-cl f-cl II n El 0501 F - •+ RC -1101 n RC -0701 RC -0702 ' 3'03'1 13'8 ". 5'8' 3'I 15'6 9.5Z15-20.7 t/2ZM Cl- 9.SZ15-21.2 I/2M2 12Z13-21.2 //2Pl J 12Z13-18.1 9/BPI (4) REOUIRED JT (4) REOUIREO ( REQUIRED 1'0 28'0 CLEAR I'0 (7) REQUIRED DI- ON95C12-3.1 1 PICAL U.N. O TYPICAL U.N. ICAL U.N. TYPICAL U.N. D2- DJ95C12-8.1 I/ZAP/ y a j D3- 0!951712-8.1"I/2BPI + D4- 01/1217!2-3.4 20'0 .20'0 - 24'6 30'0 20'6 DS- DJ/2C12-8.1 I/2AP1 D6- DJ/YC12-8.1 I/2BP1 40'0 LEAN-TO ( PART B6) I 75.0 ( PART g3 ) St- SAY65.2 f/8 i2 - sSZfS-i i0l314ZZ ENDWALL FRAMING AT FRAME- LINE 25 CLIPS ® F.L. 25 SP- SA2-6.2 1/8 Z3 - 12213-4.6 1/8 Z- + Z4 - I2Z13-14.8 I/2ZC ' (22)CL-2 (40)CL-9 * - . (Y1)CL-3 (2 )CL-8 • (14)CL-4B (I)CL-1817 i (6)CPB- I ` r(4.5)FSJ I -15.2 P/ - PA-4.6SHEETING DIRECTION P2 - PA -4.7 r/2 4. 1 r: P3 PA 8 P4 PA -4.10 '12 m y :4......:Q........SL.0.: �'fL: :0........0.. �:0,: �:4•: :0%: :44.:a: :P,: :Q.: :0.: �a:.R.: :•a: �:4' P5 - PA -5.0 17 CL -21 (3.75)GA-1 (6 FEB -0.6 ` 5.5 TR1-15.2 W 5.5 RS�F-t THCSIRU & TRECR P6 - PA -5. / 1/2 / ( ) n P7 - PA 5.3 rTCB1L h TRECL rl ) . P8 - PA -5.4 1/2 (3FPFC-I P9 - PA -5.6 N P/0- PA -5.7 1/2 O P11- PA -6.9 h C P12- PA -5.10 1/2 A 4. P13- PA -6.0 O 4 P/4- PA -6.1 1/2 N PIS- PA -6.3 -7.4 (4.6)FSJI-15.2 I - 4 P16- PA -6.4 I/2 rti P17- PA -6.6 N P/8- PA -6.7 !/P P/9- PA -6.9- NO. REVISIONS MADE CK'D DATE ENGRI DATE NO. REVISIONS P20- PA -6.10 r/2 DRAWING SUBMITTAL TCBtL k TRECL, (2)F8B-0.6 P21- P22- PA -7.0 PA -14.0W GLM TANKS GRANDE PRAIRE, AL 360 STEEL INC., (l8)CL-YI (Y.65)GA-I W 3 RSF-1 P23- A3P26-13.11 3/8 (RBCW) cr (s) FOR CONSTRUCTION o - .[) FOR APPROVAL [) FOR PERMIT ONLY ' P24- PA -6.11.4 1/2 ( ) FOR PRELIMINARY DESIGN APPO BY: YOw 04/11/06 ' CAD BY: 04/07/06 16:16:09 Ver. 25.2 DRAWING. NUMBER' 51345701 E-34 REV.NO. 2 P21- A3P26-11.3 (RECN) q V N N N N N N N N N N N N ••1 N e! y Ci O O! of ddd a of y Oi Of Oi Oi g N 1 r'i N V NI w NI r r N .. 0 N O Vf I n Yj h d1 pJ o7 V N V C �1 4 C C 4 I ;k; � (4)12Cl2-20.0NN+(8)FPFV-2X (3FPFC-I N MK# EW07S-C FLASHING @ F.L. 25 SHEETING LAYOUT O .. N S h C ♦ y 4 C b 0. A 4. m 4 q 4 O 4 4 N 4 ::Oj:: (I)FOCF12-3.10X (J)F0CF95-3.10X. -7.4 (4.6)FSJI-15.2 I - 4 - • (2)FOCF12-7.2X (2)FOCF95-7.2X - - =(2)FS✓1-15.2 +(/.6)CA-4 (2)FSJI-15.2 +(I.6)CA-4 -t o NO. REVISIONS MADE CK'D DATE ENGRI DATE NO. REVISIONS MADE CK'D DATE I ENGR DATE DRAWING SUBMITTAL SCALE: • DATE GLM TANKS GRANDE PRAIRE, AL 360 STEEL INC., MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY - 2 FOR CONSTRUCTION BB CAR 04/24/06 _ STATUS - . - (s) FOR CONSTRUCTION o - .