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HomeMy WebLinkAbout042-010-078als% COMPLA1 T GIVf:N T0OR BUILDING CODE VIOLATION 30DAY UILDING QODE VIOLATION: V7/1 � )42-010-078 99-0579 3ROWN, Kelly $Iw/ )764 Bell Road, Chico :ontr: N. Valley Buildinjg System )ffice & Ag. Storage); 042-010-078 02-0866 BROWN, Kelly 3764 Bell Road, Chico 1-IVAC/Oflice ril"i �l�v•Lx.�.,.�-=-r�-�- -- � � fin,-� 4-7 � �. 'tl{ArlhS . March 7, 2002 Mr. Kelly Brown 3764 Bell Road Chico, CA 95926 RE: Formal Warning Notice Building Code Violation 3764 Bell Road, Chico, CA 95926 AP # 042-010-078 Dear Mr, Kelly Brown: BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965.3397 TELEPHONE: (530) 538-7541 FAX: (530)538-2140 - This is a formal warning notice. Pursuant to Butte County Code (BCC) Section 41-2, we sent you a courtesy notice dated February 15, 2002, notifying you that you are in violation of the BCC, and 1998 California Building Code (CBC), at the above -referenced location. As of this date, the following violations still exist: Failure to obtain the required permits, inspections and approvals from this office for the installation of HVAC unit and liquid propane gas line in office: (a) Section 106.1 Permits Required (b) Section 108.1 Inspections Required (c) Section 108.4 Inspection Approval Required Before Use or Occupancy (d) Section 3405 Change in Use Requires Conformance to Code The above violations(s) shall be corrected or abated by you by applying for the required permits, and paying the appropriate fees, including penalties. After permit issuance and field authorization to proceed, the work must be completed and approved by this office within the permit specified time. This is your final warning. Unless you contact this office and make the proper arrangements to correct or abate the violation(s) voluntarily, within ten (10) days from the date of this letter, enforcement shall be pursued through the issuance of a citation (ordering you to appear in court) for said violation(s) and for failing to comply with this warning letter. Upon conviction of said violation(s) or of failing to comply with this letter, the court shall impose penalties (fines) and a Notice of Violation shall be recorded in accordance with Butte County Code Section 41-7. The Notice of Violation shall include a description of the premises the violation concerns, a description of the violation, the date of your conviction and the action necessary to correct or abate the violation(s). Mr. Kelly Brown March 7, 2002 Page 2 Should you have any questions concerning this matter, please contact Scott Rutherford or Michael C. Vicira in this office at the address or telephone number listed above. Sincerely, Rutherford Chief Building Inspector SR:th 1 2 3 4, 5 6 7 8 9 10 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 PROOF OF SERVICE BY MAIL I am a citizen of the United States and employed in the County of Butte. I am, and was at the time of the service hereinafter mentioned, over the age of eighteen years and not a party to the within action. My business address is Department of Development Services, Building Division. # 7 County Center Drive, Oroville, California. 95965. 1 am readily familiar with the County's practice for collection and processing of correspondence/documents for mailing with the United States Postal Service and that said correspondence/documents are deposited with the United States Postal Service in the ordinary course of business on the same day. On January 14, 2002, a foregoing 30 -Day Letter on the person(s) named below by placing a true copy thereof in a sealed envelope, with first class postage thereon fully paid, addressed as indicated below, and by placing said envelope In the appropriate place within the Department of Development Services where mail is collected for mailing with the United States Postal Services on the same day. X In the United States Postal Service Mail in Oroville, California. Mr. Robert Laurence Anderson 11877 Concow Rd. Oroville, CA 95965 AP# 058-190-084 I declare under penalty of perjury under the laws of the State of California on March 7, 2002 at Oroville, California. wry —) �J Tammy Holt February 15, 2002 Mr. Kelly Brown 3764 Bell Road Chico CA 95926 RE: Building Code Violation Address: 3764 Bell Road, Chico CA 95926 AP # 042-010-078 Dear Mr. Brown: Ll__ll _ / — LAND OF NATURAL WEALTH AND BEAUTY BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530)538-2140 This is a courtesy notice to notify you that you are in violation of the Butte County Code, as follows, at the above -referenced location. Failure to obtain the required permits, inspections and approvals from this office for the installation of HVAC and liquid propane gas line in office. Since permits and inspections are required for the above work, please submit three (3) complete sets of plans, apply for the required permits, and pay the appropriate fees. All work must stop until these permits are issued and you are authorized by our field inspector to proceed. The field authorization cannot be made until the existing work is inspected and approved. It is the County's goal to obtain voluntary compliance with the Butte County Code. However, you should be advised that Butte County has an active Code Enforcement Program which provides an effective means of enforcement if voluntary compliance is not obtained. Enforcement may be pursued through the issuance of citations, fines and the recording of a Notice of Violation including a description of the action necessary to abate the violation. You have thirty (30) days to voluntarily comply with the above directions or to present an acceptable plan for abatement or corrective actions to be taken by you. Should you have any questions concerning this matter, please contact Scott Rutherford or Michael Vieira in this office at the address or telephone number listed above. Sincerely, Air Scott Rutherford Chief, Building Inspector SR:tp cc: Assessor COMPLAI T GIVEN TO INSPECTOR BUILDING CODE VIOLATION T 30 DAY IUILDING CODE VIOLATION: 3/7/a )42-010-078 _ 99-0579 3ROWN, Kelly s ,764 Bell Road, Chico -ontr: N. Valley Building System )ffice & Ag. Storage/7 COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 T (Rev. 12/96) APPLICATION AIV PERMIT --r�'��° ASSESSORPARCEL NUMBER a&_ 01 0 ^ o� ZONIN BUILDING PERMIT OWNER T7 SO. FT. OCC. BUILDING VALUATION .OWNERSORES S �3 CONTRAC S ' TE ONE CONTRACTORS (UNG ADDRESS CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ BUILDINGADDRESS Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUSDNIS IONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ MobilehomeOther �{ ` (�� PECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other [ Describe Work: � � JA M CS L4 C VVI Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G W @20.00 � PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 R LE Main Service 2o.A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class LIC. NO. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ]� I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason Main Service TO 46.00 CCU000A NEW CONST. DWEWNG OCCUP. OR ADDNS. ( DW W AcC. S. S° 3.5QFT; r",ON RES DT MULTI.OUTLEr @7,50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex, Occup. OUTLET OR FIXTURES .00 820 O I. 0 Ex. Occup. GFlxunFrs(RRa ) 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure, for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the worke ' cc ens tion provisions of section 3700 of the Labor Code, I shall fort ith pl Ith those provisions. Date Si o ppanOwner ❑ Contractor ❑ AgAnt n OSHA rmit is required for excavations over 60" deep and demolition or construction of structur s over 3 stories in height. MECHANICAL PERMIT Filing Fee 20.00 Heating Coolin Hood 6.50 Ventilation PERMIT FEE $ Mobile Home Installation Fee $ Energy Inspection Fee $ OccT. PE O TOTAL FEE $ kFE /3 HAZ. D. FEES IMP FLOOD CDF PARCEL PO HD ISSUE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have By PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. - r� Z Date V Date v ReceiptNo. WHITE-D.D.S.-B. D. NA S ESSOR INK -I PECTOR GOLDENROD -APPLICANT •,,,,,,.l . ?w. OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner-builder",building permit has been applied.for in your name and bearing your signature. PIease complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building. permit. No;:building permit will be issued until this verification is received. _ 1. I personally .plan to provide the major labor and d materials for construction of the•proposed property improvement: YES J�� NO 13 ? 2. I HAVE �(, HAVE NOT ❑ signed an application for a building permit for the proposed work. 3. I have contracte with the following person (firm) to provide the proposed construction: NAME: '- ..-> ..., ,:cr�c. • .. _,_ � ; ADDRESS: CITY: CITY: PHONE: CONTRACTOR'S. LICENSE NO. 4. I plan to provide portions of this work, but I have hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: PROPERTYOWNER: SOCIAL SECURITY NUMBER: DATE: I Z� NOTE: This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. OVER OWNER BUILDER INFORMATION Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party 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 5300 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 emplover, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. ♦ There may be financial risks for you if you do not carry out these obligations, and these risks are especially serious with respect to worker's compensation insurance. ♦ For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure an "owner builder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community or at 1020 N Street, Sacramento, CA. 95814. Please complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. r rely, blit el C. Vi iia, C.B.O. M ger, Building Inspection NOTE. This Owner -Builder Information is required by Section 198.10 of the California Health and Safety Code. OVER .. PROOF OF SERVICE BY MAIL r I am a citizen of the United States and employed in the County of Butte. I am, and was at the time of the service hereinafter mentioned, over the age of eighteen years and not a party to the within action. My business address is Department of Development Services, Building Division. # 7 County Center Drive, Oroville, California 95965. 1 am readily familiar with the County's practice for collection and processing of correspondence/documents for mailing with the United States Postal Service and that said correspondence/documents are deposited with the United States Postal Service in the ordinary course of business on the same day. On February 15, 2002, a foregoing 30 -Day Letter on the person(s) named below by placing a true copy thereof in a sealed envelope, with first class postage thereon fully paid, addressed as indicated below, and by placing said envelope In the appropriate place within the Department of Development Services where mail is collected for mailing with the United States Postal Services on the same day. X In the United States Postal Service Mail in Oroville, California. Mr. Kelly Brown 3764 Bell Road Chico, CA 95926 AP# 042-010-078 I, declare under penalty of perjury under the laws of the State of California on March 7, 2002 at Oroville, California. �Qtt1ry'Ll�� `moi U Tammy Holt March 7, 2002 Mr. Kelly Brown 3764 Bell Road Chico, CA 95926 RE: Formal Warning Notice Building Code Violation 3764 Bell Road, Chico, CA 95926 AP # 042-010-078 Dear Mr. Kelly Brown: BEAUTY DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 ' TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 This is a formal warning notice. Pursuant to Butte County Code (BCC) Section 41-2, we sent you a courtesy notice dated February 15, 2002, notifying you that you are in violation of the BCC, and 1998 California Building Code (CBC), at the above -referenced location. As of this date, the following violations still exist: Failure to obtain the required permits, inspections and approvals from this office for the installation of HVAC unit and liquid propane gas line in office. (a) Section 106.1 Permits Required (b) Section 108.1 Inspections Required (c) Section 108.4 Inspection Approval Required Before Use or Occupancy (d) Section 3405 Change in Use Requires Conformance to Code The above violations(s) shall be corrected or abated by you by applying for the required permits, and paying the appropriate fees, including penalties. After permit issuance and field authorization to proceed, the work must be completed and approved by this office within the permit specified time. This is your final warning. Unless you contact this office and make the proper arrangements to correct or abate the violation(s) voluntarily, within ten (10) days from the date of this letter, enforcement shall be pursued through the issuance of a citation (ordering you to appear in court) for said violation(s) and for failing to comply with this warning letter. Upon conviction of said violation(s) or of failing to comply with this letter, the court shall impose penalties (fines) and a Notice of Violation shall be recorded in accordance with Butte County Code Section 41-7. The Notice of Violation shall include a description of the premises the violation concerns, a description of the violation, the date of your conviction and the action necessary to correct or abate the violation(s). Mr. Kelly Brown March 7, 2002 Page 2 Should you have any questions concerning this matter, please contact Scott Rutherford or Michael C. Vieira in this office at the address or telephone number listed above. Sincerely, Scott Rutherford Chief Building Inspector SR:th `LS BUILDING DIVISION February 15, 2002 DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 Mr. Kelly Brown FAX: (530) 538-2140 3764 Bell Road Chico CA 95926 RE: Building Code Violation Address: 3764 Bell Road, Chico CA 95926 AP # 042-010-078 Dear Mr. Brown: This is a courtesy notice to notify you that you are in violation of the Butte County Code, as follows, at the above -referenced location. Failure to obtain the required permits, inspections and approvals from this office for the installation of HVAC and liquid propane gas line in office. Since permits and inspections are required for the above work, please submit three (3) complete sets of plans, apply for the required permits, and pay the appropriate fees. All work must stop until these permits are issued and you are authorized by our field inspector to proceed. The field authorization cannot be made until the existing work is inspected and approved. It is the County's goal to obtain voluntary compliance with the Butte County Code. However, you should be advised that Butte County has an active Code Enforcement Program which provides an effective means of enforcement if voluntary compliance is not obtained. Enforcement may be pursued through the issuance of citations, fines and the recording of a Notice of Violation including a description of the action necessary to abate the violation. You have thirty (LO) days to voluntarily comply with the above directions or to present an acceptable plan for abatement or corrective actions to be taken by you. Should you have any questions concerning this matter, please contact Scott Rutherford or Michael Vieira in this office at the address or telephone number listed above. Sincerely, A4-ff—A*V Scott Rutherford Chief, Building Inspector SR:tp cc: Assessor r ....... Suite ount fit., . LAND OF NATURAL WEALTH AND BEAUTY `LS BUILDING DIVISION February 15, 2002 DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 Mr. Kelly Brown FAX: (530) 538-2140 3764 Bell Road Chico CA 95926 RE: Building Code Violation Address: 3764 Bell Road, Chico CA 95926 AP # 042-010-078 Dear Mr. Brown: This is a courtesy notice to notify you that you are in violation of the Butte County Code, as follows, at the above -referenced location. Failure to obtain the required permits, inspections and approvals from this office for the installation of HVAC and liquid propane gas line in office. Since permits and inspections are required for the above work, please submit three (3) complete sets of plans, apply for the required permits, and pay the appropriate fees. All work must stop until these permits are issued and you are authorized by our field inspector to proceed. The field authorization cannot be made until the existing work is inspected and approved. It is the County's goal to obtain voluntary compliance with the Butte County Code. However, you should be advised that Butte County has an active Code Enforcement Program which provides an effective means of enforcement if voluntary compliance is not obtained. Enforcement may be pursued through the issuance of citations, fines and the recording of a Notice of Violation including a description of the action necessary to abate the violation. You have thirty (LO) days to voluntarily comply with the above directions or to present an acceptable plan for abatement or corrective actions to be taken by you. Should you have any questions concerning this matter, please contact Scott Rutherford or Michael Vieira in this office at the address or telephone number listed above. Sincerely, A4-ff—A*V Scott Rutherford Chief, Building Inspector SR:tp cc: Assessor r .r—',�.. r.. ....,---w�l 1 �. r r'w�r's+.-o---y—a+.ewrsy' +c i—�•�-.;' .. , `-COUNTY OF BUT TE1 i, BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drivel Oroville, CA • (530) 538-7541 CORRECTION NOTICE _ j L VA OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional explanation, please contact this office immediately. . i Date -2— a Z-- Inspector REV 10/92 ,., 1 )42-010-078 99-0579 3ROWN, Kelly :5.7 (� ;764 Bell Road, Chico -ontr: N.Nalley Building System hnd— )ffice & Ag. Storage }-t ���� BUTTE COUNTY DEVELOPMENT SERVICES Complainant: M f v:�: A yj1JII--> Address: f Phone Number: CO,N6 Other Comments: O :its:--'- i Inspector must draw a plot plan with all building locations: ` Additional Commecits'from Inspector: 2 Ile i NOTES .RESIDENTIAL�..� 042-010-078' 99-0579 r PER;IIT NO, _..BROWN, Kelly w , 3764 Bell Road, Chico = Contr: No Valley Building System Pri. Garage and Workshop ; ®� occ 4-0 lbv-'� .o_ _ ,ro,.�. � { �j�UcGa !a-FI� '�•-� -Q9 �Zy Nc�-{eg oN v' a oche SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIDE SPRINKLERS REQ. —ESPECIAL INSPECTION ITEMS VERIFY - USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER flipl� SH'anPlh l,�n/tirq JOB FINALED (Date) _'�wf Signature l t i e 4 a t �t v' a oche SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIDE SPRINKLERS REQ. —ESPECIAL INSPECTION ITEMS VERIFY - USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER flipl� SH'anPlh l,�n/tirq JOB FINALED (Date) _'�wf Signature V= OK 0 = Not OK - = Not Applicable MOBILE HOMES = Not Ready Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /"L"ft./ !'LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date 1. Card B-1 Date Card B-1 Date Footings; Soils -Size -Depth -Spacing -Connectors -Steel Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Wood Awn.; Posts- Beams- Rftrs.-Con nectors Shthg.-Frg-Bracing 1. Zoning Requirements -Setbacks -Easements 6. 2. Footings; Size -Spacing -Marriage Line Electric 3. Gas; MH Test -Demand -Valve -Connector 9. 4. Electricity; MH Test -Crossovers -Breakers -Clearances Roof; Shthg-Roofing 5. Drain; MH Test -Fall -Flex Connector 12. 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged Date 9. Tie Downs -Type -Installation Cert. Card B-1 Date Card B-1 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 12. Permanent Foundation Only; License Decal Date Card B-1 Date _ Card B-1 Date Card B-1 Date - 'Card B-1 t MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs.-Con nectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rttrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip.'w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 El V= OK 0 = Not OK = of Replicable / RESIDENTIAL (� Date Hangers -Post Caps -Anchors -Connectors n rfloor (Plans) OK except #'s Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rfng. 48. ing-Setbacks- Easements- Flood- Slope 49. i. Fig., Main; Soils-Elec. Grnd.-/ r Ftg. Depth Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 3. Ftg., G ge; Soils-Steel-Elec. Grnd.-/ r Ftg. Depth 52. 4. F ., Porches & Decks; Soils -Steel-/ /" Ftg. Depth Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stemwalls, Main; Steel-Blockouts-Wrapped 55. 6. Stemwalls, Garage; Steel- Blockouts-Wrapped Siding -Nailing Veneer 6a. Hol Downs and Special Anchors 58. Glazing Area -Glass Protection -Skylights -Plastic lab, Steel -Wrapped Shear Walls; Nailing -Bolts 8. Pi - ireplace Ftg.-Steel 61. $1105.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test Infiltration -Walls -Windows 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Date 11. Water Pipe; Test -Anchors -Regulator -Service Test Card B-1 Date Card B-1 1R/Erectric Underground -FINAL (Plans) OK except #'s 13. Plenums & Ducts; Clearance -Material -Support -Ins. 64--Satefcff Detector 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 81,E-BedreentE 15. Access & Ventilation G.F.I. & Bath Fixtures & Tub Access -Spa 16. Insulation airsai s Date It . Card B-1 Date Card B-1 Date15 'Appliance; Ground -Air Gap -Cooking Clearance Card B-1 Date Card B-1 Date arage Fire Door; Swing -Landing -Closure PLUMBING (Permit) OK except #'s C. Duct in Garage -Damper 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection I eceptacles in Garage (F.F.I.)-Romer. Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 60. 20. Shower Pan; Test, First Floor -Tub Access dn. VBents & Crawl Hole Door Drainage & Wood -Earth 21. Test Tub & Shower, Second Floor -Tub Access tti 82. 22. Gas Pipe; Sixe & Anchors Stucc . ish C,Unit Disconnect, Electrical -Plumbing Date Tents Above Roof, Plbg•Appliance-Fireplace-Clearance to Openings Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date tilation Throughout House ELECTRICAL (Permit) OK except #'s lass ELplection 23. Fixture & Transformer Clearance -Ins. Protection 24. Elec. Receptacles Spacing -Lights & Switches at Doors a S wer Connected -C/O to Grade -HD Approval 25. Size Boxes & No. of Conductors Stapled 940'Address 26. Romex Installed Close to Edge of Studs & C.J. 27. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water Date Card B-1 Date Card B-1 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI 29. Subteed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI 30. Range Circle / / ga Cu or AI -Oven Circ. / / ga Cu or Al Insulated Neutral O Yes ❑ No 31. Service -Riser Conductors & Ground Main Disconnect 32. Equip. Clearances Panels-Motors-Mech. Equip. 33. Clothes Closet Light -Shower Light -Spa Light 34. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 35. A.C. Ducts Insulation & Support 36. Vent Fan, Exhaust above insulation 37. Condensate Drain & Overflow, Size & Grade 38. Furnace -Vent Access -Comb. Air -Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 40. Sits Proper Materials & Anchors 41. Walls Studs -Nailing Spacing & Braces -Plates -Sound 42. Bearing Walls over Girders & Floor Nailing 43. Draft Stop in Walls (rat proof) 44. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 45. Headers & Beams -Size & Bearing jingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rftr. Ties-Purlin-Roll Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date, -FINAL (Plans) OK except #'s JV'Ext. Steps -Door & Sidelight Protection -Landings 64--Satefcff Detector 195, Vapte-clearance-Comb, Air -Connector - In Garage; Above Floor -Ducts -Mach. Protection 81,E-BedreentE iting G.F.I. & Bath Fixtures & Tub Access -Spa ec. Trim & Subpanel, Breaker Sizes & Labels airsai s Clearance -Hearth It . &91!-0ui%is"ht Wood Panel, Int. & Ext. 'Appliance; Ground -Air Gap -Cooking Clearance _ 7-3"1:107 ub e & Receptacles at Kit. Counter arage Fire Door; Swing -Landing -Closure C. Duct in Garage -Damper 7 tr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in e; Above Floor-Mech. Protection Ib. Elec. & Mech. Equip. Listed for Location I eceptacles in Garage (F.F.I.)-Romer. Protection . Insulation -Foam -Looked in Attic 60. u s & 6e-ck Construction -Post Caps dn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor O Yes tti 82. FqPe<i'ng Instld./Drive :J Yes ] No/Walks :1 Yes J No/Planters ] Yes J No Stucc . ish C,Unit Disconnect, Electrical -Plumbing Tents Above Roof, Plbg•Appliance-Fireplace-Clearance to Openings ater I, Disconnect, Electrical, Plumbing xterior c. Trim, G.F.I. Receptacle -Underground tilation Throughout House lass ELplection orreaons from Previous Inspections s e eters Tagged, Gas -Electric a S wer Connected -C/O to Grade -HD Approval En Compliance Certificate -Other Certificates 940'Address Posted Date Card B-1Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Butter Manufacturing Company 7440 Doe Avenue 49rBOW 720 Visalia, CA 9327-9 Phone: (209)651-5344 Fax: (209)651-5370 February 22, 1999 Andy Wood North Valley Building Systems Chico; CA 40x40x14 LRF 1:1� Kelly Brown Chico, CA BMC ORDER NO. 04=045559-1 BUILDER NO..99-07 To Whom It May Concern: Please accept this letter as our certification that the Butler.Mfg. Co. (an P RISC Class MB Certified Fabricator) components of the subject building:, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the. RISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet. or exceed the County Climatic Data as published in the 1.986 Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building are in accordance with the 1994 Edition of the Uniform Building Code. r The subject building is designed to carry a basic roof live load of 20 pounds per square foot and a collateral load of, 0.0 pounds per square foot in addition to the dead load of the structure. t Components are designed for reduced roof live loads in accordance with Section 1606 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) _ 0 to 200 20 psf 200 to 600 16 psf Greater than 600 12 psf The building is designed for a basic wind'speed of 80 M.P.H., exposure factor "B" applied in accordance with Section 1613 of the Uniform Building Code. The building is designed for Seismic Zone 3 in accordance with Section 1624 of the Uniform Building Code and importance factor 1.0. Load combinations are in accordance with Section 1603.6 of the Uniform r Building Code. These Butler Components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements. The design of this building for wind load assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does'not cover field modifications or design of material not furnished by Butler Manufacturing, Company. The design of this building will be performed in, one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Burlington, ONT, Galesburg, IL, Kansas City, MO, Laurinburg, NC, San Marcos, TX, and -Visalia, CA._. Components for this building will be produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC, San Marcos, TX and Visalia, CA. All listed facilities are 'Category MB certified by the American Institute of Steel Construction. Cordially yours, Donal 0. o, Project -Engineer It t i3u�,r Cfl Cavi .C.Curry ; Group Inc. June 17, 1999 CGi: 99-1005.05 North Valley Building Systems Mr. Andy Wood No. I I; Three Sevens Lane Chico, California 95973 RE: High -Strength Bolting Special Inspection Kelly Brown Building 3764 Bell Road Chico, California Dear Mr. Wood: 20226 Charlanne Drive Redding, CA 96002 530-223-1277 530-223-1442 FAX %vww.CurryGroup.com On May 25, 1999, a CurryGroup representative observed tensioning of the 5/8 -inch ASTM A325 high- strength bolts at the project site. Bolts and nuts were identified per the AISC Manual of Steel Construction. Tensioning was by the calibrated wrench method. Our representative calibrated the erectors tensioning. procedures using three -bolt assemblages for each bolt length and diameter in our Skidmore Wilhelm Tension calibrator. Following calibration, our representative verified that tensioning was completed at each tension connection. Based on the calibration tests and our observations, to the best of our knowledge, the work was completed in accordance'with the approved plans and specifications. Tensioning at the observed connections meet the minimum tension requirements of the Uniform Building Code. We have employed generally accepted inspection and testing procedures. However, we do not undertake the guarantee of construction nor do we relieve the contractor of his primary responsibility to produce a completed project conforming to the project plans and specifications. No warranty is expressed or implied. If you have any questions regarding this information, please contact Cliff Curry at (5 I convenience. oQ�pcc SQ0 N F. R Bl/ q\ TSF No. C057153 at Regards, Y ' Otif�INC. Cli ord D. Pres dent CDC:KRB:mcr *\ lvco_�%_ rnr. r...,,,. "kt i000 oa-innc nc Ii LOERKE INSULATION CO., INC. INSULATION CERTIFICATE 3764 Bell Rd. Chico Number and StreetCity County Su ivision DESCRIPTION OF INSTALLATION 1. ROOF Material Thickness (inches) 2. CEILING Brand Name Thermal Resistance (R -Value Batt or Blanket Type Fiberglass Batts Brand Name Johns Manville Thickness (inches) 10.25 Thermal Resistance (R -Value)_ Loose Fill Type Fiberglass Brand Name Johns Manville Contractor/s min. installed weight/ft sq. Ib. Minimum Thickness Manufacturer's installed weight per square foot to achieve Thermal Resistance (R Value) 3. EXTERIOR WALL Material Fiberalass_Batts Thickness (inches) 6.25/3.5 4. RAISED FLOOR Material Fiberglass Batts Thickness (inches_ 5. SLAB FLOOR / PERIMETER Material -Thickness Perimeter Insulation Depth (inches 6. FOUNDATION WALL Material Thickness (inches DECLARATION Brand Name Johns Manville 101171 71 R-30 inches. Thermal Resistance (R -Value) R-19 / R-13 Brand Name Johns Manville Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value) Brand Name Thermal Resistance (R -Value I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficient Standards for residential buildings (Title 24,Part 6, California Code of Regulations) as indicated on the Certificate of compliance, where applicable. C.L.