[) FOR APPROVAL [) FOR PERMIT ONLY CHECKED BY: LC - ( ) FOR PRELIMINARY DESIGN APPO BY: YOw 04/11/06 ' CAD BY: 04/07/06 16:16:09 Ver. 25.2 DRAWING. NUMBER' 51345701 E-34 REV.NO. 2 v q V N N N N N N N N N N N N �! e! O' Ci 4i O! of ddd I of Oi Of Oi Oi �i tp N h N q h M 0 I h N h d1 pJ o7 q N 4 C C 4 C C 4 C 16.75.0MC-1 PI A3P26-7.0 (RBCIrP70) _ 4 . r(P)FSJI-10.2 N (4)12Cl2-20.0NN+(8)FPFV-2X (3FPFC-I N MK# EW07S-C FLASHING @ F.L. 25 SHEETING LAYOUT AT DOORS tQly � I N LINE 25 (4)FJISB-7.4 4 N N (2)9.SCI6-20.0NN+(4)FPFY-ZX (4)12Cl2-20.0NN+(8)FPFV-2X (3FPFC-I SHEETING PACKAGE MK# EW07S-C FLASHING @ F.L. 25 SHEETING LAYOUT AT DOORS I LINE 25 (2)FDN2-3.7 LINE 25 (4)FJISB-7.4 (I)FOCF12-3.10X (J)F0CF95-3.10X. • (2)FOCF12-7.2X (2)FOCF95-7.2X - - NO. REVISIONS MADE CK'D DATE ENGRI DATE NO. REVISIONS MADE CK'D DATE I ENGR DATE DRAWING SUBMITTAL SCALE: NONE DATE GLM TANKS GRANDE PRAIRE, AL 360 STEEL INC., MODESTO CALIFORNIA AMERICAN BUILDINGS COMPANY - 2 FOR CONSTRUCTION BB CAR 04/24/06 _ STATUS - . - (s) FOR CONSTRUCTION DRAWN BY: AM 04/07/06 - .[) FOR APPROVAL [) FOR PERMIT ONLY CHECKED BY: LC - ( ) FOR PRELIMINARY DESIGN APPO BY: YOw 04/11/06 ' CAD BY: 04/07/06 16:16:09 Ver. 25.2 DRAWING. NUMBER' 51345701 E-34 REV.NO. 2 q PROJECT INFORMATION METAL STORAGE BUILDING APN 040-660-018 LOT AREA 394,220 SF (9.05 AC) PROPOSED CONDITIONED AREA 0 SF EXISTING HOUSE AND GARAGE 3,062 PROPOSED STORAGE BUILDING 1,500 SF TOTAL BUILDING AREA 4,562 SF PERCENT AREA USED 1 % NEW METAL STORAGE BUILDING CONST TYPE V -N ZONING A-20FOR MIKE Mc DONALD INDEX TO SHEETS FOUNDATION PLAN AND DETAILS 1 GENERAL NOTE ALL WORK ON THIS PROJECT SHALL CONFORM TO THE ADOPTED EDITIONS OF THE 2001 CALIFORNIA BUILDING CODE AND BUTTE COUNTY REGULATIONS. OSOUTH ELEVATION NO SCALE ONORTH ELEVATION NO SCALE O 20' BSL I I � _ N89.47'00'E 985.32' . 7 g p 0 M L A N E OPENING CALCULATION: 3UILDING IS 1500 SF AND SOy OF :XPANDED METAL IS CLEAR OPENING. AREA/OPENING = (1500/0.8)(IN/SF) / 4 = 470 IN SQ /OPENING. .SITE PLAN 1' = 50, 0 FOR IS LDG s" clh ®EASI ELEVATION NO SCALE OWEST ELEVATION NO SCALE 2x2x1/8 ANGLE TYP APPROVED PLANS AND PERMIT SHALL BE ON SITE FOR ALL INPECTIONS 36%13" CLE R PENT G jx1 FLAT E PA DED METAL (TYP (E ELEVATION OF COVERED WALKWAY NO SCALE DETAIL 8/— /- DETAIL 9/— u NO SCALE j ®DETAIL OF CONNECTION TO HOUSE NO SCALE (E) RAFTER 1/2" MB TYP— ��— MAINT. 1—j " FROM TOP EDGE GUTTER HSS 2x2xj HSS6x2xj " BUTT—WELD ALL AROUND DETAIL OF CONNECTION TO I NO SCALE " MB IN 1" IP SLEEVE f f BUTT—WELD BOTH 2to y< SIDES OF MP TO HSS TYP j " MP DETAIL OF CONNECTION TO HOUSE NO SCALE GIRT HSS2x24 - •r ii SLICE ANGLE do BEND 2" EAR 90'. BOLT TO GIRT W/ 1/2- TYP METAL ROOFING• • • • NOTE SITE CONDITIONS ENGINEERING MAY BE REQUIRED IF ANY OF THE FOLLOWING SITE CONDITIONS ARE OBSERVED AND NOT SHOWN ON THE APPROVED PLANS: EXCESSIVE SLOPES EXPANSIVE ALL AROUND TYP SECTION THROUGH FRAMING NO SCALE MB TYP. 4" MP— J7 BUTT—WELD TO HSS ALL AROUND J FRAME ANGLE SOILS EXCESSIVE CUTS OR FILLS ALTERATIONS TO NATURAL DRAINAGE OTHER UNUSUAL SOIL OR GEOGRAPHICAL CONDITIONS THE 2001 CBC, CMC, CPC, GIRT 2004 CEO, AND 2005 TMP CALIFORNIA ENERGY STANDARDS A5 AMENDED BY THE JURISDICTION APPLY TO THIS PROJECT. DETAIL OF CONNECTION TO (N) BLDG NO SCALE ,_�61 - ((m BUILDING DIVISION F. Uj C ®EASI ELEVATION NO SCALE OWEST ELEVATION NO SCALE 2x2x1/8 ANGLE TYP APPROVED PLANS AND PERMIT SHALL BE ON SITE FOR ALL INPECTIONS 36%13" CLE R PENT G jx1 FLAT E PA DED METAL (TYP (E ELEVATION OF COVERED WALKWAY NO SCALE DETAIL 8/— /- DETAIL 9/— u NO SCALE j ®DETAIL OF CONNECTION TO HOUSE NO SCALE (E) RAFTER 1/2" MB TYP— ��— MAINT. 1—j " FROM TOP EDGE GUTTER HSS 2x2xj HSS6x2xj " BUTT—WELD ALL AROUND DETAIL OF CONNECTION TO I NO SCALE " MB IN 1" IP SLEEVE f f BUTT—WELD BOTH 2to y< SIDES OF MP TO HSS TYP j " MP DETAIL OF CONNECTION TO HOUSE NO SCALE GIRT HSS2x24 - •r ii SLICE ANGLE do BEND 2" EAR 90'. BOLT TO GIRT W/ 1/2- TYP METAL ROOFING• • • • NOTE SITE CONDITIONS ENGINEERING MAY BE REQUIRED IF ANY OF THE FOLLOWING SITE CONDITIONS ARE OBSERVED AND NOT SHOWN ON THE APPROVED PLANS: EXCESSIVE SLOPES EXPANSIVE ALL AROUND TYP SECTION THROUGH FRAMING NO SCALE MB TYP. 4" MP— J7 BUTT—WELD TO HSS ALL AROUND J FRAME ANGLE SOILS EXCESSIVE CUTS OR FILLS ALTERATIONS TO NATURAL DRAINAGE OTHER UNUSUAL SOIL OR GEOGRAPHICAL CONDITIONS THE 2001 CBC, CMC, CPC, GIRT 2004 CEO, AND 2005 TMP CALIFORNIA ENERGY STANDARDS A5 AMENDED BY THE JURISDICTION APPLY TO THIS PROJECT. DETAIL OF CONNECTION TO (N) BLDG NO SCALE ,_�61 - ((m BUILDING DIVISION F. Uj C 0 W LU EL LU 0 p W � � z aZ cclo Ate' 5/7/07 CAIS: 1 "=50' DESIGN BY: PFK CHECKED BY PFK SHFF7- 0 QI I W O � S89.47'00'W _ 978.26' � • cc 25 BSL � Q I z � w BSL ' WI � NORTH >1 25 BSL ' � °D NOTE: : I �• PROPERTY OWNER IS RESPONSIBLE FOR PLUG dt ABANDON LEACH ~• Q DETERMINING LOCATIONS OF PROPERTY LINES LINE WAN 5' OF BLDG � I • AND EASEMENTS AND MAINTAINING REQUIRED