#499150 % %- %`� LOERKE INSULATION CO., INC. Item #s Se, ' nat ate Installing Subcontractor Co. ame Or General Contractor (Co. Name) Or Owner Item #s Signature, Date Item #s Signature, Date nsta ling Subcontractor Co. Name)Or General Contractor (Co.Name) Or Owner I 1 Installing Subcontractor Name) (Co. ameOr General Contractor Co. Or Owner -4- (Rev. 12/96) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-7541 P RMIT1No. APPLICATION AND PERMIT . 99-0579 AS SESSOR PARCEL NUMBER 042-010-078 A5 ZONING BUILDING PERMIT OWNER BROWN, KELLY TELEPHONE 343-0050 Sq. FT, OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS 3764BELL ROAD, CHICO, CA 95973 1600 U 28 8-0-0- 003764 800 B 45.600 CONTRACTOR'S NAME NOKRTH VALLEY BUILDING SYSTEM I TELEPHONE 345-7296 CONTRACTORS MAILING ADDRESS 11 THREE SEVENS LANE CHICO CA 95973 CONSTRUCTION LENDER NONE ' LENDER'S MAILING ADDRESS Fireplace Total Valuation $ 74 400 ARCHITECT OR ENGINEER CRANDALL LICENSE NO. 32934 Filing Fee .$ 20.00ANDREW Permit Fee $ 527.00 ARCHITECT OR ENGINEERS MAIUNG ADDRESS 49197 ROAD 426 SUITE "E" OAKHURST CA Plan Checking Fee $ 42.55 BUILDINGADDRESS 3764 BELL ROAD CHICO 93644 Energy Plan Checking Fee $ 559-642-4844 $ PERMIT FEE $ 889.55 LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Filing.Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap - 31 7.00 21.0 Solar or heat pump water heater 23.00 Water piping 15.00 15.00 Each gas water heater or vent 15.00 19-00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other 1 Describe Work: OFFICE AND AG STORAGE Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home I s I G I W 920.00 PERMIT FEE S ELECTRICAL PERMIT Filing Fee 20.00 Main Service 200AoRLE.s 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in f I force and effect.30997 License Class LIC. NO. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ I am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier (SOLJ1DF_X% FArS L51 Policy Number A / /0 3:3 O (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) j� I certify that in the performance of the work for which this permit is issued, I shall I ` not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' cc pensation p ions of section 3700 of the Labor Code, I shall forthwit am th provisions. t - Owner ❑ Contractor ❑ Agent ugnired for excavations over 5'0" deep and demolition or construction [�AnOSHAper of structries in height. Main Service 200A TO 1000A 46.00 NEW CONST. DWELLING OCCUP. SO OR ADDNS. ( 8 ACC. BLDS. 3.50FT. EW CONS. NON•RES DT MULTI.OUTLET 97.50 APPARATUS POINGLE OUTLET CSI R. 8 S Ex. Occup. OUTLET OR FVTURES B20 AS @ 1.50 PUNIS Ex. Occup. otmETs RES D.OEA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring23.00 PERMIT FEE S 7 MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FET: S Mobile Home Installation Fee $ Energy Inspection Fee $ OccCONST. B/U3 TYPE V TOTAL FEE $ 10 .50 43 D. FEES IM FLOOD coF PAR Po o suE This permit is hereby issued under of the Butte County Code and/or indicated above for which fees have B PERMIT EXPIRES ON the applicable provisions Resolutions to do work been paid. _ Date l� G Date Receipt No. 358268 WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT '' 4 COUNTY OF BUTTE- DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION , 1 7 .County Center Drive - Oroville, California 95965 - Telephone (916) 538-7541 PE IT NO. APPLICATION AND PERMIT - a-67 ASSESSOR PARCEL NUMBER ZOMNG BUILDING PERMIT OWNER TELEPHONE'SO. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 3-2cit c -Q CA 5S5 73 -TELEPHONE -2-A n... ------- --- ---- - � �� j� 00 COM CTORS NAME 00& U CALL �L. k3u o, vim, STs n, S — --- --- ---- --------- -54-S-77—,7%. CO RACTORS MAILING ADDRESS 1 Q ( 7 � % Fireplace CONSTRUCTION LENDER / UNMOWN AQA-1 Total Valuation $ 0 -p LENDER'S MAILING ADDRESS Filing Fee $ 20.00 Permit Fee - $ �_ y ARCHR TOR ENOINEE % ., LICENSE NO f�/JOl2�v� C.. 4,.JoA4L"L � 'plan Checking Fee— g ARCHLY TOR ENGINEER' R 99 �9z 004nILING ADDc�c5.-1e G? ` I�/7C.d(1'vi~ii C09 936 Energy Plan Checking Fee gY g nalty $ BuaowoaoDREss l PERMITFEE S 7 PLUMBINGPERMIT Filing Fee 20.00 Each Trap 7.00 , LAT No. SUBDIVISIONS NAME PARCEL MAP Solar or heat pump water heater 23,00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome j( Other ater piping WEach 15.00 j tet® gas water heater or vent 15.00 j—� Gas piping system 1 - 5 outlets 15.00 SPECIFY ----------- TYPE OF WORK Building sewer Mobile Home. S G W 15.00 @20.00 New Q Addition O Remodel O Utilities ❑ Installation ❑ Other ❑ Describe Work: _ z ��, f� ------------------- ---PERMITFEE _-._ _—_ $ � D --t7 . Contractor ELECTRICAL PERMIT20.00 Filing Fee Main Service/ EaDV OR LESS _ zooA OR LESS ) ( 23.00 Main Service ( 200A TO IooDA ) 46.00 LICENSED CONTRACTOR'S DECLARATION hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. License Class Lic. No. �QS�j'%� OWNER -BUILDER DECLARATION NEW CONST. DWELLING OCCUP. OR AODNS. 6 ACC. BLDS. NEW CONST. MULTI.OUTLET NON-RESID. BRANCH CIRCUITS ) O. 97.50 _ (a siNWo OUTLET Tc A. ) Ex. Occup. (OUTLET OR FIXTURES) __ 2a O I•50 BAL so EX. Occup. UITIETS (RAPPES D. DEA ( ) 5.00 Temporary Service_ _ 23.00 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not Intended or offered for sale. Mobile Home Facilities _ 20.00 Misc. Wiring 23.00 ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. O 1 am exempt under Sec. Business and Professions Code for this ♦ PERMITFEE $ Contractor reason WORKERS' COMPENSATION DECLARATION MECHANICAL PERMIT Filing Fee 20.00 1 hereby affirm under penalty of perjury one of the following declarations: Heating O 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. — Cooling -" ----- — --'-- Hood — _ 6.50 _ Ventilation of I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is issued. My workers' c pensation i surance carrier and policy number are: Carrier �� L ������ PERMITFEE S Contractor Policy Number /J (�1 li�g3A '— or- Mobile Home Installation Fee $ (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is Issued, I shall Energy Inspection Fee Is Occ CONST. TYPE TOTAL FEE $ 5 , 57 not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the HA2. D. FEES IMP FLOOD COF PARCEL PD HD I95UE workers' compensation provisions of section 3700 of the Labor Code, I shall This permit is hereby issued under the applicable provisions forthwith comply with those provisions. of the Butte County Code and/or Resolutions to do work X Date indicated above for which fees have been paid. Signature of Applicant - ❑ Owner O Contractor ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories/in height. BY Date PERMITEXPIRESON (Date) Receipt No. 5-g R / WHITE-D.O.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT -.ry-,%�vv7rs,;i�;'�Yl�r.r`��F�.:-,Y.Y4-ti�,,�,-ry;-•;"f`'�'vqn".+z,�y;'�.:yi'S�..�;;;�^:�..,h;;i'/.3i.�''V.'"�'�4•..+A:{{}'1j�yyy-+a(rtti4v'tf�e�'irr��„I�'�y%*.'�:A+=(/ffti..�•'-Xrit'�ti{•fes-r'nr',.' COQYTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION i'• 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICATION DATA SHEET OWNER: �A'- liq /moo w � ASSESSOR PARCEL NUMBER: � :;2- O Proposed Building Uss:a. Building Inspector: Date: At time of permit application, I was ad ed the following data must be submitted prior to permit processing and/or issuance: Date Received By ti 111. All items have been submitted -------------------------------------------------------------------------------------- 0 2. Plot plans, 3/4 sets, signed by the preparer of plans. ------------------------------------------------------------ S1,D3. Complete plans, 3/4 sets, signed by the preparer of plans. ----------------------------------------------------- 04. Engineered plans, 3/4 sets, with wet signature on plans. All engineering must be shown on plans. -------- ❑ 5. Engineered truss details and layout in duplicate (required prior to plan review) No faxes! ------------------ ❑ 6. Energy Design Compliance and supporting documentation. ---------------------------------------------------- 117. Statement of Intent for Non -Heated and A/C Buildings.--------------------------------------------------------- ❑ 8. Hazardous Material Form.------------------------------------------------------------------------------------------- ❑ 9. anufactured Home data and ins llation instructions including Tie Down -- i�--�e - �4 0. Fees of � ------------------------ ❑ 11. Impact fees as shown on the attached schedule. ----------------------------- ❑ 12. California Department of Forestry plan approval/fees. 1113 Flood elevation certificate. --------------------------------------------- �►'14. Sanitation and plot plan approval a� t � Health Department. ❑ 15. City of Chico plumbing permit. --------------------------------------- ❑ 16. Plot plan and business license approval fro%the City of Biggs. --------------------------------------- 118. 7. Planning approval for (A) Use: ©��,/ (B)Parking: - ----------. Contact Land Development about dImprovements, ■ Drainage, VLegal Parcel. --------- ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). --------------------- ❑20. Pre -inspection for required Request to Building Inspector on 021. Contractor's license information. (Number, Name Style, Classification). ❑ 22. Workers' Compensation carrier and policy number. ----------------------- ❑23. Owner -Builder Verification (Given to owner ❑, Mailed to owner ❑). - 024. Letter of signature authorization. -------------------------------------------- 025. Recorded copy of Agricultural Acknowledgment Statement. ------------------------------------- E126. ------------------------------------ ❑26. Letter of intent on building use.-------------------------------� �: ------------------------------------- 027. Manufactured Home utility clearance. -------------------------- '------------------------------------- 1. 028. Existing violations and/or expired permits. ----------------- -----=--------------------------------------------- ❑2 . ❑433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $`' .--------------- Eri 0. Other: V 6j °., k V),-� � -------- (Date) When you issue the permit, process as follows ❑ Mail to owner, ❑ 4ail to coi4ractor. 11Telephone3 Y 5 7o�'- 9 h and hold for pickup at Cy %Gy office. ❑ Deliver with inspector. L1 Applicant: Date: Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ P llution Date: By: Copy of plans sent ❑ Health Department, ❑ Fire Department, 11Oth Date: By: 1. Index permit application for the above it ms numbered: r: C1 Plan Check List �tAdditional items required: p�pr 4 Ih ontractor, designer, owner, was advised of thY abovrequired Y ❑ phone, c0mail, ❑ Building Division counter, 1;y Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, o mail, ❑ Building Division counter, by Date: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, w dvised of the above _da b ❑ phone, ❑ mail, ❑ Bui din iv' ' n co ter, by Date: Plans reviewed by: Date: 5 - Plans approved by: Date: S'/ Sets of plans on hold"m' 11 Plan Cabinet, 0 A.P. folder. Note transfer by: Date: TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance s 1 ` 14 E.H. USE ONLY Plot Plan Attached@� Floor Plan Attached y CSS Sent to B. D. 3 76 t �a Rol. I31-cnj,) In Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other G (_.Gr1nBi� Tn .DY,.c7r� ,fS,n�i_ /��.,., ��N1w�G'.,7�P 'is /iz.a�,✓ii,.n., n.7Ti..t.�sa,✓ �'/w..»�r,% �_ �Imw� I- Is of L" aJ 1/le a6a�,yh - r7e44i Final clearance O.K. for: NOTE: Environmental Health Specialist Date 8/96 ' April 20, 1999 North Valley Buildings Systems 11 Three Stevens Lane Chico, Ca. 95973 Assessor Parcel Number: 042-010-078 Building Permit Number: 99-0579 BEAUTY DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 !0A The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and approval of this project. Please be sure to include on the resubmittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. Provide additional information and/or make revisions to plans, specifications and calculations as follows: With the reciept of the detacthed accessory building form and my conversation with the owner, Kelly Brown, this building has been reclassifed to a mixed occupancy structure. Classification is now a U3 - Agricultural Use and B - Professional Office for real estate and agricultural sales. As such the following items must be addressed. Obtain a home occupancy permit from the planning division of the Community Development Services Department located at Oroville office. /2. Restroom and Path of travel to the restroom must be handicap accessible. /'Provide one van accessible, hard -surfaced handicap parking space. ,A full one-hour fire wall is required between U3B occupancies. Since the building is stucco on the exterior a one hour separation can be achivied using cciling and walls. Two layers of 5/8" Type x gypboard per code on ceiling and one layer on all supporting wall. You must call out specific assembly per Chapter 7 of the UBC on the plans. ,a/ As a B occupancy the engineer of record or other licensed professional must take responsibility for the entire structure. Provide a code analysis for entire structure. 1 You indicate that you plan on heating and cooling B occupancy portion of the building Provide location of HVAC and provide energy calcs for a non-residential building. 7. Fees need to be adjusted for proper occupancy,but this,cannot be done until I receive information requested in item number 6. The following item is from the previous plancheck list: X. Revised plans do not show bracing method, attachment of said method nor location of each braced wall panel. Plan only notes the following, "braced wall line per UBC and conventional framed interior braced wall by others." You will need to clearly identify each separate braced wall panel location. Identify it by type of materials, attachment of those materials used [ie. Gypboard all edges blocked with 5d cooler nails at 7 inches overall.] and show specific location of each panel on braced wall line. Plans must be complete. If you have questions about any requirements, you may contact me at (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. Sincerely, Martha Whitney Plans Examiner cc. Kelly Brown Andrew Crandall 2 April 5, 1999 Kelly Brown 3764 Bell Rd. Chico, Ca. 95973 Parcel Number 042-010-078 Building Permit Number: 99-0579 BEAUTY DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE • OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (530) 538-7541 FAX: (530) 538-2140 The above referenced building plans were reviewed by this office. Please respond in writing to each comment by creating a response letter. Indicate which detail, specification, or calculation shows the requested information. Your complete and clear responses will expedite the re -check and approval of this project. Please be sure to include on the resubmittal the engineer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. Provide additional information and/or make revisions to plans, specifications and calculations as follows: 1. Enclosed is the owner's statement of use form for detached accessory buildings. Owner is to fill out and return original form to the building department. 2. Wall section detail are the only plans you have shown for the conventionally framed portion of this building. Plans must show bracing method, attachment of that method, and location of the braced wall panels. Exterior and interior bracing is required. Show thickened slab for attachment of required interior braced wall and anchor bolts or shot pins for attachment. 3. Provide a construction detail of wall between metal building and conventional construction. Provide height of wall, stud size and spacing, top plates, location and method of bracing. 4. Show attic access on plans. 5. Building has been classified as a mixed occupancy building U/R. Your letter indicates you will not be using this building as a. dwelling unit however the uses you do describe do not fit the occupancy classification of a garage. See sections 301, 312.2.1 and 208 of the Uniform Building Code. There is a balance of fees of $212.86. 6. Plans have been sent out.for a structural review of building. If there are any questions regarding this plan check I will notify you in writing. If you wish to discuss any requirements, you may contact me at (530) 538-7541 between 1:00 P.M. and 4:00 P.M., Monday through Fridays. Sincerely, Martha Whitney Plans Examiner cc.North Valley Building System Andrew Crandall - Engineer 2 RESIDE -4 TIAL PLAN CHECKII M'GUIDE i SINGLE FAMILY, DUPLEX AND MISCELLANEOUS ONLY - OWNER: 5roLon BUILDINGP ER: PLAN CHECKER: ,JLII� A P. NUMBER:`©/_d GENERAL: I . Zoning requirements: (side yards and number of permitted living units). Valuation. /3' Plans signed by designer. Proper description of work on application. Existing violations on property. ` Items on data sheet, (Impact Fees, Environmental Health, Developer Fees, etc.). Recorded notice of violation. PLOT PLAN: _ .... . 1. Complete parcel size and dimensions. - 2. Setbacks, side yards, easements, etc. =.. 3. Other buildings or structures. 4. Grading, fills and/or drainage. 5. Flood hazard. 6. Special conditions on creation map (Noise, SA.A., Fire Sl tinklers, Water Tender; Trees, etc.).:, 7. F.A.U. & F.A.S. road setback. 8. Building or utilities across lot lines (Record form): FLOOR PLAN: A' Complete to scale plan with dimensions. ,2! Required windows for light and ventilation (Section 1203). ,3' Required windows for second exit (Section 310.4). 4. Skylights (Section 2409 & 2603.7). Glazing in Hazardous Locations (Section 2406). .� Required room sizes, ceiling heights (Section 310.6). G.F.C.I. in baths, garage, kitchen, wet bar and exterior outlets (N.E.C. 210). 8. Lights, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment. 9. Location of water heaters, heating and cooling equipment, other electrical or gas equipment. ( Garage firewall, door size and closer (Section 302.4). Minimum of one TO" exterior door (Section 1004.6). ,12r' Fireplace and wood stove location, alcoves and clearance. X3. Smoke detectors (Section 310.9.1). 1W. Plumbing fixtures, water closet clearances and shower size. STRUCTURAL DETAILS: I. Conventional Construction - Unusually Shaped Buildings (Section 2326.5.4). 2. Standard bracing or engineered desi Section T) Clerestory requiring ba oon framing and/or engineering. 4. Three story building requiring engineered calculations and plans. Foundation plan complete enough to construct building. Floor construction details complete enough to construct building. ,7-`� Elevations and wall construction details complete enough to construct building. ,8!� Roof construction details complete enough to construct building. �� Rafter ties or bearing ridge beam. Fireplace construction details and calc. if necessary. Garage door and/or porch header sizes. Stud heights. Adobe soils - special foundation design. .,W. Retaining walls requiring design. y5' Special Inspection requirements. Header size. June 1997 3.2 NUSCELLANEOUS ITEMS TO LGA 7UT FOR: ,l! Stairway details: landings, ME and run, head clearance, handrails (Section 1000,. Guardrail details (Section 509). Brick or stone veneer (Section 1403). Exterior plaster - weep screeds (Section 2506). AS' Proper roof pitch for roof covering (Section 1501). Roof covering type - (fire hazard). .7� Foam insulation - protection. ` ,8! 36" halls and stairways. f3' Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts. . 9e Two exits on three - story dwellings (Section 1003). - j -Y' Underfloor access and ventilation (Section 2317.7). Attic access and ventilation (Section 1505). 13. Combustion air for fuel burning appliances - L.P.G. requirements. X' Noise requirements on duplexes. 15. Energy design. ,1.6! Flashing at all exterior openings. >7' C.D.F. responsible area requirements. X. Automatic Fire Sprinkler Systems (Section 310.10) 19. For Inspection Jacket: Flood Hazard/Elevation Certificate SRA Requirements Special Inspection Requirements Automatic Fire Sprinklers June 1997 3.2 PR(�ECT PROCESSING T, -'ORD APPLICANT: I / v v L ►- OWNER: PERMIT q,' 42 7 A. P. "a -orb o 72/ WORK DESCRIPTION: D_ DFrSCRIP'TION OF STEP --------------- 9 y�ic� 9 STS - Zo54 / 937 sig-ooso o� - c� -------------- -------------- COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 538-7541 CERTIFICATE OF OCCUPANCY This building has been constructed and completed in accordance with the requirements of the Uniform Building Code under permit number 99-0579 for the following: Use Classification Office and Agricultural Storage Address or Location 3764 Bell Road, Chico Group: B/U3 Occupancy: Type VN Construction. It is hereby certified for the occupancy described above and may be occupied. Date: 8/26/1999 BY— Mic ael C. Vieira S, Manager, Building Inspection s � � s COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE, OROVILLE, CA 95965 538-7541 CERTIFICATE OF OCCUPANCY This building has been constructed and completed in accordance with the requirements of the Uniform Building Code under permit number 99-0579 for the following: Use Classification Office and Agricultural Storage Address or Location 3764 Bell Road, Chico Group: B/U3 Occupancy: Type VN Construction. It is hereby certified for the occupancy described above and may be occupied. Date: 8/26/1999 By— Mic ael C. Vieira• Manager, Building Inspection NORTH VALLEY BUILDING SYSTEMS May 7,1999 Building Division Department of Development Services #7 County Center Drive Oroville, Ca. 95965-3397 Attn: Martha Whitney Re: AP # 042-010-078 Permit # 99-0579 , North Valley Building Systems..:.? COMPLETE CONCRETE & BUILDING SERVICE No. I I Three Sevens Lane - Chico, CA 95973 t= A DIVISION OF NORTH VALLEY READY -MD(, INC. - •� z. Dear Martha, In regards to building permit # 99-0579 we would like to provide the following information for your approval. Electrical: Electrical service for the structure would be provided from the existing main service at the adjacent residence. A 100 -Amp sub panel will be placed in the hallway for distribution. A total of 5 circuits will be provided which. will be as follows: 1 circuit — Lighting within the Wood Framed Area 2 circuits - Receptacles within the Wood Framed Area 1 circuit - Lighting for Agricultural Storage 1.circuit - Receptacles for Agricultural Storage , Special inspections that are required for the High Strength Bolts will be performed by: Curry Group, Inc. 20226 Charlanne Drive Redding, Ca. 96002 (530) 223-1277 Please review the attached resume. (530) 345-7296 • (530) 345-5401 FAX (530) 345-5046 CONT. LIC. #309974 Page 2 of 2 Permit # 99-0579 In addition to the items listed above we have requested a new sanitation clearance from the Chico office of Environmental Health. Thank you for your cooperation in regards to this project. If you have any questions or need any additional information please contact me at (530) 345-7296. Respectfully, Andrew J. Wood AM jh k E.H. USE ONLY �a Plot Plan Attached eS Floor Plan Attached Sent to B.D. q -I 3=/7 TO: Building Department ' FROM: Environmental Health SUBJECT: Sanitation Clearance 13rnware & 1 bell ad 041-610 -079 Owner Location AP# Plan Approved for: Sewage Disposal =fdn pply: Public Private Well �[ Clearance for Other z�c Q_ . n/1,4 a _ r4iry�: 0_ d- . Hold final for: Final clearance O.K. for: NOTE: ' Environmental Heal Specialist 0 /ZeIfT 4-1-19 Date A KELLY BROWN 3 764 BELL ROAD CHICO, Cil. 95973 March 26, 1999 County of Butte Department of Development Services Building Division #7 County Center Drive Oroville, Ca. 95965 Re: AP #: 42-01-78 To whom it may concern, MAR 2 S 14109 Chico, California. I have submitted plans to construct a 2400 square foot building at my residence located at 3764 Bell Road in Chico, AP # 42-01-78. My intended use for the building is for tractors and equipment in the garage area. The wood framed area would consist of a private office and storage for my own use as well as a workroom for woodworking and crafts. The reason for the type of- construction is that I wanted to have the end of the building that faces the existing residence to look similar to the residence construction. It is not my intent to use the structure as a living area for myself or others. Please contact me if you have any questions or need any additional information. I can be reached at (530) 343-0050. ResDectfulIv. NON-RESIDENTIAL BU ILD INGS ENERGY CONSERVATION STANDARDS Statement of Intent for Non -Heated and/or Non -Air Conditioned Buildines I, t1\�-►��..'�•ti , owner of the building to be constructed as a (plea print) G� under at -3 Co Lr 1 (bldg.permit no.) (location) ��rll \moo(• C-\.` Cts �O` �c(7� , hereby certify that I do not intend to heat or cool this building in such a manner as to be subject to other than the mandatory sections of the State Energy Requirements. I understand that if I do heat or cool this building in the future, that I will be subject to the energy requirements in effect at that time. I understand that if I change the use or occupancy of this building in the future, that I will be subject to the energy requirements in effect at that time for that specific occupancy. I also understand that if• I become subject to the energy requirements in the future, it may be necessary to redesign and/or alter (1) the building envelope, (2) the insulation requirements of the heating, ventilating, and air conditioning systems, (3) the heating, ventilating, and air conditioning equipment,.(4) the service water heating, and (5) the lighting of the building to comply with the regulations. I understand that any of the above changes will require me to obtain the necessary permits, inspections, and approvals from the Butte County Building Department. Signature of Building Own Mailing Address `3 8 Telephone No. BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District (y �� Building Depa ment No. A.P. Number OM -010 —070 Jurisdiction: City County Property Owner -, / ! Property Location/Address 37� y� /C. Subdivision Lot No. Residential Development ................................................................................................................... Sq. Footage No of Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # ................................................................................................................... "(No foundation inspection); {{ .••—�-:..cial/Industrial �,..t •r��A...-��.. �y r Commer(%x� { T;..*; "� j �..���,7.•.oi..?.:.ir�?a^�{..+��..,r.•::i��.;�.i�.��� a ,.t ��i�e:-e-ii �."}'.`_.•Y -f} •1'�,"//J c-}y�..,�_._... .. Sq.. /^ (!(� New Addi ion (Including Exterior Roofed Areas) Building Department Reilresentative Date \Floor Plans reviewed by School District Personnel) District Identificabon No. b 0-Lk11: ' School District certifies that (Applicant) (Street Address) (Phone Number) (City) (State) (Zip Code) has complied with the requirements of Resolution No. U '76 by payment of $ representing D square feet. School District Paid by Check # AA Remarks: B 2926 S FULL MITIGATION s 4 Date Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest -will prohibit You from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQAI, this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. t White (applicant), Yellow (building department), Pink (school district) feeforin.xls 00/98)dmm r' I BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) Firm Narr Address BUILDING PERMIT NUMBER -c q" 0r_? 9 1 APN 0q i __0!d ~ -7 Nature of Business Contact Person Phone # 3 43—oo 5-0 1. , Does your business or that of your tennants handle, store, or transport hazardous materials? $@ NO ❑ YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" include, but are not limited to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles; corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to be injurious to the health and safety of persons or harmful to the environment,if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation containing hazardous material? NO ❑ YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department - for a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? 9 NO ❑ YES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fumes, vapors, or other volatile compounds? 19 NO ❑ YES IF YES, contact the Butte County Air Pollution Control Di ig6162882) for permit requirements. Owner or Authorized Company Representative X ri (SignVe (Oahe) BCEHD BCAPCD ❑ ❑ The applicant has met or is meeting the applicable requirements of Section 25505, 25533, and 25534 of the Health and Safety Code and the requirements for a permit from the Butte County Air Pollution Control District. 0 The Above Regulations Do Not Apply To This Facility. BCEHD Signature Date BCAPCD Signature Date WHITE- Building Dept ❑ YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD -Fire Dept. - F-. r�� � /.T.. ^C'r-.1 -ti+j'+Th-r'g.�.+�.rr r'. .+'�rw.,.,�,,r..ii��.:�4yt'p +'f"r�+-++.: ,. a�.�.,.„r�,r,rV►r�'T�4'R'tiry � ,w r ,-�y,,�� r.r, , � � w-• :�"�' ;yam; , � ��;•(+�'yrn'a7f�"'7tl r � F BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) BUILDING PERMIT NUMBER 59- O S!� APN 0Y Z- ''Of d 0 - 8 Firm Narr Address Nature of Business //" Contact Person ✓eccc-L4 ��� Phone # 343-00!50 1. Does your business or that of your tennants handle, store, or transport hazardous materials? 00 NO DYES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health' and safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" include, but are not limited to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to bb'�injurious to the health and safety of persons or harmful to the environment`if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation containing hazardous material? NO ❑ YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (i-558Y38Yy°for a review of the. project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? NO 0 YES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot, odors, fumes, vapors, or other volatile compounds? NO 0 YES IF YES, contact the Butte County Air Pollution Control Diii5tKi ,916 2882) for permit requirements. Owner or Authorized Company Representative BCEHD BCAPCD (Date) ❑ ❑ The applicant has met or is meeting the applicable requirements of Section 25505, 25533, and 25534 of the Health and Safety Code and the requirements for akpermit from the Butte County Air Pollution Control District. El11 The Above Regulations Do Not Apply To This Facility. BCEHD Signature BCAPCD Signature Date Date WHITE- Building Dept ❑ YELLOW- Env. Health ❑ PINK - APCD ❑ GOLDENROD- Fire Dept. H 't4 f, ti, n y BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE. (A Building Permit cannot be approved without this completed form.) r BUILDING PERMIT NUMBER 59-0r.19 APN 0 Z- `010 1 v "7 Firm Narr Address Nature of Business ��41e, T �s. nLA Contact Person ✓ c*,L` 4 Phone # 1. Does your business or that of your tennants handle, store, or transport hazardous materials? 0 NO O YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and.safety or to the evironment if released into the the workplace or the environment'. "Hazardous Materials" include, but are not limited,to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibl.es,`corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for..believing to be4njuous to the health and safety of persons or harmful to the environment if released''. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation containing hazardous material? NO ❑ YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (91* 5-3t3=728Vor ^ "" a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? NO El YES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any air pollutants; e.g., dust, soot; odors, fumes; vapors, or other volatile compounds? 5L NO 11 YES IF YES, contact the Butte County Air Pollution Control D�,Xi�Xi�816; 89V-2882) for permit requirements. Owner or Authorized Company Representative BCEHD BCAPCD The applicant has met or is meeting the applicable requirements of Section 25505, 25533, and 25534 of the Health and Safety Code and the requirements for a;,permit from the Butte County Air Pollution Control District. " BCEHD Signature BCAPCD Signature WHITE- Building Dept ❑ YELLOW- Env. Health ❑ PINK - APCD ❑ GOLDENROD- Fire Dept. (Date) The Above Regulations Do Not Apply To This Facility. Date Date 4 . BUTTE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT HAZARDOUS MATERIALS AND EMMISSIONS QUESTIONNAIRE (A Building Permit cannot be approved without this completed form.) Firm Narr Address BUILDING PERMIT NUMBER 5APN dq 2 -.ode - e' - Nature of Business Ab. S"'OLO,0-- Contact Person � Att.1.lr.-dj Phone # 343-0050 1. Does your business or that of your tennants handle, store, or transport hazardous materials? 1p NO ❑ YES NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human health and safety or to the evironment if released into the the workplace or the environment. "Hazardous Materials" include, but are not limited to, hazardous chemicals, hazardous waste, paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which a handler or the administering agency has a reasonable basis for believing to b&i:njurious to the health and safety of persons or harmful to the environment if released. 2. Do you or will your future tenants handle store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard temperature 4 pressure), or formulation containing hazardous material? feet. R1 NO ❑ YES If you answered YES to 1 or 2, contact the Butte County Environmemtal Health Department (91'6'=538=228t),for a review of the project. 3. Is the business/facility/operation to be located within 1000 feet or the outer boundry of a school or school site? �R NO ❑ YES IF YES, name of school. 4. Does the business/facility/operation have the potential to emit any.air pollutants; e.g., dust, soot, odors, fumes, vapors, or other volatile compounds? 10, NO ❑ YES IF YES, contact the Butte County Air Pollution Control D' ;t 101"(81678OZ-17-2882) for permit requirements. Owner or Authorized Company Representative BCEHD BCAPCD The applicant has met or is meeting the applicable requirements of Section 25505, 11 El 25533, and 25534 of the Health and Safety Code and the requirements for a.;permit from the Butte County Air Pollution Control District. The Above Regulations Do Not Apply To This Facility. BCEHD Signature BCAPCD Signature Date Date WHITE- Building Dept 0 YELLOW- Env. Health 0 PINK - APCD 0 GOLDENROD- Fire Dept. ti COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES OWNER'S STATEMENT OF USE - DETACHED ACCESSORY BUILDING �, ONE: j BUILDING PMT. # l ♦ Ili OWNER:- rOLLyl PHONE: �i 3 —005(5 MAILADDRESS:-l-�•.�;! `L 1 Sj . r h` y SITE ADDRESS: I I PROPOSED USE: Me'�tY R `c , - -Axy o2DrX �0_0� t!!3oe41 !!Ck4-~ &2 LU o" 7r.k L_0 o k 4#1 A 6' b(r" FO e DFS E cry c!'r►o �42 PLEASE ANSWER QUESTIONS 1-20. PLEASE EXPLAIN YES ANSWERS (2-18) IN THE SPACE PROVIDED ON THE REVERSE OF THIS FORM. (PLEASE PRECEDE EACH COMMENT WITH RELATED QUESTION #) GENERAL INFORMATION: 1. Is there a primary dwelling on the property? Yes: X No: _ 2. Is the structure already built, under construction, or under notice of code violation? Yes: � No: 3. Will items produced in this building be offered for sale? ' ' _5, Yes`.. No: 4. Will the public have access to this building? Yes: No: x_ 5. Will any advertising, on or off site, be associated with the use of this building? Yes: No: 6. Will this building be occupied at any time as a sleeping quarters? Yes: No: 7. Will this building be occupied at any time as an eating area? Yes: No: 8. Will this building be occupied at any time as a cooking area? Yes: No: x_ 9. Will this building be occupied at any time as a living area? Yes: No: SITE CONDITIONS: 10. Is the structure foundation within 5' of septic tank or 10' of leach lines? Yes: No: _ 11. Is any portion of the proposed structure located closer than 20' to your front property line? Yes: No: 12. Do you plan to add a driveway or modify existing access to a county maintained road? Yes: No: 13. Will the proposed structure encroach within any recorded easement? Yes: No: X CONSTRUCTION'FEATURES: 14. Will this building have insulated floor, walls, or ceiling? , Yes:_ No: 15. Will this building be heated or cooled? Yes: �_ No: 16. Will this building have a water closetttoilet? Yes: _x_ No: 17. Will this building have a sink? Yes: No: 18. Will this building have a water heater? Yes: No: 19. at type of floor covering will the building have? ✓1/1vii P..* r r% to+- U141 V Z 20. What type of wall covering will the building have? if' s //•'y 1 ev i� DDITIONAL INFORMATION: f " eZD,(��(� Tc� f�� o•� u/®®A Y a�r.r Wig f � 7NS l i � L e 1 oiD X S� 'f'O/'� fl, �► yZa'er u � AH 6 /M 'I' n %1 Pte[ -( 'n.0� " • -y' r ee-s IF --- 1. Say -ACV ''�11i�r/IT?�'7/ I i /'irP�//L��l'���/l�r ����L•Va�ld VON — I hearby affirm under penalty of perjury the above infrom n 's true and correct. I understand that any changes to the use, or character of use, of this building will require from the permitting a ho ' . nde a at Real Estate Disclosure laws require disclosure of this information if or when offered for sale. 141 WNER'S SIGNATIJRE DATE OWNER'S SIGNATURE DATE FOR DEPARTMENTAL USE REVIEWED BY: DATE: COMMENTS: r ' El 61 i2,:. s BUTTE COUNTY HOME OCCUPATION PERMIT (ADMINISTRATIVE) NAME: 1p�Q ,S Agz 9LLLu AP# e a2- a,Za-,Q7,9' PHONE# ADDRESS OF PARCEL:_3%7j � _Rx7-Rcor( ��j ��-n ��J7� STANDARDS OF PERMIT ISSUANCE: A. Employment and work on Home Occupations shall be limited to members of the family residing on the premises and shall be conducted entirely within their dwelling and auxiliary buildings, except for agricultural uses. B. On -premises advertising for home occupations shall be limited to one (1) unlighted sign with not more than three (3) square feet of display area, and such sign shall not be located in any required yard. C. All equipment, materials and wastes connected .with the home occupation shall be contained within a building, except for agricultural products. Standards in the FR (Foothill -Recreational) zones: In exception to the above standards, -the following shall apply to all FR zones within the county: A. Home Occupations are considered to be accessory to the residential use and are permitted only when the proprietor resides on the premises. B. Not more than one (1) employee or assistant may be engaged for work or service on the premises in connection with such uses. C. Advertising displays shall be limited to one (1) unlighted sign with no more than six (6) square feet of display area. Such sign shall not be located in any required yard. USE PERMIT REQUIREMENT: In cases where home occupations are objectionable or become objectionable, because of noise, odor, smoke, dust, bright light, vibration, pollution, traffic congestion, unsafe access or the handling of explosives or dangerous materials, a Use Permit shall be required. (over) Home Occupation I Permitted Uses: The following uses shall pertain to all zones that allow a residential use, subject to an Administrative Permit pursuant to Section 24-40. - Sale of Agricultural goods produced on the premises. - Indoor display and sale of arts and crafts, goods produced on the premises, including pottery, jewelry, paintings, sculpture, furniture, photographs, leatherwork and similar objects. - Professional offices and services. - Offices and services conducted primarily by mail or telephone. - Domestic services, including laundry, ironing, sewing and similar uses - Other services conducted within a residential dwelling. Prohibited Uses: - Auto repair, auto sales, auto dismantling. - On -sale or off -sale alcohol sales. USE PERMIT REQUIREMENT: In cases where home occupations are objectionable or become objectionable, because of noise, odor, smoke, dust, bright light, vibration,. pollution, traffic congestion, unsafe access or the handling of explosives or dangerous materials, a Use'Permit shall be required. FOR OFFICE USE ONLY Verify: Date received: 4121 01 Amount received: �0 - 00 Parcel is zoned: A' S Approved by (Planner): <_71 S Receipt No: 0 kq(P Current fee for. this application is $ 0.00 as of Please make check payable to "Butte County Treasurer." LAND DEVELOPMENT OROVILLE I CHICO BUILDING I ENVIRONMENTAL HEALTH - PERMIT CLEARANCE Building Pennit No. 99-0579 OWNERS BROWN, KELLY A.P. y NAME NUMBER 042-010-078 PRINT LAST NAME FIRST ADDRESS/LOCATION: 3764 BELL ROAD, CHICO COUNTY ZONING //�� DESIGNATION: A Jr" _ FLOOD MAP: FLOOD ZONE: APPROVED: CONDITIONALLY APPROVED: RESOLVE PROBLEMS /PRIOR TO APPROVAL: PARCEL CREATION BY DEEDS OR MAP Z DEED INFORMATION: ' DATE OF CREATION: DEED REFERENCE: LEGAL ACCESS PROVIDED: YES NO LEGAL ACCESS REQUIRED: YES NO COMPLIES WITH COUNTY STANDARDS FOR DEED CREATION: YES NO COMMENTS/CONDITIONS: f MAP INFORMATION: DATE OF RECORDING: LOT BOOK 3 PAGE COMPLIANCE WITH OLD SUBDIVISION LOT ORDINANCE REQUIRED? (MAP RECORDED PRIOR TO BOOK 17 OF MAPS AT PAGE 23): YES _ - NO. IF YES, MARK APPROPRIATE ITEM(S) BELOW. A. Construct road to B. Meet parcel size required by zone. C. Meet current E.H.D. requirements. CHECK SPECIAL CONDITIONS WHICH APPLY TO MAP: ALL FEES TO BE PAID TO THE BUILDING DMSION UNLESS OTHERWISE NOTED. _ 1. Maintain a 50 ft. building setback from centerline of road. —2. Maintain a ft. building setback from right-of-way/centerline —3. Comply with Zoning code for building setback from road. —4. Maintain a 100 ft. leachfield setback from all existing wells. 5. Maintain a ft. leachfield setback from —6. Pay water tender fees in the amount of $ to Battalion Number of the Butte County Fire Department. —7. Meet the Fire Safe Regulations of Butte County and P.R.C. 4290. —8. Connect to a public water supply. . —9. Conned to a public sewer system. _ 10. Automatic fire suppression sprinkler systems shall be installed in all residential structures in accordance .with: the., National Fire Protection Association Standard for the installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard 13D, unless a pressurized community water system, with hydrants that meet Fire Department specifications, serves the parcel. (0 3 2b FOX C ONN 7'10Ns _ 11. Pay T.D.D. (fhermalito Drainage District) fee in the amount of $ _ 12. Meet the requirements of the Department of Fish and Game for the preservation of oak trees. (See phone number below) —13. Obtain approval from the Department of Fish and Game for vegetation removal. Contact Fish & Game at 916-355-7010. —14. A traffic mitigation fee for each new or additional living unit shall be paid. Pay the amount of $ as stated in the Oroville Area Traffic Mitigation Fee Agreement. Payment to be made to the Planning Division. —15. All new residential buildings shall be constructed to comply with the requirements of the Uniform Building Code for seismic safety. Mobile homes shall be constructed on a permanent foundation system 'which complies with the Seismic Zone 3 requirements of the Uniform Building Code. —16. Deer Mitigation fees are to be paid, if such fees have been adopted by the Butte County Board of Supervisors. X 17. Pay school, impact mitigation fees. X 18. A development impact fee for sheriff facilities shall be paid pursuant to the provisions of Chapter 3, Article II of the Butte County Code. _ 19. Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988 as amended. _ 20. If any cultural resources are encountered during ground disturbing activities, all work shall cease in the area of the find pending examination of the site by a professional archaeologist. This person would then be able to assess the site significance and suggest appropriate mitigation measures. 21. 22. 23. 24. 25. 26. 'AIa 1N3Wd013A30 atoll 31ine :10 A1Nf100 6661 1 E NO LD 6/98 FORMS\BLDG PERMIT CLEARANCE ButlerManufacturing Company 744O Doe Avenue 4[r_B_92UR__'10 Visalia, CA 93279 Phone: (209)651=5344 Fax: (209)651-5370 February 22, 1999 Andy Wood North Valley Building Systems Chico, CA To Whom It May Concern: 40x40xl4 LRF 1:12 Kelly Brown Chico, CA BMC ORDER NO. 04-045559-1 BUILDER NO. 99-07 Please accept this letter as our certification that the Butler Mfg. Co. (an AISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986. Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building are in accordance with the 1994 Edition of the Uniform Building Code. The subject building is designed to carry a basic roof live load of 20 pounds per square .foot and a collateral load of 0.0 pounds per square foot in addition to the dead load of the structure. Components are designed for reduced roof live loads in accordance with Section 1606 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) 0 to 200 20 psf 200 to 600 16 psf Greater than 600 12 psf The building is designed for a basic wind speed of 80 M.P.H., exposure factor "B'+ applied in accordance with Section 1613 of the Uniform Building Code. The building is designed for Seismic Zone 3 in accordance with Section 1624 of the Uniform Building Code and importance factor 1.0. Load combinations are in accordance with Section 1603.6 of the Uniform Building Code. These Butler Components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements. The design of this building for wind load assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of material not furnished by Butler Manufacturing Company. The design of this building will be performed in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Burlington, ONT, Galesburg, IL, Kansas City, MO, Laurinburg, NC, San Marcos, TX, and Visalia, CA. Components for this building will be produced in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC, San Marcos, TX and Visalia, CA. All listed facilities are Category MB certified by the American Institute of Steel Construction. Cordially yours, lei Donal 04o Project Engineer Polaris Engineering and Surveying, Inc. 49197 Road 426 Suite E Oakhurst, CA 93644 (209) 642-4844 Fax: (209) 642-4884 May 3, 1999 Mr. Michael Vierra, Building Official Department of Development Services 7 County Center Drive Oroville, Ca. 95965-3397 SUBJECT: Permit #99-0579 Dear Mr. Vierra: Attached are truss calculations and drawings prepared by Alpine Engineered Products, Inc. for the wood framed portion of the building for Kelly Brown to be built by North Valley Building Systems. These plans and calculations bear the seal and signature of G. W. Heal, RCE 58005 for Alpine job reference R427-23383. The proposed truss designs are of proper shape, support requirements and loading to be compatible with my proposed design of the building and supporting framing. Please call me if you have further questions on this matter. Sincer ly, Andy Crandall, P.E. cc: NVBS #99518 u xp.6/30J:-'; 01111.;�"Q4 *%t STEEL BUILDING FOUNDATION DESIGN Polaris Engineering & Surveying, Inc. 49197 Road 429 POST & BEAM ENDWALL FOOTING WITH SLAB Oakhurst, CA 93644 MANUFACTURER: BUTLER MANUFACTURING CO. 1� BUILDING NO: D99-045559 1 11 BUILDING GRID: GRID LINE 4 1 CLIENT: NORTH VALLEY BUILDING SYSTEMS LOCATION: BUTTE CO., CA POLARIS JOB NO. 99516 RFACTInNS FRnM R1 III r11Nr; MAN[ IFACTI IRFR MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS 01 DEPTH INCREASE: 0% PER FOOT IN EXCESS 01 CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTAI N= 10 J= 0.9 (ASSUMED FOR APPROXIMATE MR EW1 0 1 1 1� 1• 1 11 1 1 1 CORNER MAX: 0.19 2.05 -0.03 2.05 MIN: 0.03 0.30 ©� 0.30 1 1• 1 11 1 11-�-_I-�_� 1 1• MAX: 0.00 4.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 mom 0.00 0.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 133% STRESS LEVEL MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS 01 DEPTH INCREASE: 0% PER FOOT IN EXCESS 01 CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTAI N= 10 J= 0.9 (ASSUMED FOR APPROXIMATE MR EW1 0 100% STRESS LEVEL CORNER MAX: 0.19 2.05 -0.03 2.05 MIN: 0.03 0.30 -0.19 0.30 INTERIOR r MAX: 0.00 4.47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MIN: 0.00 0.93 0.00 0.00 0.00 0.00 0.00 0.00 0.00 133% STRESS LEVEL CORNER MAX: 2.51 1.08 1.79 0.42 MIN: -1.06 -0.57 -0.80 -1.96 INTERIOR MAX: 0.00 0.93 1.13 0.00 0.00 0.00 0.00 0.00 0.00 MIN: 0.00 -0.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INSCREASE: 0% PER FOOT IN EXCESS 01 DEPTH INCREASE: 0% PER FOOT IN EXCESS 01 CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTAI N= 10 J= 0.9 (ASSUMED FOR APPROXIMATE MR EW1 0 SLAB: iSLAB THICKNESS: T = 4 INCHES 'SLAB REINFORCING: WWM SPACING 6 IN. O.C. As = 0.028 SQ. IN. WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = 133% x Fs x As x T/2 x J/12 = 0.112 K- FT SLAB Wl 0.050 KSF F EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT) = 2.12 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.106 K /LF MR OOaTINGG TOP.#4 T®T✓AL ®F �1 f .�.T®PAs 020 ! ESQ IN . B®RfTTOM: " "#4 Ti®T.OF UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT = Wf 0.225 KLF SLAB WT = Ws = 0.106 KLF TOTAL WT = Wf + Ws 0.331 ENDWALL Mr = 133% x Fs x TOP As x ( d - 2") x j / 12 = 6.40 K-FT EFFECTIVE ENDWALL L = SQRT (2 x Mr / WT) = 6.22 FT FOR 2-SIDES - TOTAL WT = 2 x L x TOTAL WT = 4.12 K •100%0 1 133% 1 GOVERNS CORNER 0.00 -1.96 1.96 OK INTERIOR 0.00 -0.66 0.66 OK'. " BEARING:SOIL PRESSURE INCREASE FOR WIDTH = 0% INCREASE FOR DEPTH = 0% ALLOWABLE = 1.00 KSF @100% OR 1.33 KSF @ 133% EFFECTIVE LENGTH OF FOOTING FROM POST BASE 1.00% STRESS LEVEL Mr = BOTTOM As x Fs x j x (D-3")/12 '_ 4.50 K-FT W = SP x B/12 = 1.00 KLF L= SQRT (2 x Mr / W) = 3.00 FT EACH SIDE MAX VERTICAL LOAD = 2 x L x W= 6.00 K 1.33% STRESS LEVEL Mr = 1.33 x BOTTOM As x Fs x j x (D-3")/12 = 6.00 K-FT W = 1.3333 x SP x B/12 = 1.33 KLF L= SQRT (2 x Mr / W) = 3.00 FT EACH SIDE MAX VERTICAL LOAD = 2 x L x W= 8.00 K 100% 133% 1 GOVERNS CORNER 2.051 1.081 2.05 �;®K. INTERIOR 4.47 0.93 4.47''OK TIES TO SLAB . 100% 1 133% GOVERNS " H CORNERS 0.191 2.51 2.51 133% ` f FOR 90° CORNER BAR REQUIRED As = 0.094 SQ. IN. FOR #4 TOTAL OF 1 --> As = 0.20 OK:' 100% 133% GOVERNS -Z INTERIOR 1 0.001 0.001 0.00 @ 13306 j FOR 450 HAIRPIN REQUIRED As = 0.000 SQ. IN. FOR #4 TOTAL OF 1 -> As = 0.20 OK REQ'D SPREAD FOR SLAB STEEL = 0.0 FEET / TOTAL REQUIRED HAIRPIN LENGTH = 0.00 FEET EW 2 11 ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 1925 Fc = 2500 PSI. X 1.0 (NORMAL WT CONCRETE) = 0.65 Fs = 60 KSI (A-307 BOLTS) ' APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD FACTOR <= 1.7 X 2 = 3.4 DEAD LOAD + WIND LOAD FACTOR —.75 X 1.4 X 2.1 CORNER COLUMNS ©1�METER : 0 75 INCHE'-5;'a z' fr FUI EA — U:442 N fflSED'FOR CONCRETE S7RENGiTH�) • R®®T AREA; 0302 SQ�IN�,,, (USED�FO�R�STEEL�STRENGTH) a � , �''� �, .;' - EMBE®MENT z '��6 INCHES GAGE 4 INCHES, STEEL: Pss = 16.3 K / BOLT = 32.6 KIPS TOTAL Vss = 13.6 K / BOLT = CONCRETE: As = 159.9 SQ. IN. At = 0.0 0 Pc = 14.6 KIPS VC= 11.5 KIPS/BOLT = 23.0 KIPS TOTAL LOADING COMBINATIONS: 100% STRESS LEVEL MAX TENSION.= 0.00 KIPS XLF = 0 O.K MAX SHEAR = 0.19 KIPS X LF = 0.65OK 1, COMBINED CONCRETE = 0.001; OK COMBINED STEEL= 0.001 133% STRESS LEVEL / MAX TENSION = 1.96 KIPS X LF = 4.116OK v/ MAX SHEAR = 2.51 KIPS X LF = 8.53 SOK. COMBINED CONCRETE = 0.335 OK / COMBINED STEEL = 0.115 �o "OK g BRACE BAY AT 133% / MAX TENSION = 4 KIPS X LF = 8.4 OK'" "" v MAX SHEAR = 5 KIPS X LF = 10.50 OK'" COMBINED CONCRETE = 0.834OKE" COMBINED STEEL = . 0.216 O.K EW3 INTERIOR COLUMNS l STEEL: Pss = 16.3 K /BOLT= 32.6 KIPS TOTAL Vss = 13.6 K /BOLT=, CONCRETE: As = 159.9 SQ. IN. FOR EDGE DIST >= EMBEDMENT At = 0.0 SQ IN PC = 14.6 KIPS VC= 11.5 KIPS/BOLT= 23.0 KIPS TOTAL LOADING COMBINATIONS: 100% STRESS LEVEL MAX TENSION = 0.00 i KIPS X LF = 0 OK . MAX SHEAR = 0.00 KIPS X LF = 0.00 COMBINED CONCRETE = COMBINED 0.000 LUK STEEL = 0.000 133% STRESS LEVEL MAX TENSION = 0.66 KIPS X LF = 1.39 =' MAX SHEAR = 1.13 KIPS X LF = 3.84' OK COMBINED CONCRETE = 0.057Ulf COMBINED STEEL = 0.022 BRACE BAY AT 133% MAX TENSION = 0.00 KIPS X LF = 0.00 MAX SHEAR = 0.00 KIPS X LF = 0.00OK r COMBINED CONCRETE = COMBINED STEEL = 0.000 0.000 STEEL BUILDING FOUNDATION DESIGN RIGID FRAME FOOTING WITH SLAB Polaris Engineering & Surveying, Inc. 49197 Road 426 Suite E Oakhurst, CA 93644 5% MANUFACTURER: BUTLER MANUFACTURING CO. BUILDING NO: D97-021872 BUILDING LINES: GRID LINE 2 & 3 CLIENT: NORTH VALLEY BUILDING SYSTEMS LOCATION: BUTTE CO., CA POLARIS JOB NO. 97518 REACTIONS: I 100% STRESS LEVEL MAXIMUM 2.89 7.50 0.00 0.00 MINIMUM 0.55 1.50 0.00 0.00 133% STRESS LEVEL MAXIMUM 0.80 1.30 0.00 0.00 MINIMUM -2.84 -3.51 0.00 0.00 MATERIALS AND ALLOWABLE STRESSES: SOIL: BASE BEARING CAP: 1.0 KSF WIDTH INCREASE: 0% PER FOOT IN EXCESS OF 1' DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1' CONCRETE: F'c = 2.5 KSI @ 28 DAYS WT = 0.15 KCF REINFORCING: Fs = 20 KSI DESIGN CONSTANTS: N= 10 J= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) RF1 SLAB THICKNESS: T = 4 SLAB REINFORCING: WWM @ " 6 WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = 133% x Fs x As'x T/2 x J/12 = SLAB WT = 0.050 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = INCHES IN. O.C. 0.112 K- FT 2.12 FT 0.106 K /LF COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT = Wf = 0:150 KLF SLAB WT Ws = TOTAL WT = Wf + Ws = 0.256 PERIMETER Mr = 133% x FsxTOP Asx(d-2,")xj/12= EFFECTIVE PERIMETER L = SQRT (2 x Mr / WT) _ FOR 2 -SIDES - TOTAL WT = 2 x L x TOTAL WT = WEIGHT: FOOTING 1.84 K SLAB AT FOOTING = 0.37 OVERBURDEN @ 120 PCF = 0.00 PERIMETER FOOTING AND SLAB = 2.86 TOTAL DEAD WEIGHT = 5.07 K UPLIFT: SIDE 100% 133% GOVERNS LEFT 0 -3.51 3.51 SOKf - W, RIGHT 0 0 0 OKE BEARING: AREA= 8.17 SQ. FT. INCREASE IN BEARING FOR WIDTH= INCREASE IN BEARING FOR DEPTH = ALLOWABLE SOIL PRESSURE 1.00 KSF @100% 1.33 KSF @ 133% As = '0.028 SQ. IN. / FT.: , k • J' SQ' IN' 0.106 KLF 4.00 5.59 FT 2.86 K z r 0% 0% BENDING STRESSES IN CONCRETE AND REINFORCING: CANTILEVER FOOTING LENGTH = U2 = 1.75 FT POSITIVE MOMENT = SP x W x L^2/2 = 3.28 K -FT @ 100% P= 0.14% K= 0.1690. J= 0.9437 , fs = 4.6 KSI FS= 20;OK `. ,, fc = 78 PSI fc = 1125 O of NEGATIVE MOMENT DUE TO PERMITER FTG = 2.50 K -FT MOMENT DUE TO FOOTING WT = 0.80 K -FT TOTAL NEG. MOMENT = 3.31 K -FT P = 0.14% K = 0.1690 J = 0.9437 / fs = 4:7 KSI FS = 20 OKE'Y. V .,. fc = 79 PSI fc'= 1125 OK.`, HAIRPIN ANGLE AT TO SIDEWALL = 45 DEG TENSION TO SLAB: SIDE 100% 133% GOVERNS LEFT 2.89 0.8 2.89 RIGHT 0 0 0.00 REQ'D As = 0.20 SQ IN TOTAL = 0.10 SQ IN/LEG STEEL: #4 TOTAL OF 1 --> As = 0.20p, 'V I. REQ'D SPREAD FOR SLAB TO TIE FRAMES = •5.2 FEET TOTAL REQUIRED HAIRPIN LENGTH = 7.30 FEET RF3 y r R ANCHOR BOLT STRENGTH DESIGN CALCULATION PER UBC 2624 Fc = 2500 PSI LAMBDA'= 1.0 (NORMAL WT CONCRETE) PHI = 0:65 , Fs = 60 KSI (A-307 BOLTS) t, APPROXIMATE LOAD FACTORS DEAD LOAD + LIVE LOAD FACTOR =1.7X2= 3.4 DEAD LOAD + WIND LOAD' ' < FACTOR -.75X1.4X2= r ®IAMETER-075INGIiES � 2.1' g� ' � . •+� �� FUL AKEA w 0 2r� SQ IN USED`F�O�R4G®NCRETE R®Ql A�REAv a On302 AOR STEELSI SOF EMBEDMENT RBNTHE) ��`�2� SfRENG%H � � , , �� BOLTS 2 TOTAL 6c STEEL: Ps = 16.3 K / BOLT = fNCES • 32.6 GAGE =.� * 4. INCHES KIPS TOTAL , Vs = 13.6 K / BOLT = 27.2 " CONCRETE: 1 As = 159.9 SQ. IN. FOR EDGE DIST >= EMBEDMENTQ<K,jm '. At = PITCH x GAGE= 0.0 SQ IN PHI x Pc = 14.6 KIPS - PHI x Vc = 11.5 KIPS/BOLT = 23.0 KIPS TOTAL LOADING COMBINATIONS: .3 LEFT SIDE MAXIMUM AT 100% MAX TENSION = 0.00 KIPS X LF = 0.00 MAX SHEAR - 2.89 KIPS X LF = =K- 9.83 COMBINED CONCRETE = 0.28 COMBINED STEEL = 0.13 OK LEFT SIDE MAXIMUM AT 133% MAX TENSION = 3.51 KIPS X LF = 7.37OK MAX SHEAR = 2.84 KIPS X LF = 5.96 ` 11 COMBINED CONCRETE = 0.50 COMBINED STEEL = 0.10 BRACE BAY AT 133% MAX TENSION = 4.00 KIPS X LF = 8.40 OK MAX SHEAR = 5.00 KIPS X LF = 10.50 -OKf; COMBINED CONCRETE= 0.83 <-OKE COMBINED STEEL = 0.22 OK`. w:wwwwwwtiwrww:, , 04:28 PM RF4 3 3B BUTLER MANUFACTURING COMPANY ENGINEERING DATA CUSTOMER: KELLY BROWN LOCATION: CHICO, CA. BUILDER: NORTH VALLEY BUILDING SYSTEMS BUILDING SIZE UNIT 1: 40X40X14 LRF 1:12 BMC ORDER NO.: 04-045559-1 BUILDER ORDER NO: 99-07 DESIGNER: MOZZ RAUOF DATE: 2%22/99 TABLE OF CONTENTS UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 WALL SECONDARIES: 13 ENDWALL STRUCTURALS: 17 LONGITUDINAL BRACING: 19 WALL PANEL: 21 ROOF PANEL: 22 FRAME DESIGN: F1 FRAME CONNECTIONS: S1 DATE: 02/18/99 D E S I G N C R I T E R I A R E P O R T PD120ODDC TIME: 05:10 PM PAGE D 1 --------------------------------------- ORDER # 045559 BUILDER - NORTH ---------------------------- VALLEY READY MIX ------------------------------- BLDR ORDER # 99-07 ------------------- BLDR ACCOUNT # --------------- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) = 55 LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" ------------------------ ------------�----------------------------------------------------------------------------------------------- Brace Rods up to 3/4" diameter ............ Fu = 80 ksi min. - -------------------------------------------------------------------- 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1989 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS Normal Collateral Load 0 psf Wind Speed' Built-up Sections matl 1" & less thick .... Fy = 55 ksi min. Built-up Sections matl over 1" thick ...... Fy = 50 ksi min. Wide flange Sections (unless noted) ....... Fy = 36 ksi min. Cold -formed Members up to .120 thickness .. Fy = 60 ksi min. over .120 thickness .. Fy = 55 ksi min. Galvanized Material .. Fy = 42 ksi min. Brace Rods up to 3/4" diameter ............ Fu = 80 ksi min. over 3/4" diameter ............ Fu = 70 ksi min. Roof Cover BRII 28 Gage ........... Fy = 80 ksi min. Wall Cover SHWAL 26 Gage ........... --------------------------------------------------------------------- Fy = 50 ksi min. --------------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 1994 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBO). 3.2 DESIGN LOADS Terrain Cat/Wind Exp B Dead Load 2.2 + Frame Weight Roof Live Load 20 psf Exposure of Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 0 psf Wind Speed' 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic Importance Factor 1.000 MBMA County Ground Snow 0 psf Building Use Category 1 (GENERAL USE) DATE: 02/18/99 D E S I G N C R I T E'R I A R E P O R T ---------------------------------------------------- LIVE LOAD PD120ODDC TIME: 05:10 PM =-------------------------------------------------- INTERMEDIATE FRAME =--------------------------------- ENDWALL STRUCTURALS PAGE b 2 ----------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX' BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) ENDWALL LSW: TAPERED RSW: TAPERED LSW: ------------------------------------------------------------------------------------------------------------------------------------ HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" --------------------------------------------=- ACTUAL DESIGN LOADS --------------- ----------------- ---------------------------------------------------- LIVE LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS 12.0 psf FRAMES: 1 none FEW 20.0 psf BAYS: 1, 2 15.0 psf FRAMES: 2 16.0 psf REW COLLATERAL LOAD INTERMEDIATE FRAME ENDWALL STRUCTURALS ROOF STRUCTURALS none none none WIND SPEED ENDWALL SIDEWALL INTERMEDIATE FRAME STRUCTURALS STRUCTURALS BRACING ROOF STRUCTURALS 80.00 mph FRAMES: 1, 2 80.00 mph FEW 80.00 mph RSW 80 mph 80.00 mph BAYS: 1, 2 80.00 mph REW 80.00 mph LSW WIND COEFFICIENT (* INDICATES OVERRIDE) PRESSURE SUCTION UPLIFT All girts 0.900 -0.900 B&P EW Roof Beams -1.100 "C" EW Posts 0.800 -0.700 Roof Structurals -1.000 Bracing - ---------------------------------------------------------------------------------------------------------------------------------- 0.800 -0.500 DATE: 02/18/99 D E S I G N D A T A R E P O R T PD1200DSN TIME: 05:10 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 1 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD' BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 1 DESCRIPTION ` 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The end frames consist of "C" Section simple beams and posts or an H -Section modular rigid frame. Purlins and eave struts spanning between the frames support the roof panels. The wall panels span from the base to the eave and may be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3. END FRAMES Endwall framing has two options: (1) Light gage "C" section members composed of endwall posts and endwall roof beams. The members are fabricated from 60 ksi minimum yield material except that material greater than 0.120" thick is 55 ksi minimum yield. (2) H -Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. DATE: 02/18/99 D E S I G N D A T A R E P O R T PD1200DSN TIME: 05:10 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 2 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method column bases. Modular frames with interior columns are indeterminate reaction analysis for this frame uses the energy changing sections of the frame, summations are obtained by adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING The frame is designed with pinned connections at the designed with pinned connections at the column top. The method considering bending only. To account for the dividing the frame into a number of individual sections and Endwall framing has two options. Option i consists of light gage "C" section endwall roof beams designed as simple span, simple span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2 consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. 3.2.1 Light Gage "C" Section Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional-flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and procedures.. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top and bottom flange of all roof beams. Allowable moment capacity will be computed in accordance with the AISI Specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.2 H -Section Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 50 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the endwall post to act in conjunction with the rigid frame action of the frame to resist the force caused by the wind load on the sidewalls. DATE: 02/18/99 D E S I G N D A T A R E P O R T PD1200DSN TIME: 05:10 PM ------------------------------------------------------------------------------------------------------------------------------------ 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 3 ORDER # 045559 BUILDER - NORTH.VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and considered in the design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members. All live or snow loads and wind pressure or suction are assumed uniformly distributed. 3.3.3 Wall Panels Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as tension members in accordance with the applicable provisions of RISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. DATE: 02/18/99 D E S I G N D A T A R E P O R T PD120ODSN TIME: 05:10 PM 0-00-01 GLOBAL DATA LRF DESIGN SPECIFICATIONS PAGE 4 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------------------------------------------------------------------------------------------------------ DESCRIPTION LRF 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 3.4.1 Roof And Sidewall Bracing The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod members in the wall. The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the "C" Section endwall will be designed to resist a concentrated load at the top of the 'corner post equal to the wind load times the tributary sidewall area. The endwall bracing for the H -Section endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DATE: 02/18/99 COMBINATIONS D E S I G N D A T A R E P O R T PD120ODSN TIME: 05:10 PM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS FLG LEFT SIDEWALL EAVE STRUTS PAGE 5 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 SPANS AND UNIFORM LOADS( FT & PSF) . ------------------------------------------------------------ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------------------------+ 1 18.00 1.99 1.2 0.0 20.0 0.0 0.0 2 19.50 1.99 1.2 0.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 9.00 TOP 2 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES DEPTH THICK MINTHK +------------------------------+-----------------------------------------+ FLG RAD LIP FRONT EW REAR EW NUMBER (IN) SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +--------------=---------------+-----------------------------------------+ 1 DL + LL -0.08 1.01 -0.02 -0.06 2 DL + WL (S) 0.00 0.05 0.00 0.00 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------------------------------------------------------------------------------------------+ 1 0540154 239-4 8.00 0.100 0.060 60.00 3.50 0.31 1.38 1.67 16.62 3.06 2 0540154 239-4 8.00 0.100 0.060 60.00 3.50 0.31 1.38 1.67 16.62 3.06 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 02/18/99 D E S I G N D A T A R E P O R T PD120ODSN TIME: --------------------------------------------------------- 05:10-PM 1-02-01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PAGE 6 ORDER # 045559 -------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # ------------------------------------------------------------------------------------------------------------------------------------ 1 BLDG DESCRIPTION LRF. 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 DESIGN DATA SUMMARY +----------------------------------------=-----------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV . ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +------------------------------------------------------------------------=---------------------------------------------------------+ 1 0.0 0.4 11.6 0.036 1 9.0 21.6 141.1 0.00 38.60 0.153 1 9.0 0.1 21.6 0.023 1 1.2 34.7 2 19.5 -0.4 11.6 0.038 1 9.7 25.9 141.1 0.00 38.60 0.184 1 9.7 -0.1 25.9 0.034 1 1.2 34.5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN-KIPS) ALLM = ALLOWABLE MOMENT (IN-KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED.SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN-KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/18/99 D E S I G N D A T A R E P O R T PD120ODSN TIME: 05:10 PM 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 7 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT•# 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 14' 4" 20 PSF- 80 MPH UBC 94 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ SPANS AND UNIFORM LOADS( FT & PSF) +----------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +----------------------------------------------------------+ 1 18.00 1.99 1.2 0.0 20.0 0.0 0.0 2 19.50 1.99 1.2 0.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 9.00 TOP 2 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE•MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES DEPTH THICK MINTHK +------------------------------+-----------------------------------------+ FLG RAD LIP FRONT EW REAR EW NUMBER (IN) SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.08 1.01 -0.02 -0.06 2 DL + WL (S) 0.00 0.05 0.00 0.00 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA Ix - IY NUMBER NUMBER (IN) (IN) .(IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------------------------------------------------------------------------------------------+ 1 0540154 239-4 8.00 0.100 0.060 60.00 3.50 0.31 1.38 1.67 16.62 3.06 2 0540154 239-4 8.00 0.100 0.060 60.00 3.50 0.31 1.38 1.67 16.62 3.06 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 02/18/99 D E S I G N D A T A R E P O R T PD120ODSN TIME: 05:10 PM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS RIGHT SIDEWALL EAVE STRUTS PAGE 8 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40'. 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------ DESIGN DATA SUMMARY ----------------------- -.-----------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** * COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +-----------------------------------------------------------------------------------------------------------------------------------+ 1 0.0 0.4 11.6 0.036 '1 9.0 21.6 141.1 0.00 38.60 0.153 1 9.0 0.1 21.6 0.023 1 1.2 34.7 2 19.5 -0.4 11.6 0.038 1 9.7 25.9 141.1 0.00 38.60 0.184 1 9.7 -0.1 25.9 0.034 1 3.5 34.5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR. ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) .CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED•LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS -RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/18/99 D E S I G N D A T A R E P O R T PD120ODSN TIME: 05:10 PM --------------------------------------------------------------------------------------=--------------------------------------------- 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 9 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 9.16-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) '- (IN-K) +------------------------------+-----------------------------------------+ +-------------------------------------------------------------------------------------+ 1 BAY SPAN LOAD UNIFORM LOADS LAP PURLIN 2.54 NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE DL + WL +-------------------------------------------------------------------------------------+ -1.05 1 18.00 5.00 1.2 0.0 20.0 0.0 10.0 2.00 CONTINUOUS 2 19.50 5.00 1.2 0.0 20.0 0.0 10.0 2.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) NUMBER POSITION +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT -------------------------------------------------------------- SHEAR 1 18.00 4.49 1.2 0.0 20.0 0.0 12.2 2 19.50 4.49 1.2 0.0 20.0 0.0 12.2 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 9.00 TOP 2 9.00 REAR TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.21 2.54 -0.05 -0.15 2 DL + WL (S) 0.08 -1.05 0.02 0.06 DATE: 02/18/99 D E S I G N D A T A R E P O R T PD1200DSN TIME: 05:10 PM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF ------------------------------------------------------------------------------------------------------------------------------------ 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHEDzPART) +--------------------------------------------------------------------------- BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +---------------------------------------------------------------------------------------------------------------+ 1 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 2 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +----------------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 18.0 2.5 4.9 0.518 1 16.0 -29.3 59.2 0.00 13.40 0.496 1 16.0 -1.0 -29.3 0.417 1 12.7 2 0.0 2.5 3.9 0.651 1 12.2 37.0 59.2 0.00 12.00 0.625 1 2.0 1.1 -27.6 0.414 1 10.5 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT- = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/18/99 D E S I G N D A T A R E P O R T PD120ODSN TIME: 05:10 PM ------------------------------------------------------------------------------------------------------------------------------------ 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 11 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) . (IN-K) +------------------------------+-----------------------------------------+ +-------------------------------------------------------------------------------------+ 1 DL + LL BAY SPAN LOAD UNIFORM LOADS LAP PURLIN -0.05 NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE (S.) 0.08 +-------------------------------------------------------------------------------------+ 0.02 1 18.00 5.00 1.2 0.0 20.0 0.0 10.0 2.00 CONTINUOUS 2 19.50 5.00 1.2 0.0 20.0 0.0 10.0 2.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) NUMBER POSITION +------------------------------------------------------------+ BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------------------------+ 1 18.00 4.49 1.2 0.0 20.0 0.0 12.2 2 19.50 4.49 1.2 0.0 20.0 0.0 12.2 PURLIN BRACE LOCATIONS +---------------------------------------------------------------------------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------------------------------------------------------------------------------------------------+ 1 9.00 TOP 2 9.00 - REAR TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.21 2.54 -0.05 -0.15 2 DL + WL (S.) 0.08 -1.05 0.02 0.06 DATE: 02/18/99 D E S I G N D A T A R E P O R T TIME: 05:10 PM - ----------------------------------------------------------------------------------------------------------------- 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PD120ODSN PAGE 12 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT #-- 20-04-007-90- BLDR CONTACT - ANDY WOOD BLDR.PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION --LRF ---------------------------- -------40'--0"-----------40'--0"---------14'--4"----------20--PSF 80 ----------------------------------- MPH UBC 94 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED:PART) +---------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) IX (IN) (IN**2) (IN**4) IY (IN**4) +---------------------------------------------------------------------------------------------------------------+ 1 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 2 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +-------'---------------------------------------------------------------------------------------------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM• ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW +----------------------------------------------------------------------------------------------------------------------------------+ 1 18.0 2.5 4.9 0.518 1 16.0 -29.3 59.2 0.00 13.40 0.496 1 16.0 -1.0 -29.3 0.417 1 12.7 2 0.0 2.5 3.9 0.651 1 12.2 37.0 59.2 0.00 12.00 0.625 1 2.0 1.1 -27.6 0.414 1 10.5 NOTES: XV ACTV ALLV CSRV XM ACTM ALLM ACTA ALLA CSRB XC ACTVC ACTMC CSRC LD ACT ALLOW = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) = ALLOWABLE MOMENT (IN -KIPS) = ACTUAL AXIAL FORCE (KIPS) = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION = MOMENT (IN -KIPS) AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 02/18/99 PROPERTIES (ACTUAL FURNISHED PART) D E S I G N D A T A R E P O R T TIME: 05:10 PM --------------------------------------------------------------------------------------------------------------------- 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PD120ODSN PAGE 13 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR. CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION--LRF-------40' -------------------------- 0" ----------40'--0"---------14'--4"--_-------20 ------- (KSI) (IN) PSF-- ----- 80MPHUBC941_000_12 -- ------ -- ---- SPANS AND UNIFORM LOADS (FT & PSF) - +----------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP GIRT NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE +---------------------------------------------=------------------------------ 1 18.00 6.67 9.0 9.0 2.00 CONTINUOUS 2 19.50 6.67 9.0 9.0 2.00 CONTINUOUS GIRT BRACE LOCATIONS +--------------------------------------------+ BAY LOCATION/ NUMBER POSITION +--------------------------------------------+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS +--------------------------------------------------------------- --------------------------------------------------------- BAY GIRT + NUMBER LOCATIONS +------------------------------------------------------------------------------------------------------------------------+ 1 7.50 2 7.50 SECTION PROPERTIES (ACTUAL FURNISHED PART) +---------------------------------------------------------- --------- ------- ---------------- --------- --------- --- - - - - -� BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +--------------------------------------------------------------------------------------------------------------------+ 1 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1:40 2 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS j DATE: 02/18/99 D E S I G N D A T A R E P O R T PD120ODSN TIME: 05:10 PM ------------------------------------------------------------------------------------------------------------------------------------ 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 14 •' ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" :- ------------------------------------------------------------------------------------------------------------------------------------ 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 DESIGN DATA.SUMMARY (MAXIMUM CONDITIONS SHOWN) ' ---------------------------------------------------------------------------------------------------------------- BAY ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD +-----------------------------------------------------------------------------------------------------------------------------+ 1 16.0 -0.6 3.3 0.173 1 6.0 -15.5 55.2 0.280 2 16.0 -0.6 -16.3 0.073 1 2 2.0 0.6 3.3 0.184 1 12.2 -20.3 55.2 0.368 2 2.0 0.6 -15.5 0.072 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ' ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 02/18/99 PROPERTIES (ACTUAL FURNISHED PART) D E S I G N D A T A R E P O R T PD120ODSN TIME: 05:10 PM ------------------------------------------------------------------------------------------------------------------------------------ 1-03-01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 15 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION ------------------------------------------------------------------------------------------------------------------------------------ LRF 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) (IN) (IN) (IN**2) (IN**4) (IN**4) +----------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP GIRT 1 0530635 263-4 8.00 NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE 0.25 0.75 0.86 +----------------------------------------------------------------------------+ 1.40 2 1 18.00 6.67 9.0 9.0 2.00 CONTINUOUS 2.63 0.25 0.75 2 19.50 6.67 9.0 9.0 2.00 CONTINUOUS GIRT BRACE LOCATIONS +--------------------------------------------+ BAY LOCATION/ NUMBER POSITION +--------------------------------------------+ 1 NO BRACES FOR THIS SECTION 2 NO. BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS +------------------------------------------------------------------------------------------------------------------------+ BAY GIRT NUMBER LOCATIONS. +----------------------------------------------------------------------------------- 1 7.50 2 7.50 SECTION PROPERTIES (ACTUAL FURNISHED PART) +------------------------------------------------------------------------------ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) +--------------------------------------------------------------------------------------------------------------------+ 1 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 2 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 02/18/99 ************ D E S I G N, D A T A R E P O R T *********** BENDING ************** TIME: 05:10 PM 1-03-01 SIDEWALL --------------------------------------------------------------------------------------------------------------- STRUCTURALS RIGHT SIDEWALL GIRTS PD1200DSN PAGE 16 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR'ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG ------------------------------------- DESCRIPTION LRF 40'--0"-----------40'--0"---------14'--4"----------20--PSF--80--MPH------UBC-_94 ---- 12.2 -20.3 55.2 0.368 2 2.0 0.6 -15.5 0.072 1 1_000_12 ---- DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) +--------------------------------------------------------------------------------- BAY ************ SHEAR ************ *********** BENDING ************** --------------------------------- ** COMBINED SHEAR & BENDING ***** -+ NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD +--------------------------------- 1 16.0 -0.6 3.3 0.173 1 6.0 15.5 55.2 0.280 2 16.0 0.6 16.3 0.073 1 2 2.0 0.6 3.3 0.184 1 12.2 -20.3 55.2 0.368 2 2.0 0.6 -15.5 0.072 1 NOTES: XV ACTV r ALLV CSRV XM ACTM ALLM CSRB XC ACTVC ACTMC CSRC LD = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) = ALLOWABLE SHEAR (KIPS) = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN. -KIPS) = ALLOWABLE MOMENT (IN. -KIPS) = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR AT COMBINED LOCATION = MOMENT AT COMBINED LOCATION = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 02/18/99 D E S I G N D AT A R E P O R T PD120ODSN TIME: 05:10 PM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 17 ----------------------------------7-------------7----------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" ------------------------------------------------------------------------------------------------------------------------------------ 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +----------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP GIRT NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE +----------------------------------------------------------------------------+ 1 20.00 7.08 9.0 9.0 SIMPLE 2 20.00 7.08 9.0 9.0 SIMPLE GIRT BRACE LOCATIONS -------------------------------------+ BAY LOCATION/ NUMBER POSITION +----=-------------------------------------=-+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS ---------------------------------------------------------------------------------------+ BAY GIRT NUMBER LOCATIONS --------------------------------------------------=-------------------------------------------------+ 1 7.50 2 7.50 SECTION PROPERTIES (ACTUAL FURNISHED PART) ---------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI). (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) ---------------------------------------------- ---------------------------------------------------------+ 1 0550303 211-2 9.50 0.060 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 2 0550303 211-2 9.50 0.060 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 02/18/99 D E S I G N D A T A R E P O R T PD120ODSN TIME: 05:10 PM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL GIRTS PAGE 18 ------------------------------------------------------------------------------------------------------------------------------------ ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 40' 0" 14' 4" 20 PSF 80 MPH UBC 94 1.000:12 ------------------------------------------------------------------------------------------------------------------------------------- DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) +----------------------------------------------------------------------------------------------------- BAY ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD +-----------------------------------------------------------------------------------------------------------------------------+ 1 20.0 -0.6 2.7 0.235 1 10.0 -38.2 53.6 0.713 2 10.0 0.1 38.2 0.128 1 2 20.0 -0.6 2.7 0.235• 1 10.0 -38.2 53.6 0.713 2 10.0 0.1 38.2 0.128 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK LONGITUDINAL BRACING DESIGN CUSTOMER: KELLY BROWN WEIGHT (W) OF REW = DATE: 2/18/99 BUILDER: NVBS 4 psf DESIGNED BY: MOZZ RAOUF BMC ORDER #: 45559 LSW (WI NDl psf BLDR ORDER #: WIDTH LENGTH HEIGHT 1 40 40 14 BUILDING LOADINGS: RSW(SEISMIC) 0.7 0.5 BUILDING CODE: UBC ROOF LIVE/SNOW LOAD: 20 EDITION YEAR: 1994 DEAD LOAD: 4 COLLATERAL LOAD: WIND DESIGN: WIND SPEED(V in mph): 80 WIND EXPOSURE FACTOR: B WIND IMPORTANCE FACTORM: 1.00 MEAN ROOF HEIGHT(H)(ft): 15.17 Ce = 0.67 Cq= 1.3 total for building walls and at each parapet q=0.00256M"2 = 16.38 psf P=(Ce)(Cq)gl= 14.27 psf 10 psf minimum ( 0.014 ) ksf SEISMIC DESIGN: SEISMIC ZONE: 3 EISMIC ZONE FACTOR(Z): 0.3 SEISMIC IMP. FACTORM: 1 NUMERICAL COEF. C= . 2.75 NUMERICAL" COEF. RW= 8 0 WEIGHT (W) OF FEW= 1.4 psf WEIGHT (W) OF REW = 1.4 psf ROOF DEAD LOAD: 4 psf ROOF COLLATERAL LOAD: psf LSW (WI NDl psf TOTAL SEIS ROOF LD: 4 psf V= Z"I" C"W/Rw 0.14 pSf @ FEW 0.14 pSf @ REW 0.41 pSf @ ROOF BUILDING BRACING REACTIONS BAYS BRACING LOCATION BAY SIZE 20 H V H V 1 LSW (WI NDl 1 RSW(WIND) 4.3 3.1 1 LSW(SEISMIC) 1 RSW(SEISMIC) 0.7 0.5 l �Z O 46 LONGITUDINAL BRACING DESIGN CUSTOMER: KELLY BROWN DATE: 2/18/99 BUILDER: NVBS DESIGNED BY: MOZZ RAOUF BLDR ORDER BMC ORDER ¢: 45559 WIND LOADING SEISMIC LOADING BAY 20 20 20 POST DIST FEW REW BAY BAY BAY BAY SPACE NO OF FROM WALL WALL POINT STRUT ROD ROD POINT STRUT ROD ROD CNTRL I ROD CNTRL /LOC BAYS LSW STR HT HT HT LOAD LOAD LOAD LOAD LOAD LOAD LOAD LOAD ROD SIZE ALLOW ROD S1ZE LSW 1 14.34 14.34 14.34 1.0 1.0 0.2 0.2 RSW 1 40 14.34 14.34 14.34 1.0 4.3 5.3 0.2 0.7 2.8 7/16 5.3/7.51 (* 3Rw 8 CONTROLS) / R LS) 20 1 1.4 0.3 7/16 5.3 20 16.01 16.01 16.01 2.3 2.3 0.4 0.4 20 1 1.8 0.3 7/16 5.3 1.0 K FR Zoe FR = 20 x (2.3x20 i 1 x .4 ) FR = 4-:3 46 1.0 K FR Zoe FR = 20 x (2.3x20 i 1 x .4 ) FR = 4-:3 SFUDOWALL TM PANEL DESIGN DATA Calculated section properties for Shadowall wall panels use the 1996 edition of AISI design manual. It is important to note that the design data page only reflects the allowable values of the panel alone. OUt61G6 r -^-Ce _ Croz5 �'Ci��: i Section Pronerties for (ane Fnnt of Writh Panel Material Design Thickness (in. . E (ksil Fy (ksi) Weight (41So. ft) Com ression on Outside Compression on Inside Sx (in.3) I Tin.41 Sx (in.31 I I (in.4) 26 Ga Steel 1 0.0170 295001 50 1.140 0-0-,,40 0.0346 0.0:79 0.04397 24 Ga. Steel 1 0.0225 295001 50 1.420 0.0510 0.0506 I 0.0545 I 0.05105 Legend I' = Nressure on Outside face; S = Suction on Outside face; Note: Allowable uniform loads above are tested values. Values shown have been increased 1.33 as allowed by section A5.1.3 of the 1996 AISI Specification. Allowable uniform load values are tested in accordance with Section F of the 1996 edition of the AISI design manual. Refer to the technical screening information for additional details. Allowable Uniform Load s Panel Material No. of Spans San = 5.0' P S San = 7.0' San P S = 7.5' P I S 26 Ga. Steel 1 69. 