Z o : SETBACKS FROM PROPERTY LINES AND p EASEMENTS. A SURVEY MAY BE REQUIRED IF co � N �• DETERMINED NECESSARY BY THE BUILDING • • OFFICIAL. • Z ' O I y' CONSTRUCT COVERED WALKWAY 258' � � (E) 1,200 GAL SEPTIC TANK b : (n • FLANI IVISION -BUILDING PLAN APPROVAL � "� m L,.J � --D�e• CONSTRUCT 32 LF LEACH LINE PER BUTTE COUNTY REGULATIONS (E) RESIDENCE � I W • � _...._L»tndscapinq:25' EXISTING LEACH LINE 168 LFQ �LEACH LINE W/ SUBTRACTION AND ADDITION 168 LF ' 0 . Z (1,41) DW Q r W LU EL LU 0 p W � � z aZ cclo Ate' 5/7/07 CAIS: 1 "=50' DESIGN BY: PFK CHECKED BY PFK SHFF7- 0 QI I W O � S89.47'00'W _ 978.26' � • cc 25 BSL � Q I z � w BSL ' WI � NORTH >1 25 BSL ' � °D NOTE: : I �• PROPERTY OWNER IS RESPONSIBLE FOR PLUG dt ABANDON LEACH ~• Q DETERMINING LOCATIONS OF PROPERTY LINES LINE WAN 5' OF BLDG � I • AND EASEMENTS AND MAINTAINING REQUIRED Z o : SETBACKS FROM PROPERTY LINES AND p EASEMENTS. A SURVEY MAY BE REQUIRED IF co � N �• DETERMINED NECESSARY BY THE BUILDING • • OFFICIAL. • Z ' O I y' CONSTRUCT COVERED WALKWAY 258' � � (E) 1,200 GAL SEPTIC TANK b : (n • FLANI IVISION -BUILDING PLAN APPROVAL � "� m L,.J � --D�e• CONSTRUCT 32 LF LEACH LINE PER BUTTE COUNTY REGULATIONS (E) RESIDENCE � I W • � _...._L»tndscapinq:25' EXISTING LEACH LINE 168 LFQ �LEACH LINE W/ SUBTRACTION AND ADDITION 168 LF ' 0 . Z (1,41) DW Q r 0 QI I W O � S89.47'00'W _ 978.26' � • cc 25 BSL � Q I z � w BSL ' WI � NORTH >1 25 BSL ' � °D NOTE: : I �• PROPERTY OWNER IS RESPONSIBLE FOR PLUG dt ABANDON LEACH ~• Q DETERMINING LOCATIONS OF PROPERTY LINES LINE WAN 5' OF BLDG � I • AND EASEMENTS AND MAINTAINING REQUIRED Z o : SETBACKS FROM PROPERTY LINES AND p EASEMENTS. A SURVEY MAY BE REQUIRED IF co � N �• DETERMINED NECESSARY BY THE BUILDING • • OFFICIAL. • Z ' O I y' CONSTRUCT COVERED WALKWAY 258' � � (E) 1,200 GAL SEPTIC TANK b : (n • FLANI IVISION -BUILDING PLAN APPROVAL � "� m L,.J � --D�e• CONSTRUCT 32 LF LEACH LINE PER BUTTE COUNTY REGULATIONS (E) RESIDENCE � I W • � _...._L»tndscapinq:25' EXISTING LEACH LINE 168 LFQ �LEACH LINE W/ SUBTRACTION AND ADDITION 168 LF ' 0 . Z (1,41) DW Q r CENTERLINE_„ BOLT GROUP TYP / FTG TYPE 1 FACE OF FNDTN FTG TYPE 3 FTG TYPE 1 FOUNDATION _ FOUNDATION OU DATION PLAN DIMENSIONS ARE TO FACE OF FOUNDATION 31V - 1 BOLT GROUP TO BE CENTERED ON FTG TYP ALL FTGS EDGE ASTM A307 GRADE 36 BOLT EMBEDDED 10" MIN N x 10MIN10" MIN CARRY PERIMETER IW ,,,;------- ;, TYP REINFORCING THROUGH 45 „ - - - - - FOOTINGS TYP FOOTING 90' 45' PEDESTAL