38 35 19 30 16 26 Ga. Steel 2 42 58 22 30 18 26 26 Ga. Steel 3 53 F57 27 30 23 25 24 Ga. Steel 1 93 1 52 47 27 41 ( 23 24 Ga. Steell 2 1 59 1 80 30 41 26 35 24 Ga. Steel l 3 1 75 l 82 ( 3B 43 33 35 Legend I' = Nressure on Outside face; S = Suction on Outside face; Note: Allowable uniform loads above are tested values. Values shown have been increased 1.33 as allowed by section A5.1.3 of the 1996 AISI Specification. Allowable uniform load values are tested in accordance with Section F of the 1996 edition of the AISI design manual. Refer to the technical screening information for additional details. 1. 4 Butlerib® II Roof System - Panels PANEL DESIGN DATA Calulated sectional properties for Butlerib011 roof system panel materials using 1986 edition of AISI design manual with 1989 Addendum and representative center section. 36" 12" ►� 12 12" 4 ]r2" 3" 4 lit" 14 1/2" i 3" 4 1/2" 4 1/2" i 3" 4 Ill" i +;e-►�-►-ice r -I ►-' ►•e--►-a-r-e�; Outside Face Section Through Panel Section Prooerties for One Foot of Width Panel Design Fy E Weight Compression on Outside Compression on Inside Material Thick (in) (ksi) (ksi) (#/Ft.) Sx (in3) I (in4) S (i n-2 1 (in4) 28 Ga. Steel 0.0140 80 29500 0.86 0.03288 0.04070 0.02710 0.02270 26 Ga. Steel 0.0170 80 295000.04190 P Is 0.05153 0.03501 0.02870 24 Ga. Steel 0.0225 80' 129500 1 1.45 0.05981 0.07267 0.05135 0.04060 24 Ga. Steel 0.0225 50" 29500 1.45 0.06415 0.07716 0.05686 0.04340 22 Ga. Steel 0.0285 50 29500 1.40 0.09770 0.11370 0.07400 0.06170 0.032 Alum. 1 0.0320 121.51 10000 00.55 0.09710 1 0.11530 0.08740 0.06630 . 111y -S = Suction on Outside face; '" ALZN Finish Only F + The above values are computed for the panel only in accordance with 1986 AISI. Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI i, Specification with 1989 Addendum. All values shown are for continuous conditions of spans greater than 2. Weight of pane! has been deducted from "P" values and added to "S" values. Pressure values must be limited to 150 psf as this can exceed normal system capacity. The suction values shown in the above allowable load table do not take into account panel deformation and fastener pullout. Allowable Uniform Load (psf) Panel Fy Span = 2.5' Span = 3.0 Span = 4.0' Span = 5.0' Span = 5.27' Material (ksi) P S P S P S P Is P I S 128 Ga. Steel80 104 116 77 87 1 67 53 42 36 1 38 32 26 Ga. Steel 1 80 185 285 135 2101 86 140 55 90 49 1 81 24 Ga. Steel 1 80' 1 306 3591218 259j 127 1200 81 128 72 116 24 Ga. Steel 50" 220 2781 155 199 87 1134 55 86 50 1 78 22 Ga. Steel 50 1 319 3-901 313 280 123154 118 1101173 90 0.032 Alum. 1 21.51 148 179 104 13245 72 32 52 28 47 Note: Legend -P = Pressure on nutairio rar,o -0 . 111y -S = Suction on Outside face; '" ALZN Finish Only F + The above values are computed for the panel only in accordance with 1986 AISI. Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI i, Specification with 1989 Addendum. All values shown are for continuous conditions of spans greater than 2. Weight of pane! has been deducted from "P" values and added to "S" values. Pressure values must be limited to 150 psf as this can exceed normal system capacity. The suction values shown in the above allowable load table do not take into account panel deformation and fastener pullout. F I N A L F A M E D E S I G N - C O N T E N T S DATE: 02/18/99 CADDS TIME: 05:08 PM ----------------------------------------------- ------------------------------------------- ----------------------------- � 1 Pk----- ORDER # 045559 1BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-047007-90 BLDR CONTACT - ----------------------------------------------------------------------------------------------------------------------------------- ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # ------------ 2 LRF 40'-0" -------- 14'-4" ------ 12 PSF ------ 80 MPH ----------- UBC 94 ------- 1.00 TO 12 ------ 1 -------------------- 01,02 .... F- 1 DESIGN FRAME # 3 EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.00 TO 12 1 REW .... p 22 F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N DATE: 02/18/99 CARDS TIME: 05:08 PM PAGE:F 2 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ----------------------------------------------------------------------------------------------------------------------------------- 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 14.002 FT. 14.002 FT. 1 = 40.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 13.333 FT. 13.333 FT. COL. CLEAR HT. = 12.497 FT. 12.497 FT. CMX = 0.850 SLOPE (P/12.) = 1.000 1.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 20.000 FT. 20.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. PURLIN DEPTH = 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) ** P Delta Analysis ** --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.031 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.394 12.948 0 0 0 1 0 2 2- 3 0 0 1.50 1.00 3 20.000 14.498 0 0 0 0 0 3 4- 3 0 0 1.50 1.00 4 38.606 12.948 0 0 0 1 0 4 5- 4 0 0 1.50 1.00 5 38.969 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T-I O N S DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 3 ------------ ----------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP -'Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. O FL Outside flange only braced ID - B Base, G Girt, P Purlin, E Eave strut, O Other, O-IF Outside and Inside flange braced L Landmark 2000 truss purlin. O-SF Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE:' BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O-IF YES 0.00 B O-IF YES 0.00 0.00 E O FL 0.00 0.00 E O FL 7.50 - G O FL NO 7.50 G O FL NO 3.98 3.98 P O-SF 3.98 3.98 P O-SF 12.50 O O-IF YES 12.50 O O-IF YES 8.98 8.98 P O FL 8.98 8.98 P O FL 14.00 E O FL NO 14.00 E O FL NO 13.98 13.98 P O-SF 13.98 13.98 P O-SF 18.98 18.98 P O-SF 18.98 18.98 P O-SF GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each•end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is. counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - C O N V E N T I O N S ' DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 4 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each•end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is. counter clockwise about the X axis ( near side rotating down ). APPLIED LOADINGS BUILDING CODE = UBC - 1994 DEAD LOAD (DL ) = 2.780 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 12.000 PSF F R A M E D E S I G N - L O A D S U M M A R Y j DATE: 02/18/99 TIME: 05:08 PM CADDS --------------------------------------------------------------- PADDS 5 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX --------------------------------------------------------------------- BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" ----------------------------------------------------------------------------------------------------------------------------------- 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 GENERAL BUILDING INFORMATION DESIGN BAY. = 20.000 FT. TOTAL BUILDING LENGTH = 40.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL SHWAL 26STL 1.12 PSF ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) .USE CATEGORY = 1 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1994 DEAD LOAD (DL ) = 2.780 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 12.000 PSF Roof Exposure Thermal Condition COEFFICIENTS = Partially Exposed Roof = Normal MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 100.00% 1.25 15.00 RIGHT ROOF 100.00% 1.25 15.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR 0.0 PSF 9 WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 1 = ENCLOSED F R A M E. D E S I G N - L O A D S U M M A R Y LEFT ROOF -0.875(SUCTION ) DATE: 02/18/99 -0.875(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) ENDWALL WIND PRESURE CADDS TIME: 05:08 PM -0..700(SUCTION ) ROOF -0.875(SUCTION ) SIDEWALL CANOPY/OVERHANG -1.500(SUCTION ) PAGE:F 6 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 12.000 PSF COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 100.00% 1.25 15.00 RIGHT ROOF 100.008 1.25 15.00 WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 1 = ENCLOSED MIN COUNTY.WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.875(SUCTION ) -0.875(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.875(SUCTION ) -1.500(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 WIND FROM LEFT (WLL) LEFT SIDEWALL 0.800(PRESSURE) LEFT ROOF -0.875(SUCTION ) RIGHT ROOF -0.875(SUCTION ) RIGHT SIDEWALL -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) SIDEWALLS -0..700(SUCTION ) ROOF -0.875(SUCTION ) SIDEWALL CANOPY/OVERHANG -1.500(SUCTION ) MIN COUNTY.WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.875(SUCTION ) -0.875(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.875(SUCTION ) -1.500(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 F R A M E D E S I G N - L O A D S U M M R Y DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 7 ---------------------------------------------------------------------------------------------"-------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" ----------------------------------------------------------------------------------------------------------------------------------- 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.0009.1 Seismic W - LEFT ROOF = 4.775 PSF Seismic W - RIGHT ROOF = 4.775 PSF SEISMIC ZONE = 3 • Z FACTOR = 0.300 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Rw LATERAL, FACTOR = 6.000 STORY DRIFT LIMIT = 0.005 SOIL PROFILE = S3 P DELTA LIMIT = 0.100 S-FACTOR = 1.500 Ct FACTOR = 0.035 T FACTOR = 0.258 C FACTOR = 2.750 C/Rw FACTOR = 0.458 NET SEISMIC FACTOR = 0.137 Maximum P Delta Stability Coefficient = 0.01, Associated Load Combination 04 F R A M E. D E S I,G N - L O A D C O M B I N A T I O N S DATE: -02/18/99 CADDS TIME: 05:08 PM PAGE:F 8 ;- ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF BO MPH UBC 94 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N N N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 DL + EQL 1.333 N Y N Std Des 100.00 DL 100.00 EQ 5 DL + EQR 1.333 N Y N Std Des 100.00 DL -100.00 EQ 6 PDL+0.70PL+2.25EQL 1.700 Y N N Axial C 100.00 DL 70.00 LL 225.00 EQ 7 PDL+0.70PL+2.25EQR 11700 Y N N Axial C 100.00 DL 70.00 LL -225.00 EQ 8 0.85PDL + 2.25EQL 1.700 Y N N Axial T 85.00 DL 225.00 EQ 9 0.85PDL + 2.25EQR 1.700 Y N N Axial T 85.00 DL -225.-00 EQ 10 DL +2.25EQL 1.700 Y N N Conns 100.00 DL 225.00 EQ 11 DL +2.25EQR 1.700 Y N N Conns 100.00 DL -225.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP F R A M E D E S I G N - A P P LI E D L O A D S DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 9 --------------------------------------7-------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.056 K/FT 0.000 K/FT DL 3 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.056 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.300 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.300 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES ..LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 14.00 0.160 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 20.00 -0.175 K/FT 0.175 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 20.00 40.00 0.175 K/FT 0.175 K/FT 0.000 K/FT WLL 4 5 - 4 UNIF 0.00 14.00 0.100 K/FT 0.000 K/FT 0..000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 14.00 -0.100 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 20.00 -0.175 K/FT 0.175 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 20.00 40.00 0.175 K/FT 0.175 K/FT 0.000 K/FT WLR 4 5 - 4 UNIF 0.00 14.00 -0.160 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 14.00 0.003 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.263 KIP 0.000 KIP 0.000 IN-K Outside flange EQ 3 4 - 3 r CONC 40.00 0.263 KIP 0.000 KIP 0.000 IN-K Outside flange EQ 4 5 - 4 UNIF 0.00 14.00 0.003 K/FT 0.000 K/FT 0.000 K/FT .i 'J - i F R A M E D E S I G N - A P P L I E D L O A D S DATE: 02/18/99 CADDS TIME: ------------------------------------------------------- 05:08 PM PAGE:F 10 ORDER # 045559 BUILDER - NORTH VALLEY READY ---------=------------------------------------------------------------------ MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia ? (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ • LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.300 K/FT 0.000 K/FT LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLR 3 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.300 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION / EWP 1 1 - 2 UNIF 0.00 14.00 -0.140 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 20.00 -0.175 K/FT 0.175 K/FT' 0.000 K/FT EWP 3 4 - 3 UNIF 20.00 40.00 0.175 K/FT 0.175 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 14.00 0.140 K/FT 0.000 K/FT 0.000 K/FT RACK 3 4 - 3 CONC 40.00 4.300 KIP 0.000 KIP 0.000 IN -K Outside flange LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 14.00 -0.140 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 20.00 -0.175 K/FT 0.175 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 20.00 40.00 0.175 K/FT 0.175 K/FT 0.000 K/FT EWS 4 5 - 4 UNIF 0.00 14.00 0.140 K/FT 0.000 K/FT 0.000 K/FT RACK 3 4 - 3 CONC 40.00 4.300 KIP 0.000 KIP 0.000 IN -K Outside flange LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 1 1 - 2 CONC 12.95 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 12.95 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis F R A M E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 11 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE _. 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 3.10 37.02 4.56 1.33 1.37 5.01 1.16 1.30 1.34 11.06 9.60 63.02 7.50 12.50 2 3.75 10.40 3.39 65.94 4.56 1.30 1.35 5.01 1.16 1.30 1.34 11.06 9.60 83.02 7.50 12.50 3 7.50 12.80 3.67 104.57 4.56 1.27 1.33 5.01 1.16 1.30 1.34 11.06 9.60 103.03 7.50 12.50 4 12.49 16.00 .4.06 172.53 4.56 1.24 1.30 5.01 1.09 1.26 1.34 15.32 9.60 129.66 5.00 12.50 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.140 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.92 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 4.00 2.07 2 3.98 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 5.02 10.03 3 8.98 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 5.02 10.03 4 13.98 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 5.02 10.03 5 18.98 12.00 3.51 83.91 3.92 1.2.7 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 5.02 5.02 6 19.96 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 1.96 1.96 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.140 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.92 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 4.00 2.07 2 3.98 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 5.02 10.03 3 8.98 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 5.02 10.03 4 13.98 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 5.02 10.03 5 18.98 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 5.02 5.02 6 19.96 12.00 3.51 83.91 3.92 1.27 1.27 4.89 1.06 1.27 1.27 12.77 12.77 83.03 1.96 1.96 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 F R A M E D E S I G N - S E C T I O N P R O P 'E R T I E S DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 12 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER )) 99-07 BLDR ACCOUNT # 20-04-007-90 ' BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) :(IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 3.10 37.02 4.56 1.33 1.37 5.01 1.16 1.30 1.34 11.06 9.60 63.02 7.50 12.50 2 3.75 10.40 3.39 65.94 4.56 1.30 1.35 5.01 1.16 1.30 1.34 11.06 9.60 83.02 7.50 12.50 • 3 7.50 12.80 3.67 104.57 4.56 1.27 1.33 5.01 1.16 1.30 1.34 11.06 9.60 103.03 7.50 12.50 4 12.49 16.00 4.06 172.53 4.56 1.24 1.30 5.01 1.09 1.26 1.34 15.32 9.60 129.66 5.00 12.50 F R A M E D E S I G N - C O N T R 0 L'L I N G S T R E S S DATE: 02/18/99 CADDS TIME: 05:08 ----------------------------------------------------------------------------------------------------------------------------------- PM PAGE:F 13 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 COLUMN 1 - 2 A7{IAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 3.10 8.47 10.20 7.58 0.00 32.61 31.25 33.00 -2.69 17.16 0.99 1.00 1.75 0.07 0.00 0.00. 0.07 1 1 2 10.40 3.39 11.68 13.87 7.58 -120.67 33.00 33.00 22.43 -2.69 15.06 0.98 1.00 1.75 0.07 0.31 0.39 0.46 1 1 3 12.80 3.67 15.13 17.46 7.53 -241.48 33.00 33.00 22.43 -2.70 12.03 0.96 1.00 1.75 0.06 0.53 0.62 0.68 1 1 4* 16.00 4.06 20.11 23.26 7.49 -402.46 33.00 33.00 22.43 -2.70 9.49 0.94 1.00 1.75 0.06 0.61 0.77 0.83 1 1 ROOF BEAM 2 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.51 13.98 13.98 3.44 -385.77 33.00 33.00 28.86 6.37 20.26 0.87 1.00 1.23 0.03 0.84 0.96 0.99 1 1 2 12.00 3.51 13.75 13.75 -4.26 337.66 43.99 38.47 43.99 6.36 20.26 0.87 1.00 1.27 0.03 0.64 0.60 0.64 12 1 3 12.00 3.51 13.98 13.75 -4.29 181.95 43.99 38.47 43.99 4.75 20.26 0.87 1.00 1.27 0.03 0.34 0.30 0.34 12 1 4 12.00 3.51 13.75 13.75 3.15 231.81 33.00 28.86 33.00 2.91 20.26 0.87 1.00 1.51 0.03 0.58 0.55 0.61 1 1 5 12.00 3.51 13.75 13.75 2.99 295.86 33.00 28.86 33.00 -1.50 27.01 0.87 1.00 1.11 0.03 0.75 0.70 0.77 1 12 6* 12.00 3.51 13.98 13.98 2.89 292.52 33.00 28.86 33.00 -1.15 27.01 0.87 1.00 1.01 0.02 0.72 0.63 0.75 1 12 ROOF BEAM 4 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 12.00 3.51 13.98 13.98 3.43 -385.77 33.00 33.00 28.86 6.36 20.26 0.87 1.00 1.23 0.03 0.84 0.96 0.99 1 1 2 12.00 3.51 13.75 13.75 -4.01 -241.94 43.99 43.99 29.05 6.36 20.26 0.87 1.00 1.19 0.03 0.43 0.61 0.61 12 1 3 12.00 3.51 13.98 13.75 -4.04 -216.33 43.99 43.99 29.05 4.75 20.26 0.87 1.00 1.19 0.03 0.38 0.54 0.54 12 1 4 12.00 3.51 13.75 13.75 3.15 231.81 33.00 28.86 33.00 2.91 20.26 0.87 1.00 1.51 0.03 0.58 0.55 0.61 1 1 5 12.00 3.51 13.75 13.75 2.99 295.86 33.00 28.86 33.00 1.87 27.01 0.87 1.00 1.11 0.03 0.75 0.70 0.77 1 12 6* 12.00 3.51 13.98 13.98 2.89 292.52 33.00 28.86 33.00 1.87 27.01 0.871.00 1.01 0.02 0.72 0.63 0.75 1 12 ".� F R A M E D E,S I G N - C O,N T R 0 L I N G S T R E S S. a DATE: 02/18/99 CADDS •� TIME: 05.08 PM PAGE:F 14 7 -------------------------------------------------------_---------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 --------------------------- --------------------------------------------------------------=--------------------------------- -------- COLUMN 5 - 4 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V ' 1* 8.00 3.10 8.47 10.20 7.58 0.00 32.61 31.25 33.00 -2.69 17.16 0.99 1.00 1.75 0.07 0.00 0.00 0.07 1 1 •} 2 10.40 3.39 11.68 13.87 7.58 -120.67 33.00 33.00 22.43 -2.69 15.06 0.98 1.00 1.75 0.07 0.31 '0.39 0.46 1 1 3 12.80 3.67 15.13 17.46 7.53 -241.48 33.00 33.00 22.43 -2.70 12.03 0.96 1.00 1.75 0.06 0.53 0.62 0.68 1 1 •;? 4* 16.00 4.06 20.11 23.26 7.49 -402.46 33.00 33.00 22.43 -2.70 9.49 0.94 1.00 1.75 0.06 0.61 0.77 0.83 1 1 Y R AM E D E S I G N -. W E L D S U M M A R Y' 1. DATE: 02/18/99 CADDS TIME: 05:08 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 15 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. s SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT GOND OV89656 1 0.120 0.319 1/8 2.620 1 1 1 OV89658 1 0.140 0.421 1/8 2.620 2 1 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING . THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS Q F I N A L F R A M E D E S I G N - S P L I C E S U M M A R Y DATE: 02/18/99 CADDS ! TIME: 05:08 PM PAGE:F 16 j----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER ## 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS 01 COLUMN 00 1 1 1 DL + EWP -3.51 2.50 0.00 . DL + EWP -3.51 2.50 0.00 ' 02 2 4 DL + EWP -3.67 3.49 419.08 DL + LL 7.41 -2.90 -402.46 03 COLUMN 01 1 4 1 DL + WLR -2.67 2.84 0.00 DL + WLR -2.67 2.84 0.00 04 2 4 DL + WLR -2.83 1.12 256.83 DL + LL 7.41 -2.90 -402.46 05 BEAM 01 1 2 6 DL + LL 2.89 -0.24 292.52 • DL + WLL -0.94 -0.60 -83.13 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING . THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS Q ** P Delta Analysis Performed ** No. Loading Combination 1H 1V 1 DL + LL F R A M E D E S I G - R A C T I O N S DL + WLR 0.80 -1.33 DATE: 02/18/99 DL + EQL 0.24 1.30 5 DL + EQR 0.85 1.70 6 PDL+0.70PL+2.25EQL CADDS TIME: 05:08 PM PDL+0.70PL+2.25EQR not applicable 8 0.85PDL + 2.25EQL not applicable 9 0.85PDL + 2.25EQR PAGE:F 17 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX DL +2.25EQR BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia 2.34 6.00 WLL (TYPE) -(WIDTH) -3.39 -4.17 (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) SEISMIC LOAD DESIGN SYSTEM FRAME -----------------------------------------------------------------------------------=----------------------------------------------- # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 EWP POSITIVE REACTION DIRECTION EWS R -2.53 -5.01 PDE P Delta Unit Story S 0.00 -0.34 H KIPS Horizontal Force to Right, V 2---3---4 V KIPS Vertical Force Up +---H / 1 5 Z ** P Delta Analysis Performed ** No. Loading Combination 1H 1V 1 DL + LL 2.89 7.50 2 DL + WLL -2.84 -2.67 3 DL + WLR 0.80 -1.33 4 DL + EQL 0.24 1.30 5 DL + EQR 0.85 1.70 6 PDL+0.70PL+2.25EQL not applicable 7 PDL+0.70PL+2.25EQR not applicable 8 0.85PDL + 2.25EQL not applicable 9 0.85PDL + 2.25EQR not applicable 10 DL +2.25EQL not applicable 11 DL +2.25EQR not applicable 12 DL + EWP -1.98 -3.51 ID Load Case 1H 1V DL DEAD LOAD 0.55 1.50 LL LIVE LOAD 2.34 6.00 WLL WIND LOAD LEFT` -3.39 -4.17 WLR WIND LOAD RIGHT 0.25 -2.83 EQ SEISMIC LOAD -0.31 -0.20 SLL MIN SNOW LOAD LEFT 1.17 4.59 SLR MIN SNOW LOAD RIGHT 1.17 1.41 EWP EW WIND PRESSURE -2.53 -5.01 EWS EW WIND SUCTION -2.53 -5.01 PDE P Delta Unit Story S 0.00 -0.34 5H 5V Sum H Sum V -2.89 7.50 0.00 15.00 -0.80 -1.33 -3.64 -4.00 2.84. -2.67 3.64 -4.00 -0.85 1.70 -0.61 3.00 -0.24 1.30 0.61 3.00 -2.32 -0.49 -4.30 -4.00 5H 5V Sum H Sum V -0.55 1.50 0.00 3.00 -2.34 6.00 0.00 12.00 -0.25 -2.83 -3.64 -7.00 3.39 -4.17 3.64 -7.00 -0.30 0.20 -0.61 0.00 -1.17 1.41 0.00 6.00 -1.17, 4.59 0.00 6.00 -1.77 -1.99 -4.30 -7.00 -1.77 -1.99 -4.30 -7.00 0.00 0.34 0.00 0.00 MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- , SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END OUTER FL. 1 12.50 55. 3 4.99 FT 8.00 IN 16.00 IN 5.000 X .188 CONTROLLING ACTIONS ---MAXIMUM STRESSES--- S T R E S S S U M MAR Y MOMENT AXIAL FBO FBI DATE: 02/18/99 (IN -KIP) (KSI) (KSI) (KSI) 1 7.49 -402.46 1.85 -20.01 -17.30 MEMBER NO. -------------------------- 2 JOINT 2 TIME: 05:08 PM 33.00 33.00 28.86 MEMBER NO. 3 JOINT 4 - 3 CADDS ------------------------------------------------- --------------- NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS PAGE:F 18 ORDER # 045559 BUILDER - NORTH VALLEY READY ------------------------------------------------------------------- MIX BLDR ORDER # 99-07 IN 5.000 X .188 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia SECT. FORCE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) (KSI) (KSI) (KSI) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 28:86 MEMBER NO. 1 JOINT 1 - 2 ---------------------------------- , SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END OUTER FL. 1 12.50 55. 3 4.99 FT 8.00 IN 16.00 IN 5.000 X .188 CONTROLLING ACTIONS ---MAXIMUM STRESSES--- ---AXIAL--- ---MAXIMUM STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) 1 7.49 -402.46 1.85 -20.01 -17.30 MEMBER NO. -------------------------- 2 JOINT 2 - 3 - ------- WEB THK. .120 ---ALLOWABLE STRESSES --- FA FBO FBI (KSI) (KSI) (KSI) 33.00 33.00 22.43 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END 1 20.00 55. 5 5.00 FT 12.00 IN 12.00 IN CONTROLLING ACTIONS WEB OUTER FL. THK. 5.000 X .188 .140 ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI .NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 3.44 -385.77 0.98 -27.59 -27.59 33.00 33.00 28.86 MEMBER NO. 3 JOINT 4 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 20.00 55. 5 5.00 FT 12.00 IN 12.00 IN 5.000 X .188 .140 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 3.43 -385.77 0.98 -27.59 •-27.59 33.00 33.00 28:86 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .250 0.827 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND -2.70 9.49 0.284 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188 0.986 1 --------------- SHEAR -------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 6.37 20.26 0.314 1 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188 0.985 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 6.36 20.26 0.314 1 ktx x F I N A L F R A M E D E S I G N - S T R E S S S U M M"A R Y DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 19 ------------------------------------------------------------------------------=---------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 4 JOINT 5 - 4 ---------------------------------- ! SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.50 55. 3 4.99 FT 8.00 IN 16.00 IN 5.000 X .188 .120 5.000 X .250 0.827 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- --=ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN-KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO GOND 1 7.49 -402.46 1.85 -20.01 -17.30 33.00 33.00 22.43 -2.70 9.49 0.284 1 ** P Delta Analysis Performed ** No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + LL N -0.142 F R A M E D E S I G N - J O I N T D E F L E C T'I O N S 2 DL DATE: 02/18/99 N 1.129 -0.028 1.085 0.521 CADDS' TIME: 05:08 PM 3 DL + WLR N -1.046 PAGE:F 20 --------------------------------------------------------------------------------------------=--------------------------------------' ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 4 BLDR ACCOUNT # 20-04-007-90 .BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROD NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) -0.305 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF ----------------------------------------------------------------------------------------------------------------------------------= 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 N POSITIVE DEFLECTION DIRECTION R 2.286 0.350 2.271 0.065 H INCHES Horiz. Deflection to Right, V 2---3---4 V INCHES Vertical Deflection Up +---H / 1 5 z ** P Delta Analysis Performed ** No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + LL N -0.142 -0.007 0.000 -1.795 0.142 -0.007 2 DL + WLL N 1.129 -0.028 1.085 0.521 1.046 0.031 3 DL + WLR N -1.046 0.031 -1.085 0.521 -1.129 -0.028 4 DL + EQL N 0.278 -0.010 0.305 -0.342 0.332 0.007 5 DL + EQR N -0.332 0.007 -0.305 -0.342 -0.278 -0.010 12 DL '+ EWP N 2.310 -0.059 2.286 0.350 2.271 0.065 F'R A M E D E S I G N - M E M B E R D E F L E C T I O N S DATE: 02/18/99 CARDS TIME: 05:08 PM PAGE:F 21 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right ;V +-2-+-3-+ V INCHES Vertical Up Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER. 2V MEMBER 3V MEMBER 4H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + LL 3 -0.286 7 -1.795 7 -1.795 3 0.286 2 DL + WLL 5 1.129 7 0.521 4 0.590 5 1.046 3 DL + WLR 5 -1.046 4 0.590 7 0.521 5 -1.129 4 DL + EQL 5 0.278 5 -0.349 7 -0.342 5 0.332 5 DL + EQR 5 -0.332 7 -0.342 5 -0.349 5 -0.278 12 DL + EWP 5 2.310 7 0.350 3 0.656 5 2.271 i ' F I N A L F RAM E D E S I G N DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 22 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia • (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N DATE: 02/18/99 TIME: 05:08 PM CADDS ----------------------------------------------------------------------------------------------------- PAGE:F 23 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ------------------------------------------------------ 3 DESCRIPTION EWDS 40'-0" ---------------------.-------------------------------------------------------- 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 14.002 FT. 14.002 FT. 1 TO 2 = 20.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 13.333 FT. 13.333 FT. COL. CLEAR HT. = 12.478 FT. 12.478 FT. CMX = 0.850 SLOPE (P/12.) = 1.000 1.000 CMX(stepped column/no wind) = 0.950 SW R -BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 DIST. TO RIDGE = 20.000 FT. 20.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. ENDWALL PURLIN DEPTH = 8.000 IN. 8.000 IN. FRAME OFFSET = 6.000 IN. (PURLIN UNINSULATED) POST OFFSET = 1.000 IN. --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.161 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.161 12.934 0 0 0 1 0 2 2- 3 0 0 .0.75 1.00 3 20.000 14.293 0 0 0 1 0 3 4- 3 Rotated 0 1 1.00 1.00 4 20.000 0.000 1 1 0 1 0 4 5- 3 0 0 0.75 1.00 5 38.839 12.934 0 0 0 1 0 5 6- 5 0 0 1.50 1.00 6 38.839 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) F R A M E D E S I G N - S E C O N D A R Y / B R A C E L O C A T I O N S DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 24 -------------------------------------------------- -------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.