A# FTG TH. VARIES ---fi-t-�---- --- EDGE 30-42" PER TABLE 2 CORNER FOOTING TYP NO SCALE 3 SIDEWALL FOOTING TYP NO SCALE HAIRPIN— CENTER IN SLAB �• ... y ,14 IIS BARS O 18" MAX OC E/W ALL FTGS UNDISTURBED SOIL OR SOIL COMPACTED TO 95% RC. VARIES 44-55" PER TABLE 4 FOOTING SECTION TYP NO SCALE ■ ■ 5.5" TYP ENDWALLS 12.5" TYP i CORNERS SOIL NOTE THE FOUNDATION SHOWN ON THIS PLAN IS DESIGNED FOR NORMAL SOIL AND IS NOT SUITABLE FOR EXPANSIVE CLAY. SHOULD EXPANSIVE CLAY BE DISCOVERED AT THE SITE A GEOTECHNICAL INVESTIGATION WILL BE REQUIRED AND THE DESIGN OF THE FOUNDATION WILL BE MODIFIED. GENERAL NOTES 1. CONSTRUCTION SHALL CONFORM TO THE 2001 CALIFORNIA BUILDING CODE AND BUTTE COUNTY ORDINANCES. 2. NO SPECIAL INSPECTION REQUIRED FOR COLUMN ANCHOR BOLTS. 3. THIS FOUNDATION DESIGN IS BASED ON AMERICAN BUILDING COMPANY ORDER # 51-4316-01. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH AMERICAN DRAWINGS. ANY DISCREPANCY SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 4. FOOTING SIZE MAY BE INCREASED UP TO 12" PER SIDE AT CONTRACTOR'S OPTION. ELEVATION NOTE FF HAS NO DESIGN ELEVATION. CONCRETE NOTES 1. CONCRETE SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH OF 2500 PSI, WITH SLUMP NOT TO EXCEED 4". AGGREGATE SHALL BE A MAXIMUM OF 14" IN FOUNDATIONS AND J" IN THE SLAB. CURING COMPOUND SHALL BE APPLIED TO THE SLAB IMMEDIATELY AFTER FINAL TROWEL LING. 2. CRACK CONTROL JOINTS MAY BE CONSTRUCTION JOINTS OR 14' SAWCUTS MADE AS SOON AS PRACTICAL AFTER PLACING OF CONCRETE. 3. REINFORCING BAR TO BE GRADE 60 WITH 30" LAP SPLICES. MAINTAIN 3" CLEARANCE WHEN POURED AGAINST SOIL AND 2" ELSEWHERE. WELDED WIRE MESH (WWM) SHALL BE LAPPED NOT LESS THAN TWO WIRE SPACES. FOOTING TABLE FTG TYPE LENGTH PER SIDE DEP 1 44" 30 2 50" 30 3 1 55"1 42 6 SLAB EDGE @ DOORS NO SCALE w •. � ': ; 1 � it *�� 12w 1 MIN � s — I (2) #4 BARS 16"x16" f4 ELLS O 36" OC CONST JOINT ----i�! IN FTG UNDISTURBED OR WELL— 12" COMPACTED EARTH BUTTE COUNT' SINGLE -POU R DOUBLE -POUR BUILDI A.3 DIVISION APPROVED PERIMETER FNDTN TYP- MAY BE CONSTRUCTED SINGLE OR DOUBLE -POUR W � � i O • QOO a W N Lo V Z� = Loco i/) r 6 0 Y J Q Q V O00 c �Lo —0 0 = co GI) J Zd .jw m0 Z Z 00 �F- Q d W00 �Z Z =00 cn UL LL D Q Z 0 U W 02 C) Z 0 _J MD W W Z F— W 0 c v U>2 OJT w >m O W Of 0 = co No A1E: 5/7/07 Ate' AS NOTED DESIGN BY: PFK CHECKED 8Y: PFK c�urrr. 0 �� t Y 4` t ,..,� : I..r ,. �. -rs i ,II y ::. :, r:,. is -.� -�-, .. ;..: ! .L.... � a a „ ..::: '. _ h • '.;^. ,. 1 I .I I� l'! --,