-000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- DIST - Distance.to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code"as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, O Other, 0 FL Outside flange only braced L Landmark 2000 truss purlin. O -IF Outside and Inside flange braced MAJOR - Major axis brace point indicator. ( YES or NO ) O -SF Outside braced and inside Single flange brace NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1- 2 BRACE COLUMN 4- 3 BRACE COLUMN 6- 5 BRACE ROOFBEAM 2- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF YES 0.00 B O -IF YES 0.00 B O -IF YES 0.00 0.00 E O FL 7.50 'G O -SF YES 7.50 G O -IF NO 7.50 G O -SF YES 3.98 3.98 P O -SF 12.48 O O -IF YES 13.59 O O -IF YES 12.48 O O -IF YES 8.98 8.98 P O FL .14.00 E O FL NO 15.67 E NO 14.00 E O FL NO 13.98 13.98 P O -SF 18.98 18.98 P O -SF ROOFBEAM 5- 3 BRACE DIST ACCUM ID BRACE FORCE 0.00 0.00 E O FL 3.98 3.98 P O -SF 8.98 8.98 P O FL 13.98 13.98 P O -SF 18.98 18.98 P O -SF GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly F R A M E D E S I G N - C O N V E N T I O N S X ( horizontal ), Y ( vertical ), DATE: 02/18/99 ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The CADDS TIME: 05:08 PM ----------------------------------------------------------------------------------------------------------------------------------- the start and the end of the load, along the axis of the member. PAGE:F 25 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load .is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS -Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). F R A M E D E S I G N - L O A D S U M M A R Y DATE: 02/18/.99 CADDS TIME: 05:08 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 26 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" ----------------------------------------------------------------------------------------------------------------------------------- 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 GENERAL BUILDING INFORMATION DESIGN BAY = 10.250 FT. TOTAL BUILDING LENGTH = 40.00O.FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL SHWAL 26STL 1.12 PSF ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL SHWAL 26STL 1.12 PSF ENDWALL SHWAL -- 26STL 1.12 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 1 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1994 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 16.000 PSF MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR MIN County Rain on Snow = 0.0 PSF Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 100.00a 1.00 16.00 RIGHT ROOF 100.00$ 1.00 16.00 UNBALANCED SNOW LOADS (SLL), (SLR) i ROOF LIVE LOAD (LL ) = 16.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL TRIBUTARY LOAD FACTOR 100.00$ 100.00% = 80.000 MPH ( 10.000 PSF) = 80.000 MPH.( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 1 = ENCLOSED SIDEWALLS ROOF ENDWALL SIDEWALL CANOPY/OVERHANG ENDWALL CANOPY/OVERHANG WIND FROM LEFT (WLL) 0.800(PRESSURE) -0.700(SUCTION ) -0.700(SUCTION ) -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) -1.200(SUCTION ) -1.200(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 1.00 16.00 1.00 16.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 F R A M E D E S I G N - L O A D S U M M A R Y DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 27 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) i ROOF LIVE LOAD (LL ) = 16.000 PSF COEFFICIENTS LEFT ROOF RIGHT ROOF WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL TRIBUTARY LOAD FACTOR 100.00$ 100.00% = 80.000 MPH ( 10.000 PSF) = 80.000 MPH.( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 1 = ENCLOSED SIDEWALLS ROOF ENDWALL SIDEWALL CANOPY/OVERHANG ENDWALL CANOPY/OVERHANG WIND FROM LEFT (WLL) 0.800(PRESSURE) -0.700(SUCTION ) -0.700(SUCTION ) -0.500(SUCTION ) ENDWALL WIND PRESURE (EWP) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) -1.200(SUCTION ) -1.200(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 1.00 16.00 1.00 16.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT (WLR) -0.500(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) 0.800(PRESSURE) ENDWALL WIND SUCTION (EWS) -0.700(SUCTION ) -0.700(SUCTION ) -0.700(SUCTION ) -1.200(SUCTION ) -0.700(SUCTION ) INTERNAL PRESSURE (IP ) 0.000 0.000 0.000 0.000 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 F R A M E D E S I G N - L O A D S U M M A R Y DATE: 02/18/99 TIME: 05:08 PM CADDS ----------------------------------------------------------------------------------------------------------------------- PAGE:F 28 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 ;{ BLDR CONTACT - ANDY,WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" ------------------------------------------------------------------------------------- 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 ;; SEISMIC LOADS (EQ ) j� PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF = 4.220 PSF Seismic W - RIGHT ROOF = 4.220 PSF SEISMIC ZONE 3 Z FACTOR - 0.300 MIN CTY SEISMIC ZONE = 3 I FACTOR = 1.000 Rw LATERAL FACTOR = 6.000 1 STORY DRIFT LIMIT = 0.005 SOIL PROFILE = S3 S FACTOR 1.500 Ct FACTOR = 0.035 T FACTOR = 0.258 C FACTOR = 2.750 C/Rw FACTOR = 0.458 NET SEISMIC FACTOR = 0.137 I F R A M E D E S I G N L O A D C O M B I N A T I O N S DATE: 02/18/99 TIME: 05:08 PM CADDS PAGE:F 29 ORDER # 045559 BUILDER NORTH VALLEY READY MIX BLDR. ORDER # 99-07BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION -------------------------------------------------------------------------------------------- EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE,STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 N N N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N N N Std Des 100.00 DL 100.00 WLL 3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 DL + EQL 1.333 N N N Std Des 100.00 DL 100.00 EQ 5 DL + EQR 1.333 N N N Std Des 100.00 DL -100.00 EQ 6 PDL+0.70PL+2.25EQL 1.700 Y N N Axial C 100.00 DL 70.00 LL 225.00 EQ 7 PDL+0.70PL+2.25EQR 1.700 Y N N Axial C 100.00 DL 70.00 LL -225.00 EQ 8 0.85PDL + 2.25EQL 1.700 Y N N Axial T 85.00 DL 225.00 EQ 9 0.85PDL + 2.25EQR 1.700 Y N N Axial T 85.00 DL -225.00 EQ 10 DL +2.25EQL 1.700 Y N N Conns 100.00 DL 225.00 EQ 11 DL +2.25EQR 1.700 Y N N COnns 100.00 DL -225.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWS I f .';➢` F R A M E D. E S I G N - A P P L I E D` L O A D S DATE: 02/18/99 TIME: 05:08 PM CADDS ----------------------------------------------=------------------------------------------ PAGE:F 30 :i N ORDER BLDR CONTACT # 045559 - BUILDER ANDY WOOD NORTH VALLEY READY MIX BLDR ORDER # 99-07 ------------------------------------------ BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia ,rrp DESIGN SYSTEM FRAME # 3 DESCRIPTION (TYPE) EWDS (WIDTH) (HEIGHT) 40'-0" (LIVE) (WIND) (CODE/YEAR) (SLOPE) ;. --------------------------------------------------------- ----14'_4"---- 16 PSF 80 MPH ----------- UBC 94 1.000 TO 12 ' LOAD CASE (DL ).'DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT a{ Y Z LOCATION DL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.023 K/FT 0.000 K/FT DL 4 5 - 3 UNIF 20.00 40.00 0.000 K/FT -0.023 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y t Z LOCATION LL 2 2- 3 UNIF 0.00 20.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LL 4 5 - 3 UNIF 20.00 •40.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT ' LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 14.00 0.082 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 20.00 -0.072 K/FT 0.072 K/FT 0.000 K/FT WLL 4 5 - 3 UNIF 20.00 40.00 0.072 K/FT 0.072 K/FT 0.000 K/FT WLL 5 6 -. 5 UNIF 0.00 14.00 0.051 K/FT 0.000 K/FT 0.000 K/FT :I LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ y LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 14.00 -0.051 K/FT 0.000 K/FT 0.000 K/FT _ WLR 2 2 - 3 UNIF 0.00 20.00 -0.072 K/FT 0.072 K/FT 0.000 K/FT ' WLR WLR 4 5 - 3 UNIF 20.00 40.00 0.072 K/FT 0.072 K/FT 0.000 K/FT 5 6 - 5 UNIF 0.00 14.00 -0.082 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 14.00 0.002.K/FT 0.000 K/FT 0.000 K/FT EQ EQ 2 4.. 2 - 3 CONC 0.00 0.119 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 5 5 - 3 CONC 40.00 0.119 KIP 0.000 KIP 0.000 IN -K Outside flange 6 - 5 UNIF 0.00 14.00 0.002 K/FT 0.000 K/FT 0.000 K/FT I F R A M E- D E S I G N - A P P L I E D L O A D S DATE: 02/18/99 TIME: 05:08 PM CADDS ------------------------------------------------------------------------------------------------------ PAGE:F 31 ORDER # 045559 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-07 -------------- BLDR ACCOUNT # 20-04-007-90R BLD CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN - ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION ----------------------------------------'-------------------------------------------------------------- EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLR 4 5 - 3 UNIF 20.00 40.00 0.000 K/FT -0.164 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 14.00 -0.072 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 20.00 -0.072 K/FT 0.072 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 0.00 15.67 0.000 K/FT 0.00.0 K/FT -0.160 K/FT EWP 4 5 - 3 UNIF 20.00 40.00 0.072 K/FT 0.072 K/FT 0.000 K/FT EWP 5 6 - 5 UNIF 0.00 14.00 0.072 K/FT 0.000 K/FT 0.000 K/FT RACK 2 2 - 3 CONC 0.00 -4.300 KIP 0.000 KIP 0.000 IN -K Outside flange LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 •14.00 -0.072 K/FT .0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 20.00 -0.072 K/FT 0.072 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 0.00 15.67 0.000 K/FT 0.000 K/FT 0.140 K/FT EWS 4 5 - 3 UNIF 20.00 40.00 0.072 K/FT 0.072 K/FT 0.000 K/FT EWS 5 6 - 5 UNIF 0.00 14.00 0.072 K/FT 0.000 K/FT 0.000 K/FT RACK 2 2 - 3 CONC 0.00 -4.300 KIP 0.000 KIP 0.000 IN -K Outside flange I MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 MEMBER NO. SECTION NO. SECTION -NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 2 7 8 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 1 1' DIST (FT) 0.00 3.75 7.50 12.47 2 1 2 DIST (FT) 1.57 3.98 8.98 13.98 14.99 15.01 18.98 19.94 3 1 DIST (FT) 0.00 3.75 7.50 10.54 13.58 JOINTS F R A M E D E .S I G N - S E C T I O N P R O P E R T I E S (IN2) 11.88 DATE: 02/18/99 11.88 3.26 11.88 3.26 11.88 3.26 JOINTS 2 - 3 TIME: 05:08 PM , OUTER FLANGE DEPTH AREA (IN) (IN2) CADDS 3..26 11.88 3.26 11.88 3.26 11.88 3.26 11.88 PAGE:F 32 ORDER # 045559 BLDR CONTACT - ANDY BUILDER NORTH VALLEY READY MIX 3.75 BLDR ORDER # 99-07 JOINTS BLDR ACCOUNT -#--20-04-007-90 20-04-007-90 FLANGE WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia 2.78 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 95.83 DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" -------------------------------------------------------------------------------------- 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 1.29 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 MEMBER NO. SECTION NO. SECTION -NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 6 2 7 8 MEMBER NO. SECTION NO. ANAL SEC PTS. NO. 1 1 2 3 4 5 1 1' DIST (FT) 0.00 3.75 7.50 12.47 2 1 2 DIST (FT) 1.57 3.98 8.98 13.98 14.99 15.01 18.98 19.94 3 1 DIST (FT) 0.00 3.75 7.50 10.54 13.58 JOINTS 1 - 2 OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3.26 11.88 3.26 11.88 3.26 11.88 3.26 JOINTS 2 - 3 OUTER FLANGE OUTER FLANGE DEPTH AREA (IN) (IN2) 11.88 3..26 11.88 3.26 11.88 3.26 11.88 3.26 11.88 3.26 12.00 3.28 15.95 3.75 16.90 3.86 JOINTS 4 - 3 OUTER FLANGE DEPTH AREA (IN) (IN2) 7.88 2.78 7.88 2.78 7.88 2.78 7.88 2.78 7.88 2.78 = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO 79.42 3.92 1.29 1.29 5.19 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 5.19 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 5.19 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 5.19 1.10 1.29 1.29 12.63 12.63 95.83 79.42 3.92 1.29 1.29 5.19 1.07 1.28 1.28 14.41 14.41 95.83 81.36 3.92 1.29 1.29 5.19 1.07 1.28 1.28 14.41 14.41 96.91 154.52 3.92 1.25 1.25 5.19 1.07 1.28 1.28 14.41 14.41 129.77 176.40 3.92 1.24 1.24 5.19 1.01 1.25' 1.25 17.47 17.47 137.70 = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) ..(IN) (IN) (IN) RATIO 32.00 3.92 1.34 1.34 3.39 1.19 1.34 1.34 8.38 8.38 62.50 32.00 3.92 1.34 1.34 3.39 1.19 1.34 1.34 8.38 8.38 62.50 32.00 3.92 1.34 1.34 3.39 1.19 1.34 1.34 8.38 8.38 62.50 32.00 3.92 1.34 1.34 3.39 1.19 1.34 1.34 8.38 8.38 62.50 32.00 3.92 1.34 1.34 3.39 1.19 1.34 1.34 8.38 8.38 62.50 LUBO (FT) 7.50 7.50 7.50 4.98 LUBO (FT) 3.99 5.01 5.01 5.01 5.01 5.01 5.01 1.92 LUBO (FT) 7.50 7.50 7.50 6.09 6.09 LUBI (FT) 7.50 7.50 7.50 4.98 LUBI (FT) 2.41 10.03 10.03 10.03 5.01 5.01 5.01 1.92 LUBI (FT) 7.50 7.50 7.50 6.09 6.09 F RAM E D E S I G N - S E C T I O N P R O P E R T I E S DATE: 02/18/99 .TIME: 05:08 PM CADDS ----------------------------------------------------------------------------------------------------------------------- PAGE:F 33 ORDER # 045559 BUILDER- NORTH VALLEY READY MIX '# BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia i (TYPE) (WIDTH) (HEIGHT) (LIVE) .(WIND) (CODE/YEAR.) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS ----.---------------------------------------------------------------------------------------------- 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 MEMBER NO. 4 JOINTS 5 - 3 SECTION NO. 1 OUTER FLANGE _, 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 SECTION NO. 2 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.57 11.88 3.26 79.42 3.92 1.29 1.29 5.19 1.10 1.29 1.29 12.63 12.63 95.83 3.99 2.41 2 3.98 11.88 3.26 79.42 3.92 1.29 1.29 5.19 1.10 1.29 1.29 12.63 12.63 95.83 5.01 10.03 3 8.98 11.88 3.26 79.42 3.92 1.29 1.29 5.19 1.10 1.29 . 1.29 12.63 12.63 95.83 5.01 10.03 4 13.98 11.88 3.26 79.42 3.92 1.29 1.29 5.19 1.10 1.29 1.29 12..63 12.63 95.83 5.01 10.03 5 14.99 11.88 3.26 79.42 3.92 1.29 1.29 5.19 1.07 1.28 1.2.8 14.41 14.41 95.83 5.01 5.01 6 2 15.01 12.00 3.28 81.36 3.92 1.29 1.29 5.19 1.07 1.28 1.28 14.41 14.41 96.91 5.01 5.01 7 18.98 15.95 3.75 154.52 3.92 1.25 1.25 5.19 1.07 1.28 1.28 14.41 14.41 129.77 5.01 5.01 8 19.94 16.90 3.86 176.40 3.92 1.24 1.24 5.19 1.01 1.25 1.25 17.47 17.47 137.70 1.92 1.92 MEMBER NO. 5 JOINTS 6 - 5 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 7.50 7.50 2 3.75 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 7.50 7.50 3 7.50 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 7.50 7.50 4 12.47 11.88 3.26 19.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 4.98 4.98 1410fi 1i-o'd PT. DEPTH NO. (IN) 1* 11.88 2 11.88 3 11.88 4* 11.88 PT. DEPTH NO. (IN) 1* 11.88 2 11.88 3 11.88 4 11.88 5* 11.88 6* 12.00 7 15.95 8* 16.90 COLUMN PT. DEPTH NO. (IN) 1* 7.88 2 7.88 3 7.88 4 7.88 5* 7.88 1 AREA (IN2) 3.26 3.26 3.26 3.26 2 - AREA (IN2) 3.26 3.26 3.26 3.26 3.26 3.28 3.75 3.86 4 AREA (IN2) 2.78 2.78 2.78 2.78 2.78 E SOX (IN3) 13.37 13.37 13.16 13.37 3 SOX (IN3) 13.37 13.16 13.37 13.16 13.37 13.55 19.04 20.88 t SOX (IN3) 8.13 8.13 8.13 8.13 8.13 AXIAL F R A M E D E S I G N - C O N T R O L L I N G S T R E S S DATE: 02/18/99 CONT SIX FORCE MOMENT FA FBO TIME: 05:08 PM QS QA CB O.FL I.FL CADDS (IN3) ------------------------------------------------------------------------------------------------ (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) PAGE:F 34 ORDER # 045559 - BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-07 M BLDR ACCOUNT #--20-04-007-90 ----- BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia 0.97 1.75 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 13.37 DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" -----------------------.---------------------------------------------------------------- 16 PSF 80 MPH UBC 94 1.000 TO 12 0.86 1410fi 1i-o'd PT. DEPTH NO. (IN) 1* 11.88 2 11.88 3 11.88 4* 11.88 PT. DEPTH NO. (IN) 1* 11.88 2 11.88 3 11.88 4 11.88 5* 11.88 6* 12.00 7 15.95 8* 16.90 COLUMN PT. DEPTH NO. (IN) 1* 7.88 2 7.88 3 7.88 4 7.88 5* 7.88 1 AREA (IN2) 3.26 3.26 3.26 3.26 2 - AREA (IN2) 3.26 3.26 3.26 3.26 3.26 3.28 3.75 3.86 4 AREA (IN2) 2.78 2.78 2.78 2.78 2.78 E SOX (IN3) 13.37 13.37 13.16 13.37 3 SOX (IN3) 13.37 13.16 13.37 13.16 13.37 13.55 19.04 20.88 t SOX (IN3) 8.13 8.13 8.13 8.13 8.13 i AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 13.37 1.93 1 0.00 28.40 28.40 33.00 -2.51 17.20 0.86 0.97 1.75 0.02 0.00 0.00 0.02 1 12 13.37 1.08 -100.83 43.99 43.99 37.85 -2.24 17.20 0.86 1.00 1.75 0.01 0.17 0.20 0.21 12 12 13.16 1.04 -201.65 43.99 43.99 37.85 -2.24 17.20 0.86 1.00 1.75 0.01 0.38 0.40 0.41 12 12 13.37 1.00 -305.29 43.99 43.99 37.85 -1.74 17.20 0.86 1.00 1.19 0.01 0.52 0.60 0.61 12 12 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 13.37 -2.71 -330.28 43.99 43.99 37.85 1.40 12.90 0.86 1.00 1.05 0.02 0.56 0.65 0.65 12 1 13.16 -2.72 -293.75 43.99 43.99 32.69 1.39 12.90 0.86 1.00 1.41 0.02 0.55 0.68 0.68 12 1 13.16 -2.74 -206.10 43.99 43.99 32.69 1.65 17.20 0.86 1.00 1.41 0.02 0.38 0.48 0.48 12 12 13.16 -2.75 -106.93 43.99 43.99 32.69 -1.45 12.90 0.86 1.00 1.41 0.02 0.20 0.25 0.25 12 1 13.37 -2.75 -84.49 43.99 43.99 37.85 -1.46 12.90 0.86 1.00 1.73 0.02 0.14 0.17 0.17 12 1 13.55 -2.83 -84.45 43.99 43.99 37.81 -1.45 12.75 0.86 1.00 1.73 0.02 0.14 0.16 0.16 12 1 19.04 0.13 -72.15 33.00 33.00 27.37 -2.16 9.45 0.83 1.00 2.00 0.00 0.12 0.14 0.14 1 1 20.88 0.10 -97.11 33.00 33.00 27.16 -2.17 8.89 0.82 1.00 1.14 0.00 0.14 0.17 0.17 1 1 Rotated 90 degrees AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 8.13 4.46 0.00 32.61 31.57 33.00 0.53 22.71 0.99 1.00 1.75 0.05 0.00 0.00 0.05 1 12 8.13 4.46 0.00 20.87 31.57 33.00 0.53 22.71 0.99 1.00 1.75 0.08 0.00 0.00 0.08 1 12 8.13 -0.30 47.96 43.99 42.09 43.99 -0.72 22.71 0.99 1.00 1.75 0.00 0.14 0.13 0.14 12 12 8.13 4.39 0.00 23.91 32.61 33.00 -0.72 22.71 0.99 1.00 1.75 0.07 0.00 0.00 0.07 1.12 8.13 4.36 0.00 23.91 32.61 33.00 -0.72 22.71 0.99 1.00 1.75 0.07 0.00 0.00 0.07 1 12 i F R A M E D E S'I G N - C O N T R O L L I N G S T R E S S DATE: 02/18/99 CADDS TIME: ---------------------------------------------------------------------------------7------------------------------------------------- 05:08 PM PAGE:F 35 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 ROOF BEAM 5 - 3 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.26 13.37 13.37 -2.97 341.15 43.99 37.85 43.99 1.40 12.90 0.86 1.00 1.07 0.02 0.67 0.58 0.67 12 1 2 11.88 3.26 13.16 13.16 -2.98 289.81 43.99 37.85 43.99 1.39 12.90 0.86 1.00 1.18 0.02 0.58 0.54 0.58 12 1 3 11.88 3.26 13.37 13.16 -2.99 194.88 43.99 37.85 43.99 -1.58 17.20 0.86 1.00 1.18 0.02 0.38 0.33 0.38 12 12 4 11.88 3.26 13.16 13.16 -3.01 111.44 43.99 37.85 43.99 -1.45 12.90 0.86 1.00 1.25 0.02 0.22 0.21 0.23 12 1 5* 11.88 3.26 13.37 13.37 -3.01 96.80 43.99 37.85 43.99 -1.46 12.90 0.86 1.00 1.47 0.02 0.19 0.16 0.19 12 1 6* 12.00 3.28 13.55 13.55 -2.95 96.46 43.99 37.81 43.99 -1.45 12.75 0.86 1.00 1.47 0.02 0.19 0.16 0.19 12 1 7 15.95 3.75 19.04 19.04 0.13 -72.15 33.00 33.00 27.37 -2.16 9.45 0.83 1.00 2.00 0.00 0.12 0.14 0.14 1 1 8* 16.90 3.86 20.88 20.88 0.10 -97.11 33.00 33.00 27.16 -2.17 8.89 0.82 1.00 1.14 0.00 0.14 0.17 0.17 1 1 COLUMN 6 - 5 AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 11.88 3.26 13.37 13.37 1.93 0.00 28.40 28.40 33.00 2.06 17.20 0.86 1.00 1.75 0.02 0.00 0.00 0.02, 1 12 2 11.88 3.26 13.37 13.37 -2.00 92.67 43.99 37.85 43.99 2.06 17.20 0.86 1.00 1.75 0.01 0.18 0.16 0.18 12 12 3 11.88 3.26 13.16 13.16 -2.04 185.35 43.99 37.85 43.99 2.56 17.20 0.86 1.00 1.75 0.01 0.37 0.34 0.37 12 12 4* 11.88 3.26 13.37 13.37 -2.10 338.34 43.99 37.85 43.99 2.56 17.20 0.86 1.00 1.26 0.01 0.67 0.58 0.67 12 12 F R A M E D E I G N - W E L D S U M M A R Y DATE: 02/18/99 TIME: 05:08 PM CARDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 36 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR,CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - i Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT , THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV89660 1 0.120 0.133 1/8 2.620 5 3 12 OV89662 1 0.120 0.101 1/8 2.620 2 5 1 OV89664 1 0.120 0.103 1/8 2.620 2 7 1 OV89666 1 0.120 0.061 1/8 2.620 3 3 12 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F I N A L F R A M E D E S I G N S P L I C E S U M M A R Y DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 37 ---------------------- ORDER # 045559 ------------------------------------------------------------------------------------------------------------ BUILDER - NORTH VALLEY READY MIX BLDR ORDER #_99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------------- SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN 00 1 1 1 DL + WLL -0.57 1.06 0.00 DL + WLL -0.57 1.06 0.00 02 2 4 DL + WLL -0.71 0.18 78.39 DL + EWS 1.00 -1.74 -305.29 03 COLUMN O1 1 3 1 DL + WLR -0.66 0.00 0.00 DL + WLR -0.66 0.00 0.00 04 2 5. DL + WLR -0.79 0.00 0.00 DL + WLR -0.79 0.00 0.00 05 COLUMN 02 1 5 1 DL + EWS -1.96 2.06 0.00 DL + EWS -1.96 2.06 0.00 06 2 4 DL + EWS -2.10 2.56 338.34 DL + WLL 0.04 -0.25 -70.09 07 BEAM O1 1 2 5 DL,+ WLL -0.02 -0.06 21.36 DL + EWS -2.75 1.84 -84.49 08 BEAM O1 1 4 5 DL + EWS -3.01 -1.20 96.80 DL + WLL 0.04 0.63 -19.86 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS F R A M E D E S I G N" - R E A C T I O N S DATE: 02/18/99 CADDS TIME: 05:08 PM -------------------------------------------------------------------------------------------------------=--------------------------- PAGE:F 38 ORDER # 045559 BUILDER.- NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROD NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # ----------------------------------------------------------------------------------------------------------------------------------- 3 DESCRIPTION. EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right, V 2-------3-------5 V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane +---H / 1 4 6 Z No. Loading Combination 1H 1V 3Z 4V 4Z 6H 6V Sum H Sum V Sum Z 1 DL + LL 0.19 1.93 0.00 4.46 0.00 -0.19 1.93 0.00 8.33 0.00 2 DL + WLL -1.06 -0.57 0.00 -0.66 0.00 -0.80 0.12 -1.86 -1.11 0.00 3 DL + WLR 0.80 0.12 0.00 -0.66 0.00 1.06 -0.57 1.86 -1.11 0.00 4 DL + EQL -0.11 0.33 0.00 0.93 0.00 -0.18 0.52 -0.29 1.77 0.00 5 DL + EQR 0.18 0.52 0.00 0.93 0.00 0.11 0.33 0.29 1.77 0.00 6 PDL+0.70PL+2.25EQL not applicable 7 PDL+0.70PL+2.25EQR not applicable 8 0.85PDL + 2.25EQL not applicable 9 0.85PDL + 2.25EQR not applicable 10 DL +2.25EQL not applicable 11 DL +2.25EQR not applicable 12 .DL + EWP 2.51 1.08 1.37 -0.23 1.13 1.79 -1.96 4.30 -1.11 2.51 13 DL + EWS 2.51 1.08 -1.20 -0.23 -0.99 1.79 -1.96 4.30 -1.11 -2.19 ID Load Case 1H 1V 3Z 4V 4Z 6H 6V Sum H Sum V Sum Z DL DEAD LOAD 0.03 0.42 0.00 0.93 0.00 -0.03 0.42 0.00 1.77 0.00 LL LIVE LOAD 0.16 1.51 0.00 3.54 0.00 -0.16 1.51 0.00 6.56 0.00 WLL WIND LOAD LEFT -1.09 -0.99 0.00 -1.59 0.00 -0.77 -0.30 -1.86 -2.88 0.00 WLR WIND LOAD RIGHT 0.77 -0.30 0.00 -1.59 0.00 1.09 -0.99 1.86 -2.88 0.00 EQ SEISMIC LOAD -0.15 -0.09 0.00 0.00 0.00 -0.15 0.09 -0.29 0.00 0.00 SLL MIN SNOW LOAD LEFT 0.08 1.63 0.00. 1.77 0.00 -0.08 -0.12 0.00 3.28 0.00 SLR MIN SNOW LOAD RIGHT 0.08 -0.12 0.00 1.77 0.00 -0.08 1.63 0.00 3.28 0.00 EWP EW WIND PRESSURE 2.48 0.66 1.37 -1.16 1.13 1.82 -2.38 4.30 -2.88 2.51 EWS EW WIND SUCTION 2.48 0.66 -1.20 -1.16 -0.99 1.82 -2.38 4.30 -2.88 -2.19 FINAL FRAME DESIGN - STRES S SUMMARY _ DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 39 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR.PHONE # 916-345-7.296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 --------------------- ------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.48 55. 3 4.97 FT 11.88 IN 11.88 IN 5.000 X .188 .120 5.000 X .188 0.610 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- ----- --------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 .1.00 -305.29 0.31 -22.83 -22.83 43.99 43.99 37.85 -2.51 17.20 0.146 12 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 55. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .120 5.000 X .188 0.683 12 2 5.00 55. 2 3.98 FT 11.88 IN 16.96 IN 5.000 X .188 .120 5.000 X .188 0.172 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -2.72 -293.75 -0.84 -24.03 -22.32 43.99 43.99 32.69 -1.46 12.90 0.113 1 2 0.10 -97.11 0.03 -4.65 -4.65 33.00 33.00 27.16 -2.17 8.89 0.244 1 MEMBER NO. 3 JOINT 4 - 3 Rotated 90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 13.59 55. 4 3.75 FT 7.88 IN 7.88 IN 5.000 X .188 .120 5.000 X .188 0.140 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -0.30 47.96 -0.11 5.90 5.90 43.99 42.09 43.99 -0.72 22.71 0.032 12 F INA L F R AM E D E S I G N - STRES S SUMMARY DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 40 ------------------------------------------------- --------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- MEMBER NO. 4 JOINT 5 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 55. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .120 5.000 X .188 0.674 12 2 5.00 55. 2 3.98 FT 11.88 IN 16.96 IN 5.000 X .188 .120 5.000 X .188 0.188 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO GOND 1 -2.97 341.15 -0.91 25.51 25.51 43.99 37.85 43.99 -1.46 12.90 0.113 1 2 -2.95 96.46 -0.90, 7.12 7.12 43.99 37.81 43.99 -2.17 8.89 0.244 1 MEMBER NO. 5 JOINT 6 - 5 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.48 55. 3 4.97 FT 11.8.8 IN 11.88 IN 5.000 X .188 .120 5.000 X .188 0.668 12 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -2.10 338.34 -0.65 25.30 25.30 43.99 37.85 43.99 2.56 17.20 0.149 12 F R A M E D E S I G N - J O I N T D E F L E C T_ I O N S DATE: 02/18/99 CADDS TIME: 05:08 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 41 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 7 -------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 POSITIVE DEFLECTION DIRECTION H INCHES Horiz. Deflection to Right, V 2-------3-------5 V INCHES Vertical Deflection Up +---H / 1 4 6 z No. Loading Combination Cd 2H 2V 3H 3V 5H 5V 1 DL + LL N 0.000 -0.003 0.000 -0.009 0.000 -0.003 2 DL + WLL N 0.708 0.001 0.708 0.002 0.708 0.000 3 DL + WLR N -0.708 0.000 -0.708 0.002 -0.708 0.001 4 DL .+ EQL N 0.182 0.000 0.182 -0.002 0.182 -0.001 5 DL +'EQR N -0.182 -0.001 -0.182 -0.002, -0.182 0.000 12 DL + EWP N -2.914 -0.002 -2.907 0.001 -2.900 0.003 13 DL + EWS N -2.914 -0.002 -2:907 0.001 -2.900 0.003 F R A M' E D E S I. G N - M E M B E R D E F L E C T I O N S DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:F 42 ORDER # 045559 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ''•' DESIGN SYSTEM FRAME # 3:• DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- POSITIVE DEFLECTION DIRECTION .•< H INCHES Horizontal to the Right eV +---2---+---4---+ '{ V INCHES Vertical Up I I I I Y Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3H MEMBER 4V MEMBER 5H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + LL 3 -0.020 3 -0.060 6 0.000 3 -0.060 3 0.020 'K 2 DL +.WLL 5 0.708 3 -0.098 6 0.708 3 0.123 5 0.708 3 DL + WLR 5 -0.708 3 0.123 6 -0.708 3 -0.098 5 -0.708 4 DL + EQL 5 0.182 3 -0.041 6 0.182 3 0.020 5 0.182 i 5 DL + EQR 5 -0.182 3 0.020 6 -0.182 3 -0.041 5 -0.182 ( 12 DL + EWP 5 -2.914 3 0.489 6 -2.907 3 -0.483 5 -2.900 _ 13 DL + EWS 5 -2.914 3 0.489 6 -2.907 3 -0.483 5 -2.900 S P L I C E D E S I 'G N - C O N T E N T "S DATE: 02/18/99 CADDS TIME: ----------------------------------------------------------------------------------------------------- 05:08 PM . P{a� S —► ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ----------------------------------------------------------------------------------------------------------------------------------- ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) ------------ -------- (SNOW) (WIND) (CODE/YEAR) (SLOPE) (UNIT) (FRAMELINES) PAGE NO. DESIGN FRAME # 2 LRF 40'-0" t14'-4" ------ 12 PSF ------ 80 MPH ------------------ UBC 94 1.00 TO 12 ------ 1 -------------------- 01,02 .... S - 1 DESIGN FRAME # 3 EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.00 TO 12 1 REW .... S-31 I COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION S P L I C.E D E S I G N - C O V E R S H E E T DATE: 02/18/99 SPL MEMB TIME: 05:08 PM I GROUP INFORMATION CADDS ------------ NUM NUM NUM Description PAGE:S 2 ORDER ----------------------------------------------------------------------------------------------------- # 045559 BUILDER , NORTH VALLEY READY MIX BLDR ORDER # 99-07 Weld Opt BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ-NAME - KELLY BROWN ENGR GRP - Visalia -- ----------------- (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 1 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" --------------------------7------------------------------------------------------------------------------------------------- 12 PSF 80 MPH UBC 94 1.000 TO 12 OV89656 01 Full RUN OPTIONS AND INFORMATION w/ Combined Welds 2 01 SOURCING PLANT 04 - VISALIA 2 Optimization w/ Std Plates OV89656 02 Full QUANTITY OF LIKE -FRAMES 02 w/ Combined Welds STRESS RATIO LIMIT 1.030 OV89658 01 Full Optimization Design REPORTS SELECTED Combined Welds 3 04 1 COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION C, OV89658 02 Full Optimization Design w/ Combined Welds SPLICES SELECTED SPL MEMB SEQ Connection I GROUP INFORMATION ASSEMBLY INFORMATION NUM NUM NUM Description NUM Connection Plate Opt ( NUM Stiffener Opt Weld Opt --- --- --- -------------------- + ---- --------------------------- + ------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 1 Analysis Only OV89656 01 Full Optimization Design w/ Combined Welds 2 01 2 Knee.Splice 2 Optimization w/ Std Plates OV89656 02 Full Optimization Design w/ Combined Welds OV89658 01 Full Optimization Design w/ Combined Welds 3 04 1 Pinned Base Plate 1 Analysis Only OV89656 01 Full Optimization Design w/ Combined Welds 4 04 2 Knee Splice 2 Optimization w/ Std Plates OV89656 02 Full Optimization Design w/ Combined Welds OV89658 01 Full Optimization Design w/ Combined Welds 5 02 1 Ridge 3 Optimization w/ Std Plates OV89658 02 Full Optimization Design w/ Combined Welds C, OV89658 02 Full Optimization Design w/ Combined Welds Column Dimensions at Connection Flg. to Flg. Dimension 8.000" Offset from Structure Line 8.000" Adjacent Depth Change Information Distance to Depth Change 121- 5.958" Flg. to Flg. Dimension 16.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/18/99 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 05:08 PM PAGES 3 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE ------------------------------------=---------- # 01 TYPE : Pinned Base Plate ------------------------------------------------------------------------------------ SUBTYPE : No Ext SW Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH -------------- - 1 DL + LL Std Des 7.50 -2.89 0.00 1.00 N 2 DL + WLL Std Des -2.67 2.84 0.00 1.33 N 3 DL + WLR Std Des -1.34 -0.80 0.00 1.33 N 4 DL + EQL Std Des 1.30 -0.26 0.00 1.33 N 5 DL + EQR Std Des 1.70 -0.85 0.00 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0..85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -3.51 2.50 0.00 1.33 N P A R T D I M E N S I O N S Column Dimensions at Connection Flg. to Flg. Dimension 8.000" Offset from Structure Line 8.000" Adjacent Depth Change Information Distance to Depth Change 121- 5.958" Flg. to Flg. Dimension 16.000" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 4 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE : No Ext SW Pin - S Nuts S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042357 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 8.437" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO, _ 0.179 CONTROLLING GOND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 2-.375" C O N C R E T E S T RE S S E S MIN. DESIGN FOOTING SIZE 114.807 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.158 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.881 KSI CONCRETE STRESS RATIO 0.084 S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S '.j DATE: 02/18/99 , CADDS '• TIME: 05:08 PM --------------------------------------------------------------------------------------------------------------- PAGE:S 5 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 -t SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts 'j B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGEINNER EDGE SHEAR TENSION :1 NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ---- (Kips per Bolt)------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 1.335 3.211 13.329 3.023 26.659 3 0.669 0.908 13.329 1.514 26.659 • 4 Total Section is in Compression 0.000 13.329 .0.000 26.659 ' 5 Total Section is in Compression 0.004 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. ` 8 Category 4 Load Combination - Does not apply to Splice Design - 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 1.755 2.833 13.329 3.973 26.659 S P L I C E D E S I G N- - L A Y O U T S K E T C H DATE: 02/18/99 TIME: 05:08 PM CARDS PAGES 6 --------------------------------------------------------------------------------------- ORDER # 045559 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 ! BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE #-01------------------ TYPE -_---Pinned- Base -Plate ----------------SUBTYPE No Ext SW Pin S Nuts I -------- ------------------------------------ ----------------------- ! SPLICE PLATE 0042357 t COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 9.000" X 8.437" X 0.500" 0.375" ----+---------+--- ------------4_000"----------- OUTSIDE FLANGE 2.375" FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 I W +--- 0 W o W W W W W W W W W W W W W W W W 8.375" W MAIN WEB W 0.120 6.062" W W W W W W W W W W W W W W W W W Y W W INSIDE FLANGEFFFFFFFFFFFFFFFFFFFFFFF 0.250 X 5.000 ---------------- ----------------------------- S P L I C E D E S I G N - F L A N G E A N D W E B P L A T.E I N F O R M A T I O N 1 DATE: 02/18/99 5.000 0.062 0.05 43.99 2.42 49.50 0.048 1 TIME: 05:08 PM W E B P L A T E S -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- CADDS ------------------------------------------------ SHEAR ALLOW CSR ----------------------------------------------------------------------------------- ------------------MAXIMUM STRESSES ------------------- Side Far Side Win) PART NO... PAGE:S 7 - ORDER # 045559 BUILDER NORTH VALLEY READY MIX - TENSION - BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD W X OL BLDR PHONE # 916-345-7296 ACT. ALLOW PROJ NAME - KELLY BROWN ENGR GRP - Visalia COND (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) (Ksi) (Ksi) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 43.99 SPLICE # 01 -----------------------------------------------------------------------------------------------------------7----------------------- TYPE : Pinned Base Plate. W E L D I N SUBTYPE : No Ext SW Pin - S Nuts ' F L A N G E P L A T E S S FULL ------------------- WELD SIZE ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE FILLET ---- DIST FROM - TENSION - COMPRESSION CSR LOAD SHEAR ALLOW CSR T X W X L EDGE ACT.. ALLOW ACT. ALLOW COND (k/in) (k/in) -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION Main Web Web to Splice Plate 0.188 X 5.000 0.375 1.97 43.99 2.42 49.50 0.048 1 0.250 X 5.000 0.062 0.05 43.99 2.42 49.50 0.048 1 ------------------------- W E B P L A T E S -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD ------------------MAXIMUM STRESSES ------------------- Side Far Side Win) PART NO... SIZE 1/8" 1/8" -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 3.06 22.00 2.77 43.99 2.42 49.50 0.139 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- -----=--- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) GOND 1/811 0.37 3.71 0.102 12 1/8" 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND 1/8" 1/8" 0.37 3.71 0.099 1 S P L I C E D E S I G N A P P L I E D L O A D S S U M M A'R Y DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 8 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH _UBC 94 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50%; MOMENT CAPACITY Std Des 0.00 0.00 -230.74 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 230.74 1.00 N 1 DL + LL Std Des 7.41 -2.90 -402.46 1.00 N 2 DL + WLL Std Des -2.83 1.12 256.83 1.33 N 3 DL + WLR Std Des -1.49 0.27 -27.96 1.33 N 4 DL + EQL Std Des 1.21 -0.28 -34.28 1.33 N 5 DL + EQR Std Des 1.61 -0.82 -118.14 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns 0.96 0.06 18.13 1.70 Y 11 DL +2.25EQR Conns 1.87 -1.16 -170.56 1.70 Y 12 DL + EWP Std Des -3.67 3.49 419.08 1.33 N P A R T D I M E N S I O N S Column Roof Beam Dimensions at Connection Outside Hammerhead Dimension 7.875" Flg. to Flg. Dimension 16.000" 12.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.188" Inner Flange Width 5.000" Thickness 0.188" Adjacent Depth Change Information Distance to Depth Change 121- 5.958" 181- 0.99711 Flg. to Flg. Dimension 8.000" 12.00011 Adj. P1. Angle (Degrees) .0.000 0.000 O L T S / S P L I C E P L A T E DATE: 02/18/99 TIME: 05:08 PM - CADDS ------------ ---------------------------------------------------------------------------------------------------- PAGE:S 9 ORDER # 045559 - BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia ' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz :. S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042912 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 23.875" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.352 CONTROLLING GOND. 1 CONTROLLING LOCATION Side 2 Outer Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.625" INNER 2 2 6.625" 5.000" OUTER 2 .2 6.625" 5.000" INNER 1 2 1.625" W E.B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/18/99 TIME: ----------------------------------------------------------------------------------------------------------------------------------- 05:08 PM CADDS PAGE:S 10 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt)(Ksi) ------------------------------ (Ksi) (Ksi) (Ksi) COLUMN SIDE -50% 3.621 2.325 0.000 0.000 0.000 21.000 11.805 44.000 +50%- 0:000 0.125 2.398 3.468 0.000 21.000 11.306 44.000 1 5.706 3.432 0.000 0.000 1.179 21.000 18.600 43.930 2 0.000 0.314 3.119 4.439 0.455 27.992 14.468 58.644 3 0.562 0.406 0.076 0.000 0.111 27.992 1.832 58.651 4 0.440 0.245 0.000 0.000 0.113 27.992 1.436 58.651 5 1.720 1.053 0.000 0.000 0.335 27.992 5.607 58.647 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.044 0.085 0.026 23.204 0.280 56.099 11 2.521 1.560 0.000 0.000 0.474 23.204 8.219 56.091 12 0.000 0.453 4.938 7.049 1.420 27.992 22.976 58.576 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ----------- ------------------- (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE -50%; 3.649 2.340 0.000 0.000 0.000 - 21.000 11.894 44.000 +50% 0.000 0.049 2.374 3.468 0.000 21.000 11.305 44.000 1 5.773 3.476 0.000 0.000 1.179 21.000 18.816 43.930 2 0.000 0.237 3.096 4.441 0.455 27.992 14.475 58.644 3 0.563 0.406 0.074 0.000 0.111 27.992 1.836 58.651 4 0.448 0.251 0.000 0.000 0.113 27.992 1.460 58.651 5 1.738 1.065 0.000 0.000 0.335 27.992 5.666 58.647 6 Category 3 Load Combination - Does not apply to Splice Design. - 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.033 0.077 0.026 23.204 0.251 56.099 11 2.546 1.575 0.000 0.000 0.474 23.204 8.300 56.091 12 0.000 0.326 4.899 7.051 1.420 27.992 22.985 58.576 SPLICE PLATE 0042912 6.000" X 23.875" X 0.375" ' OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE* 0.188 X 5.000 I MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 1.625" 7.875" 5.000" 10.625" I16.000" 5.000" 1.625" —I -+---------- COLUMN SIDE -->I<-- ROOF BEAM SIDE +- 2.750"-+ -------------------- HFHFHFHFHFHEFEFEFEFEFEF W o W o W W W o W o W FFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W o W o W W W o W o W FFFFFFFFFFFFMSMSMSMSMSM ----------------------------- 23.E 75" BOLTS: 0.625" DIA A325 NO WASHERS END FLANGE 0.375 X 6.000 X 9.750 MAIN WEB 0.140 MAIN STIFFENER 0.250 X 2.250 X 11.500 NS/FS L A Y O U T S K E T C H DATE:02/18/99 •� TIME: 05:08,PM CADDSPAGES 11 .-') -----------'--------=---------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 - ----------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) -,( DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF '80 MPH UBC 94 1.000 TO 12 SPLICE # 02 ------------------ TYPE Ext Col - Roof Beam ---------------------- KneeSUBTYPE - --------- -------- :----------2 Row Outer ---------------------------------------- Hmhd - Horiz SPLICE PLATE 0042912 6.000" X 23.875" X 0.375" ' OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE* 0.188 X 5.000 I MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 1.625" 7.875" 5.000" 10.625" I16.000" 5.000" 1.625" —I -+---------- COLUMN SIDE -->I<-- ROOF BEAM SIDE +- 2.750"-+ -------------------- HFHFHFHFHFHEFEFEFEFEFEF W o W o W W W o W o W FFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W o W o W W W o W o W FFFFFFFFFFFFMSMSMSMSMSM ----------------------------- 23.E 75" BOLTS: 0.625" DIA A325 NO WASHERS END FLANGE 0.375 X 6.000 X 9.750 MAIN WEB 0.140 MAIN STIFFENER 0.250 X 2.250 X 11.500 NS/FS S P L I C E D E S I G N - F L A N G E A N D W E B P LA T E I N F O R M A T I O N 7.38 DATE: 02/18/99 0.112 12 0.188 X 5.000 CADDS TIME: 05:08 PM ------------------------------------------------------------------------------------------------------------------------------------ 33.00 0.11 71.53 0.115 1 0.250 PAGE:S 12 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 4.93 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD 0.287 BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia X 9.750 0.000 2.40 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 12 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 43.99 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz E B P L A T E S ------------------- c -------- F L A N G E P L A T E S STRENGTH ---- FILLET ------------- PENETRATION ------------------ MAXIMUM ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. Out Face SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD - COMPRESSION T X W X L EDGE ACT. ALLOW ACT. ALLOW COND ACT. ALLOW ACT. -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) ------------- COLUMN SIDE OUTER 1 Hammerhead Flange 0030924 OUTER 3 Main Flange INNER 1 Main Flange ROOF BEAM SIDE OUTER 1 End Flange INNER 1 Main Stiffener DESCRIPTION PART NO. COLUMN SIDE Outer Hammerhead Gusset 0030925 Main web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate 0.375 X 7.000 X 6.000 0.000 2.35 33.00 7.38 65.98 0.112 12 0.188 X 5.000 7.875 3.79 33.00 0.11 71.53 0.115 1 0.250 X 5.000 0.000 4.93 43.99 14.20 49.50 0.287 1 0.375 X 6.000 X 9.750 0.000 2.40 33.00 7.97 65.98 0.120 12 0.250 X 2.250 X 11.500 0.000 5.47 43.99 14.30 49.50 0.289 1 FULL ------------------- W E B P L A T E S ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION ------------------ MAXIMUM STRESSES ------------------- CSR LOAD Out Face SIZE Out Face -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X YES W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW 12.38 COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 2.78 0.262 0.250 X 7.500 X 6.000 X 10.000 12.91 29.33 7.31 33.00 7.12 65.98 0.440 12 0.120 1.53 22.00 19.64 43.99 14.01 49.50 0.446 12 0.140 13.54 17.04 13.41 33.00 14.49 49.50 0.795 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/8" U 3/16" 0.91 12.38 0.074 1 1/8" 0.73 2.78 0.262 1 YES 3/8" 1.26 11.00 0.115 12 S P L I C E D E S I G N W E L D I N•F O R M A T I O N DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 13 --------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROD NAME - KELLY'BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ------------------------------------------------------------------------------- E W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION - WELD SIZE ---=--------------------- ------ MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) GOND Outer Hammerhead Gusset Gusset to Splice Plate Gusset to Hammerhead Flange Gusset to Outer Flange Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 1 End Flange End Flg to Splice P1 End Flg to Outer Flg INNER 1 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate Web to End Flange FULL STRENGTH YES 1/8" 1/8" 1.83 5.57 0.328 1 3/16" 1/8" 3.23 3.71 0.870 12 W E L D I N F O R M A T I O N 2.35 2.47 0.951 12 1/8" 1/8" P. L A T E S 2.36 0.21 7.41 0.319 12 W E L D I N F O R M A T I O N -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- F L A N G E P L A T E S CSR LOAD Near S. Far S. Near Side Far Side ----------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- 1/8" ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) Win) (k/in) 1 COND 3/8" U 3/16" 0.92 12.38 0.074 1 0.00 1.86 0.000 1 1/8" 1/8" 1.36 3.71 0.369 12 0.69 1.86 0.377 1 W E L D I N F O R M A T I O N W E B P. L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) (k/in) (k/in) COND 1/8" 1/8" 1.88 1.92 4.80 0.559 1 1/8" 0.55 1.86 0.298 1 e S P L I C E D E SeI G N - A DATE: 02/18/99 P P L I E D' L O A D S S U M M A R Y TIME: 05:08 PM' CADDSPAGE:S 25 ------------------------------------------------------------------------------------------------------------------ ORDER # 045559 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 05 TYPE : Ridge SUBTYPE : ' 0/2 Extens - Comp Bm ----------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN , AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH --------------------------------------- --------------- ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -230.74 1.00 N +50W MOMENT CAPACITY Std Des 0.00 0.00 230.74 1.00 N 1 DL + LL Std Des 2.89 -0.24 292.52 1.00 N 2 DL + WLL Std Des -0.94 -0.60 -83.13 1.33 N 3 DL + WLR Std Des -0.83 0.75 -83.13 1.33 N 4 DL + EQL Std Des 0.53 -0.25 56.58 1.33 N 5 DL + EQR Std Des 0.56 0.17 56.58 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -4.34 -1.15 -45.66 1.33 N P A R T D I M E N S I O N S Left Right Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 12.000" Part Slope 1.000 TO 12 1.000 TO 12 Conn. Plate Angle (Degrees) 4.764 4.764 Adjacent Depth Change Information Distance to Depth Change 201- 0.000" 201- 0.0001, Flg. to-Flg. Dimension 12.000" 12.00011 Adj. P1. Angle (Degrees) 0.000 0.000 ' S P L I C E D E S I G N - B O L T S / S P L I C E P L, A T E DATE: 02/18/99 CADDS TIME: 05:08 PM ---------------------------=-------------------------------------------------------------------------------------------- PAGES 26 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # ----------- 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 05 ------------------------------------------------------------------------------------------------------------------------------------ TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000". PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.918 CONTROLLING GOND. 1 CONTROLLING LOCATION Side 1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 1 2 1.125" S P L I C E D E S I G N - B O L T L G A D S / A L L O W A B L E S DATE: 02/18/99 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 05:08 PM PAGES 27 ORDER # 045559 BUILDER.- NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 05 TYPE.: Ridge SUBTYPE : 0/I Extens - Comp Bm ? B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. -------- - --------------------- (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE -50% 8.988 0.000 0.000 21.000 29.297 44.000 +50% 0.000 9.016 0.000 21.000 29.388 44.000 1 0.000 10.846 0.000 21.000 35.353 44.000 2 3.419 0.000 0.547 27.992 11.146 58.640 3 3.419 0.000 0.556 27.992 11.147 58.640 4 0.000 2.099 0.163 27.992 6.844 58.651 5 0.000 2.099 0.172 27.992 6.844 58.650 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 2.681 0.000 1.231 27.992 8.741 58.595 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bol. t) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE -5059 8.988 0.000 0.000 21.000 29.297 44.000 +50% 0.000 9.016 0.000 21.000 29.388 44.000 1 0.000 10.846 0.000 21.000 35.353 44.000 2 3.419 0.000 0.547 27.992 11.146 58.640 3 •3.419 0.000 0.556 27.992 11.147 58.640 4 0.000 2.099 0.163 27.992 6.844 58.651 5 0.000 2.099 0.172 27.992 6.844 58.650 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination- Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 2.681 0.000 1.231 27.992 8.741 58.595 OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.140 INSIDE FLANGE 0.188 X 5.000 +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 2.375" 2.375" -+--- 0 0 12.042" 14.500" 1 1.125" -+------------- - FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.0 OUTSIDE FLANGE 0.188 X 5.000 42" MAIN WEB 0.140 INSIDE FLANGE 0.188 X 5.000 S P L I C E D E.S I G N - L A Y O U T S K E T C H DATE: 02/18/99 l TIME: 05:08 PM CARDS `----- -- ------- -----------PAPP -_ -------PAPP-- ----- ------ --------------------- PAGES 28 ORDER # 045559 BUILDER NORTH VALLEY READY MIX ----- BLDR ORDER ----------------------- # 99-07 -----------PAPP- BLDR ACCOUNT -PAGE - PAPP-- # 20-04-007-90 :i BLDR CONTACT — ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia i (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 -� SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 05 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm SPLICE PLATE 0042866 , LEFT ROOF BEAM SIDE -->I<-- RIGHT ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.140 INSIDE FLANGE 0.188 X 5.000 +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 2.375" 2.375" -+--- 0 0 12.042" 14.500" 1 1.125" -+------------- - FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 12.0 OUTSIDE FLANGE 0.188 X 5.000 42" MAIN WEB 0.140 INSIDE FLANGE 0.188 X 5.000 S P L I C D,E S I G N - F L A N G E A N D W E B P L A T E I N F O'R M'A T I O N 19.66 DATE: 02/18/99 0.582 -50% 0.188 X 5.000 2.333 CADDS TIME: 05:08 PM ----------------------------------------------------------------------------------------------------------------------------------- 14.62 49.50 0.702 1 0.188 X 5.000 PAGES 29 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX 19.66 BLDR ORDER # 99-07 0.582 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD 5.000 BLDR PHONE # 916-345-7296 23.16 PROJ NAME - KELLY BROWN ENGR GRP - Visalia 0.702 1 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 05 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ridge - ---- SUBTYPE : O/I Extens - Comp Bm -- SHEAR --- o COMPRESSION F L A N G E P L A T E S W X OL X IL ACT. ALLOW ACT. ALLOW" ACT. ALLOW ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. (Ksi) (Ksi) SIZE (Ksi) DIST FROM - TENSION - COMPRESSION CSR LOAD 0.140 T X W X L EDGE ACT. ALLOW ACT. ALLOW COND 0.388 1 -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) 33.00 LEFT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange RIGHT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION LEFT ROOF BEAM SIDE Main Web RIGHT ROOF BEAM SIDE Main Web LEFT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.188 X 5.000 2.375 19.19 33.00 19.66 49.50 0.582 -50% 0.188 X 5.000 2.333 23.16 33.00 14.62 49.50 0.702 1 0.188 X 5.000 2.375 19.19 33.00 19.66 49.50 0.582 -50t 0.188 X 5.000 2.333 23.16 33.00 14.62 49.50 0.702 1 W E B P L A T E S ------------------ MAXIMUM STRESSES -------------- - ---- PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW" ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.140 0.90 29.33 0.00 33.00 19.19 49.50 0.388 1 0.140 0.90 29.33 0.00 33.00 19.19 49.50 0.388 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND YES 3/16" 3/16" 3.71 6.21 0.598 -50% YES 3/16" 3/16" 4.47 6.21 0.722 1 S P L I C E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 30 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-4" 12 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 05 TYPE : Ridge SUBTYPE : O/I Extens - Comp Bm ----------------------------------------------------------------------------------------------------------------------------------- W E L D I N F O R M A T I O N LEFT ROOF BEAM SIDE W E B P L A T E S •DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) Win) Win) COND Main Web Web to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate RIGHT ROOF BEAM SIDE DESCRIPTION FULL STRENGTH YES 1/8" 0.13 2.47 0.051 12 W E L D I N F O R M A T I O N F-L A N G E P L A T E S ------- ---------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND 3/16" 3/16" 3.71 6.21 0.598 -500 YES 3/16" 3/16" 4.47 6.21 0.722 1 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND Main Web Web to Splice Plate 1/8" 0.13 2.47 0.051 12 S ,P, L .I C E »D E S I G N - DATE: 02/18/99- CADDS TIME: 05:08 PM PAGE:S 31 ---------------=------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- S P L I C E D E S I G N - C O V E R S H E E T DATE: 02/18/99- CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 05:08 PM PAGES 32 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTIONEWDS 40'-0" 14'-4" 16 ----------------------------------------------------------------------------------------------------------------------------------- PSF 80 MPH UBC 94 - 1.000 TO 12 RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES O1 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET BOLT LOADS / ALLOWABLES SIGN CONVENTIONS LAYOUT SKETCH APPLIED LOADS SUMMARY FLANGE / WEB PLATE INFORMATION PART DIMENSIONS WELD INFORMATION BOLTS / SPLICE PLATE INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection GROUP INFORMATION ASSEMBLY INFORMATION NUM NUM NUM Description I NUM Connection Plate Opt I NUM Stiffener Opt Weld Opt --- --- ----------------------- + ------------------------------- + ------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 4 Analysis Only OV89660 01 Full Optimization Design w/ Combined Welds 2 01 2 Knee Splice 5 Optimization w/ Std Plates OV89660 02 Full Optimization Design w/ Combined Welds OV89662 01 Full Optimization Design w/ Combined Welds 3 03 1 Pinned Base Plate 6 Analysis Only OV89666 01 Full Optimization Design w/ Combined Welds 4 03 2 Int. Col. to Roof Bm 7 Optimization w/ Std Plates OV89666 02 Full Optimization Design w/ Combined Welds OV89664 03 Full Optimization Design w/ Combined Welds 5 05 1 Pinned Base Plate 4 Analysis Only OV89660 01 Full Optimization Design w/ Combined Welds 6 05 2 Knee Splice 5 Optimization w/ Std Plates OVS9660 02 Full Optimization Design w/ Combined Welds OV89662 01 Full Optimization Design w/ Combined Welds 7 02 1 Intermediate Roof Bm 8 Optimization w/ Std Plates OV89662 02 Full Optimization Design w/ Combined Welds OV89664 01 Full Optimization Design w/ Combined Welds 8 04 1 Intermediate Roof Bm 8 Optimization w/ Std Plates OV89662 02 Full Optimization Design w/ Combined Welds OV89664 02 Full Optimization Design w/ Combined Welds Column Sidewall Endwall Dimensions at Connection Flg, to Flg. Dimension 11.876" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 121- 5.739" Flg. to Flg. Dimension 11.876" Adj. P1. Angle (Degrees) 0.000 S'P L I C E D E S I G N - A P P L I E D L O A D S S U'M M R Y DATE: 02/18/99 CADDS TIME: -------------------------------------------- 05:08 PM PAGES 33 ORDER --------------------------------------------------------------- # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER ------------------------ # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 01 TYPE Pinned Base Plate SUBTYPE No Ext Corner. - S Nuts LOAD DESCRIPTION DESIGN , AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ------ -------- 1 DL + LL Std Des 1.93 -0.19 0.00 1.00 N 2 DL + WLL Std Des -0.57 1.06 0.00 1.33 N 3 DL + WLR Std Des 0.12 -0.80 0.00 1.33 N 4 DL + EQL Std Des 0.33 0.11 0.00 1.33 N 5 DL + EQR Std Des 0.52 -0.18 0.00 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des 1.08 -2.51 0.00 1.33 N 13 DL + EWS Std Des 1.08 -2.51 0.00 1.33 N P A R T D I M E N S I O N S Column Sidewall Endwall Dimensions at Connection Flg, to Flg. Dimension 11.876" Offset from Structure Line 8.000" 6.000" Adjacent Depth Change Information Distance to Depth Change 121- 5.739" Flg. to Flg. Dimension 11.876" Adj. P1. Angle (Degrees) 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/18/99 CADDS TIME: 05:08 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGES 34 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER-# 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base ----------------------------------------------------------------------------------------------------------------------------------- Plate SUBTYPE : No Ext Corner - S Nuts ; S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042852 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 12.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.022 CONTROLLING GOND. 1 CONTROLLING'LOCATION Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.031 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.017 t y,or.,,,.ie..-...ter- •- S P L I C E D E S I G N - B O L T L G A D S / A L L O W A B L E S, DATE: 02/18/99 CADDS TIME: 05:08 PM PAGES 35 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE -----------------------------------------------------------------------------------------------------------7----------------------- # 01 TYPE •: Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts i B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.285 1.199 13.329 0.646 26.659 3 Total Section is in Compression 0.839 13.329 0.000 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design.. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 Total Section is in Compression 2.228 13.329 0.000 26.659 13 Total Section is in Compression 2.228 13.329 0.000 26.659 S P L I C E D E S' I G N — L A Y O U T S K E T C H DATE: 02/18/99 CADDS TIME: 05:08 PM PAGES 36 ------------ ------------------------------------------------------------------ # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 01 -------------------------------------------------------------------------------------------=--------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext Corner - S Nuts SPLICE PLATE 0042852 ! COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 12.500" X 0.500" +- 4.000"-+ -+---------+--- ----------------------------- OUTSIDE FLANGE 3.000" FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 W -+--- o W 0 W a W W W W W W W W W W W W W W W 11.876" W MAIN WEB W 0.120 9.500" W W W W W W W W W W W W W W W W W W W INSIDE FLANGE FFFFFFFFFFFFFFFFFFFFFFF 0.188 X 5.000 -+--------.---------------------------------- ,4 S P L I C E D E S I G N -' F L A N G E A N D •W E B -P L A T E I N F O R M A T I O N �E DATE: 02/18/99 CADDS s TIME: 05:08 PM PAGE:S '37 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE #. 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40+-0" 14+-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 01 TYPE Pinned Base Plate SUBTYPE No Ext Corner - S Nuts g----------------------------------------------------------------------------------------------------------------------------------- F L A N G E P L A T E S 1 ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.188 X 5.000 0.000 0.15 43.99 0.59 49.50 0.012 1 INNER 1 Main Flange 0.188 X 5.000 0.624 0.01 43.99 0.59 49.50 0.012 1 W E B P L A T E S - ------------------ MAXIMUM STRESSES ------------------- ' DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD ' T X ------------- W X OL X Inches -------------- IL ACT. ALLOW (Ksi) (Ksi) ACT. ALLOW (Ksi) (Ksi) ACT. ALLOW (Ksi) (Ksi) COND COLUMN SIDE Main Web 0.120 1.70 29.33 0.61 43.99 0.59 49.50 0.058 12 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION ---------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange ' y Flange to Splice Plate 1/8" 0.02 3.71 0.008 2 INNER 1 Main Flange i Flange to Splice Plate 1/8" 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N COLUMN SIDE i W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD f Near S. Far S. Near Side Far Side Win) Win) Win) GOND Main Web Web to Splice Plate 1/8" 1/8" 0.20 4.95 0.041 12 Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees). Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column Roof Beam S P L I C E D E S I G N - A P P L I E D .L G A D S S U M M A R Y 0.125" DATE: 02/18/99 0.188'= 5.000" 0.188" 121- 5.739" CADDS TIME: --------------------------------------------------------------------------------------------------------------=-------------------- 05:08 PM 0.000 0.000 PAGES 38 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR, CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN.SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 02 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg LOAD DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS MEMBER NO ---- -------------------- CATEGORY -------- i (kips) ------- (kips) (in -k) --------------- FACTOR STRENGTH ------ -------- 1 DL + LL Std Des 1.85 -0.19 -28.86 1.00 N 2 DL + WLL Std Des -0.71 0.18 78.39 1.33 N 3 DL + WLR Std Des 0.04 -0.25 -70.09 1.33 N 4 DL + EQL Std Des 0.24 0.09 15.10 1.33 N 5 DL + EQR Std Des 0.43 =0.16 -24.99 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. . 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns 0.13 0.25 40.16 1.70 Y 11 DL +2.25EQR Conns 0.55 -0.32 -50.04 1.70 Y 12 DL + EWP Std Des 1.00 -1.74 -305.29 1.33 N 13 DL + EWS Std Des 1.00 -1.74 -305.29 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees). Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column Roof Beam 11.8761= 11.876" 1.000 TO 12 4.764 4.764 8.000" 0.125" 5.000". 0.188'= 5.000" 0.188" 121- 5.739" 131- 5.1101= 11.876" 11.876=' 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/18/99 CARDS TIME: 05:08 PM PAGE:S 39 -=--------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE). (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 02 -----------------------------------------------------------------------------=----------------------------------------------------- TYPE : Ext Col -.Roof Beam Knee SUBTYPE : O/I Extens Flg S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042867 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.570 CONTROLLING GOND. 12 CONTROLLING LOCATION Side 1 Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" 3.000" INNER 1 2 1.125" W E B- S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I•G N - B O L T L O A D S / -A L L O W A B L E S DATE: 02/18/99 CADDS TIME: --------------------------------------------------------------------------------------------------------------------------------- 05:08 PM PAGES 40 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia ' (TYPE) (WIDTH) (HEIGHT) {LIVE) (WIND) (CODE/YEAR) (SLOPE) j DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 0.592 0.274 0.000 0.000 0.140 21.000 1.931 43.999 2 0.000 0.000 1.348 2.209 0.096 27.992 7.201 58.651 3 1.918 1.138 0.000 0.000 0.104 27.992 6.254 58.651 4 0.000 0.000 0.217 0.382 0.029 27.992 1.247 58.651 5 0.638 0.360 0.000 0.000 0.079 27.992 2.079 58.651 6 Category 3 Load Combination - Does not apply to Splice Design... 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.635 1.075 0.096 23.204 3.505 56.099 11 1.312 0.756 0.000 0.000 0.146 23.204 4.278 56.099 12 8.270 4.873 0.000 0.000 0.738 27.992 26.957 58.635 13 8.270 4.873 0.000 0.000 0.738 27.992 26.957 58.635 B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ----------- - ------ ------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 0.507 0.270 0.000 0.000 0.015 21.000 1.654 43.999 2 0.000 0.000 1.370 2.071 0.048 27.992 6.751 58.651 3 1.777 1.149 0.000 0.000 0.101 27.992 5.792 58.651 4 0.000 0.000 0.221 0.352 0.045 27.992 1.149 58.651 5 0.580 0.361 0.000 0.000 0.049 27.992 1.892 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 0.000 0.000 0.647 1.001 0.105 23.204 3.265 56.099 11 1.202 0.760 0.000 0.000 0.109 23.204 3.917 56.099 12 7.629 4.907 0.000 0.000 0.671 27.992 24.869 58.635 13 7.629 4.907 0.000 0.000 0.671 27.992 24.869 58.635 S P L I C E D E.S I G N - L A Y O U T S K E T C H DATE: 02/18/99 CADDS TIME: 05:08 PM ----------------------------------- PAGE:S 41 ---------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 02 -------------------------------------------- TYPE : Ext Col - Roof Beam ---------------------------------------------------------=----------------------------- Knee SUBTYPE : O/I Extens Flg SPLICE PLATE 0042867 , COLUMN SIDE --> <-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS 6.000" X 16.750" X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" I W 2.375" W 2.375" -+--- 0 W o W OUTSIDE FLANGE _ 3.000" FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER 0042872 .0.188 X 5.000 W 0.250 X 2.500 X 11.000 NS/FS -+--- 0 W 0 W W W W W W W W W W W W 11.917" W 11.875" MAIN WEB 8.500" W MAIN WEB 0.120 W 0.120 W W W W W W W W W W W W -+--- O W 0 W INSIDE FLANGE 3.000'! _ FFFFFFFFFFFFMSMSMSMSMSM MAIN STIFFENER 0042872 0.188 X 5.000 W _ 0.250 X 2.500 X 11.000 NS/FS 1.125" W W -+------------------------------------------ S P L I C E D S I G N - F L A N G E' A N D W E B P L A T E I N F O R M A T I O N y DATE: 02/18/99 TIME: 05:08 PM CADDS ----------------- ------------------------------------------------------------------------------------------------------------------- PAGE:S 42 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE #-02------------------TYPE -------- : Ext Col --------------------- - Roof BeamKnee - :--------0/I-Extens - F1 -------------- s F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 2 Main Flange 0.188 X 5.000 2.375 21.43 43.99 5.13 65.98 0.487 12 INNER 2 Main Flange 0.188 X 5.000 2.458 5.87 43.99 21.36 65.98 0.324 12 ROOF BEAM SIDE OUTER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 2.375 9.08 43.99 3.26 65.98 0.206 12 INNER 2 ' Main Stiffener 0042872 0.250 X 2.500 X 11.000 2.500 2.40 43.99 13.64 65.98 0.207 12 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 1.34 29.33 14.44 43.99 20.94 65.98 0.328 12 ROOF BEAM SIDE Main Web 0.120 17.89 23.65 25.44 43.99 21.35 65.98 0.756 12 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------ ------------ -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 4.12 8.27 0.499 12 INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 1.12 8.27 0.137 2 r S P L I C E D E S I G N - W E L D I N F O R M A T 1 N DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 43 -------------------------------------.---------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : O/I Extens Flg ----------------------------------------------------------------------------------------------------------------------------------- W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Splice P1 Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION 1/8" 1/8" 1.73 0.15 7.41 0.235 12 W E L D I N F O R M A T I O N F L A N G E P L A T E S W E L D I N F O R M A T I O N FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 1/8" 1/8" 1/8" 2.27 7.42 0.306 12 0.51 2.47 0.209 12 1/8" 1/8" 0.60 7.42 0.081 2 1/8" 0.77 2.47 0.313 12 W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far.Side Win) Win) Win) COND Main Web Web to Splice Plate 17.000" 1/8" 1/8" 3.21 2.17 6.81 0.570 12 Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column 7.876" 1.000" 13'- 7.041" 7.876" 0.000 S P L I C E D E S I G N - A P -P L I E D L O A D S S U M M A R Y DATE: 02/18/99 TIME: 05:08 PM CADDS ----------------------------------------------------------------------------------------------------------------- PAGE:S 44 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 03 TYPE ------------------------------------------------------------------------------------------------ Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO ---- -------------------- CATEGORY -------- ` (kips) ------- (kips) (kips) -------------- FACTOR STRENGTH ------ -------- 1 DL + LL Std Des 4.46 0.00 0.00 1.0.0 N 2 DL + WLL Std Des -0.66 0.00 0.00 1.33 N 3 DL + WLR Std Des -0.66 0.00 0.00 1.33 N 4 DL + EQL Std Des 0.93 0.00 0.00 1.33 N 5 DL + EQR Std Des 0.93 0.00 0.00 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -0.23 0.53 0.00 1.33 N 13 DL + EWS Std Des -0.23 -0.47 0.00 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Flg. to Flg. Dimension Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column 7.876" 1.000" 13'- 7.041" 7.876" 0.000 S P L I C E D E S I G N - B O L T S /. S L I C E- '-P L A T E DATE: 02/18/99 CADDS TIME: 05:08 PM --------------------------`---------------------------------------=----------------------------------------------------------------- PAGES 45 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 03 TYPE ------------------------------------------------------------------------------------------------------------------------------------ : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts ., S P L I C E P L A T E PLATE TYPE STANDARD PART NUMBER 0042856 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 8.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.076 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" C O N C R E T E S T R E S S E S MIN. 'DESIGN FOOTING SIZE 105.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.105 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.901 KSI CONCRETE STRESS RATIO 0.055 A D S / A L L O W A B L E S ' DATE: 02/18/99 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 05:08 PM PAGES 46 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 03 TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 0.330 0.000 13.329 0.746 26.659 3 0.330 0.000 13.329 0.746 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category.4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.116 0.603 13.329 0.263 26.659 13 0.116 0.527 13.329 0.263 26.659 OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 -+-------- 3.000" 7.876" 5.500" -+------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W 0 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- S P L I C E D E S I G N L A Y O U'T S K E T C H DATE:.02/18/99 CADDS TIME: 05:08 PM -------------------- ----------- PAGE:S 47 ORDER # 045559 ------------------- BUILDER - NORTH VALLEY READY -------- MIX ------=--- -------=---- BLDR ORDER -------- # 99-07 -------------- ------------- BLDR ACCOUNT ---------------- # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts SPLICE PLATE 0042856 : COLUMN BOLTS: 0.750" DIA A307 NO WASHERS 8.000" X 8.500" X 0.500" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 -+-------- 3.000" 7.876" 5.500" -+------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W 0 W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF ----------------------------- S P 'L I C E D E S I •G N - F L' A N G E A N D W E. B P' L A T E 'I N FO R M A T I O N. DATE: 02/18/99 CADDS TIME: 05:08 PM ----------------------------------------------------------------------------------------------------------------------------------- PAGE:S 48 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 03 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Pinned Base Plate SUBTYPE : No Ext EWI Pin - S Nuts : F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange 0.188 X 5.000 0.000 0.16 43.99 1.61 49.50 0.032 1 INNER 1 Main Flange 0.188 X 5.000 0.624 0.04 43.99 1.60 49.50 0.032 1 W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 0.53 29.33 0.68 43.99 1.61 49.50 0.032 1 W E L D I N F O R M A T I O N COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH _ ---- FILLET ------------.- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 1 Main Flange Flange to Splice Plate 1/8" 0.03 3.71 0.008 2 INNER 1 Main Flange Flange to Splice Plate 1/8" 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N COLUMN SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR. LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.08 7.42 0.011 3 S P L I C.E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 49 ------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY --------------------------------------------------------------------- MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif LOAD DESCRIPTION DESIGN ? AXIAL SHEAR X SHEAR Y ADJ MOM ALLOW MOM STRESS MEMBER NO ------------------------ CATEGORY -------- (kips) ------- (kips) (kips) ---------------------- (in -k) (in -k) -------- FACTOR ------ STRENGTH -------- 1 DL + LL Std Des 4.36 0.00 0.00 -97.11 566.91 1.00 N 2 DL + WLL Std Des -0.79 0.00 0.00 19.13 566.91 1.33 N 3 DL + WLR Std Des -0.79 0.00 0.00 19.13 566.91 1.33 N 4 DL + EQL Std Des 0.83 0.00 0.00 -16.97 566.91 1.33 N 5 DL + EQR Std Des 0.83 0.00 0.00 -16.97 566.91 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns 0.83 0.00 0.00 -16.97 566.91 1.70 Y 11 DL +2.25EQR Conns 0.83 0.00 0.00 -16.97 566.91 1.70 Y 12 DL + EWP Std Des -0.37 -0.72 0.00 18.88 566.91 1.33 N 13 DL + EWS Std Des -0.37 0.63 0.00 18.88 566.91 1.33 N P A R T D I M E N S I O N S Lower End EW Post Upper End Roof Beam Top Clip Roof Beam Dimensions at Connection Flg. to Flg. Dimension 12.000" 7.500" '16.959" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 0.000 Main Flange Dimensions Outer Flange Width 5.000" Thickness 0.188" Inner Flange Width 5.000" Thickness 0.188" Adjacent Depth Change Information Distance to Depth Change 51- 0.000" 01- 0.000" Adj. Pl. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E DATE: 02/18/99 - CADDS TIME: 05:08 PM --------------------------------------------------- =---------------------------------------------------------------------- PAGE:S 50 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 =-------- BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD, BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif S P L I C E P L A' T E PLATE TYPE FLANGE PLATE PLATE WIDTH 5.000" a PLATE LENGTH 6.000" PLATE THICKNESS 0.187" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.080 CONTROLLING GOND. 3 CONTROLLING LOCATION Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.500" INNER 1 2 1.500" P O S T T O P C L I P COLUMN WEB THICKNESS 0.120" SHEAR FORCE IN BOLTS 4.363 kips •CONNECTION DETAIL NO.: E137 USE PART NO. 0543358 WITHOUT BACKER PLATE CAPACITY = 13.0 kips i S P L I C E D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/18/99 CADDS TIME: ----------------------------------------------------------------------------------------------------------------------------------- 05:08 PM PAGE:S 51 ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 04 TYPE : Interior Col to Roof Bm SUBTYPE : EW Post Top Clip w/o Stif B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE 1 Total Section is in Compression 0.295 21.000 0.000 43.995 2 0.198 0.198 0.053 27.992 0.645 58.651 3 0.198 0.198 0.053 27.992. 0.645 58.651 4 Total Section is in Compression 0.055 27.992 0.000 58.651 5 Total Section is in Compression 0.055 27.992 0.000 58.651 6 Category 3.Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Total Section is in Compression 0.055 23.204 0.000 56.099 11 Total Section is in Compression 0.055 23.204 0.000 56.099 12 0.091 0.091 0.587 27.992 0.299 58.639 13 0.091 0.091 0.514 27.992 0.299 58.642 S P L I C E D E S I G N - L A Y O U T S K E T C H DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 52 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 04 TYPE Interior Col to Roof Bm SUBTYPE EW Post Top Clip W/o Stif ----------------------------------------------------------------------------------------------------------------------------------- ROOF BEAM BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.188" TOP CLIP DETAIL: E137 +- 2.750"-+ A A 1.500" W W -+--- o W o W W W W W W W W W W W W W W W W W MAIN WEB 3.000" w 0.120 W W W W W W W W W W W W W W W W W -+--- o W o 1.500" W W � -+-------------------- �V------------- V ------- S P L I C E D E S I G N -. -F L A N G E A N D W E B P L A T E I,N F'O R M A,T-I O N DATE: 02/18/99 CADDS TIME: 05:08 PM PAGES 53 --------------------'--------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 04 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Interior Col to Roof Bm. SUBTYPE : EW Post Top Clip w/o Stif W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X ' OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE Main Web 0.120 - 0.50 22.00 1.10 43.99 6.04 49.50 0.122 1 W E L D I N F O R M A T I O N ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Inner Flange. 6.000" 1/8" 1/8" 0.13 0.01 7.41 0.018 3 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y DATE: 02/18/99 CADDS TIME: 05:08 PM PAGES 71 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) ,(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 08' TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam ----------------------------------------------------------------------------------------------------------------------------------- LOAD DESCRIPTION DESIGN , AXIAL SHEAR MOMENT STRESS MEMBER NO CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------------------------------------------------------ ------ -------- -50% MOMENT CAPACITY Std Des 0.00 0.00 -220.69 1.00 N +50% MOMENT CAPACITY Std Des 0.00 0.00 220.69 1.00 N 1 DL + LL Std Des 0.07 -1.46 -1.91 1.00 N 2 DL + WLL Std Des 0.04 0.63 -19.86 1.33 N 3 DL + WLR Std Des -0.02 -0.06 21.35 1.33 N 4 DL + EQL Std Des 0.02 -0.16 -5.77 1.33 N 5 DL + EQR Std Des 0.00 -0.35 5.50 1.33 N 6 PDL+0.70PL+2.25EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.25EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.25EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.25EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.25EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.25EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -3.01 -1.20 96.80 1.33 N 13 DL + EWS Std Des -3.01 -1.20 96.80 1.33 N P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam Dimensions at Connection Flg. to Flg. Dimension 11.876" 12.00011 Adjacent Depth Change Information Distance to Depth Change 151- 0.000" 51- 0.000" Flg. to Flg. Dimension 11.876" 16.959" Add. P1. Angle (Degrees) 0.000 0.000 S P L I C E D E S I G N, - B O,L T S / S P L I,C E P L A T E DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 72 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR .CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 08 ----------------------------------------------------------------------------------------------------------------------------------- TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam ' S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0042866 ORIENTATION NORMAL PLATE WIDTH 6.000" PLATE LENGTH 16.750" .PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.375" DESIGN STRESS RATIO 0.971 CONTROLLING GOND. +50% CONTROLLING LOCATION Side 1 Inner Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1,.125" INNER 1 2 1.125" S P L I C E 'D E S I G N - B O L T L O A D S / A L L O W A B L E S DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 73 -------------------------------------------------------------------'------------------=--------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia . (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/)EAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 08 ------------------------------------------------------------------------------ TYPE : Intermediate Roof Beam SUBTYPE-- ----------------------------------------------------- O/I Extens - Comp Beam ? B O L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE -50% 8.684 0.000 0.000 21.000 28.307 44.000 +50% 0.000 8.604 .0.000 21.000 28.044 44.000 1 0.060 0.000 1.186 21.000 0.198 43.929 2 0.773 0.000 0.513 27.992 2.520 58.642 3 0.000 0.835 0.048 27.992 2.723 58.651 4 0.223 0.000 0.132 27.992 0.727 58.651 5 0.000 0.213 0.286 27.992 0.697 58.648 6 Category 3 Load Combination - Does not apply to Splice Design. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 4.392 0.981 27.992 14.316 58.615 13 0.000 4.392 0.981 27.992 14.316 58.615 B O L T L 0 A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) UPPER ROOF BEAM SIDE -50% 8.604 0.000 0.000 21.000 28.044 44.000 +50% 0.000 8.604 0.000 21.000 28.044 44.000 1 0.060 0.000 1.186 21.000 0.195 43.929 2 0.765 0.000 0.513 27.992 2.496 58.642 3 0.000 0.835 0.048 27.992 2.723 58.651 4 0.220 0.000 0.132 27.992 0.720 58.651 5 0.000 0.213 0.286 27.992 0.697 58.648 6 Category 3 Load Combination - Does not apply to Splice Design.. 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. it Category 2 Load Combination - Does not apply to this Splice Type. 12 0.000 4.399 0.981 27.992 14.340 58.615 13 0.000 4.399 0.981 27.992 14.340 58.615 OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 f 11.876" 14.500" 1 1.125-----------" FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF. 0 o I ---------------------------- OUTSIDE FLANGE 0.188 X 5.000 10011 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 S P L I C E" D E S I G N - L A Y O U T S K E T C H , DATE: 02/18/99 CADDS TIME: 05:08 PM PAGE:S 74 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE,# 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 08 ----------------------------------------------------------------------------------------------------------------------------------- TYPE Intermediate Roof Beam SUBTYPE O/I Extens - Comp Beam SPLICE PLATE 0042866 LOWER ROOF BEAM SIDE -->I<-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 -NO WASHERS 6.000" X 16.750"•X 0.375" +- 2.750"-+ -+---------+--- ----------------------------- ---+- 1.125" 2.375" 2.375" -+--- 0 0 OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 f 11.876" 14.500" 1 1.125-----------" FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF. 0 o I ---------------------------- OUTSIDE FLANGE 0.188 X 5.000 10011 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 3.55 6.21 0.573 -50t INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 3.52 6.21 0.568 +50% S'P L I C E D E S I G N - F L AN G E A N D W E B P L A T E I N F O R M A T I O N DATE: 02/18/99 CARDS TIME: 05:08 PM PAGE:S 75 ----------------------------------------------------------------------------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE ----------------------------------------------------------------------------------------------------------------------------------- # 08 TYPE : Intermediate Roof Beam SUBTYPE : O/I Extens - Comp Beam ? F L A N G E P L A T E S ----------- MAXIMUM STRESSES ----------- LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches --------- (In.) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE OUTER 2 Main Flange 0.188 X 5.000 2.375 18.48 33.00 14.38 49.50 0.560 -50t INNER 2 Main Flange 0.188 X 5.000 2.499 18.31 33.00 14.54 49.50. 0.555 +50% UPPER ROOF BEAM SIDE OUTER 2 • Main Flange 0.188 X 5.000 2.375 18.31 33.00 14.38 49.50 0.555 -50% INNER 2 Main Flange 0.188 X 5.000 2.375 18.31 33.00 14.38 49.50 0.555 +50% W E B P L A T E S ------------------ MAXIMUM STRESSES ------------------- DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) LOWER ROOF BEAM SIDE Main Web 0.120 1.02 22.00 0.00 33.00 14.24 49.50 0.287 -50% UPPER ROOF BEAM SIDE Main Web 0.120 1.01 22.00. 0.00 33.00 14.08 49.50 0.284 +50% W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL -------------------WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET ---- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) GOND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 3.55 6.21 0.573 -50t INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 3.52 6.21 0.568 +50% Main Web Web -to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION FULL STRENGTH YES 1/8" 0.12 1.86 0.066 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/16" 3/16" 3.52 6.21 0.568 -50% YES 3/16" 3/16" 3.52 6.21 0.568 +50% W E L D I N F O R M A T I O N S P L ITC E D E S I G N - W E L D I N F O R M A T I O N DATE: 02/18/99 SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- CADDS TIME: 05:08 PM SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) PAGE:S 76 ---------------------------------------------------------------------=------------------------------------------------------------- ORDER # 045559 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-07 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - ANDY WOOD BLDR PHONE # 916-345-7296 PROJ NAME - KELLY BROWN ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EWDS 40'-0" 14'-4" 16 PSF 80 MPH UBC 94 1.000 TO 12 SPLICE # 08 ---------------------------- TYPE : Intermediate Roof Beam : SUBTYPE : O/I Extens - Comp Beam W E L D I N F O R M A T I O N LOWER ROOF BEAM SIDE W E B P L A T E S DESCRIPTION ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- LENGTH - ---- FILLET ------------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web -to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION FULL STRENGTH YES 1/8" 0.12 1.86 0.066 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S ------------------- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND 3/16" 3/16" 3.52 6.21 0.568 -50% YES 3/16" 3/16" 3.52 6.21 0.568 +50% W E L D I N F O R M A T I O N W E B P L A T E S ------------------------- WELD SIZE ------------------------- -------- MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 0.12 1.86 0.065 1 NGFELLow LUMBER CO. JNC. Quality Truss Design " ■ Roof Floor Systems 89 Loren Avenue Chico, CA 95928-7434 (530) 893-0112 • "FAX (530) 893-0140 Customer: : Address AP#: Job No: Alpine Engineered Products, Inc. Christian W. Chappell 8351 Rovana Circle CopySacramento, CA 95828-2522916 387-0116 • • • ryn Y Y Y Timber Products In. P.O. Box 20455` - Portland, OR 97220 OVP (503) 254-0204 � --' ■❑ 13 LONGFELLOW LUMBER CO. INC. Quality Truss Design • Roof & Floor Systems (800) 678-0112 (530) 893-0112 • FAX (530) 893-0140 89 Loren Avenue Chico, CA 95928-7434 ������III III III III III Important Information for Users of Wood Trusses Longfellow's goal is to supply superior quality trusses. Sensible truss designs, the best available lumber and exacting workmanship are the key ingredients of our quality control program. (Once trusses arrive at the job site, quality control becomes the responsibility of the builder.) For best results we suggest: DO'S:] DON'TS Do review your field copy of truss engineering for important bracing, ❑ Do Not cut, notch or drill chords or webs of trusses. bearing and connection details. (Exceptions will be clearly marked on engineered drawings.) ❑ Do review the HIB -91 Summary Sheet's recommendations for handling, installing and bracing of wood trusses. ❑ Do install roof sheathing ASAP. Trusses hold their profiles best when they have been plumbed and braced with roof sheathing. Especially in hot weather; we recommend sheathing be applied over as much of the building as possible before installing outriggers and gable -end siding. ❑ Do inspect trusses for missing plates or broken lumber. Report defects to Longfellow immediately. ❑ Do secure tails with fascia board. In recent years, the production of lumber from second -growth timber has resulted in an increased tendency for unrestrained tails to twist. We recommend a sub -fascia be installed behind gutters. ❑ Do call Longfellow if you have questions or need additional information. ❑ Do Not cut or remove plates. ❑ Do Not overload single or groups of trusses with plywood, roofing, tools or other construction materials. ❑ Do Not make field repairs without written approval from Longfellow Lumber Co. ❑ Do Not load HVAC units, solar equipment, fire sprinklers, etc. on trusses unless truss engineering has been designed to accomodate the specific point loads. t Job: TRUSS PROFILE (D) TYP. (-- SETBACK i ' 4 THIS ONG. PREPARED FROM COMPUTER INPUT (LOADS S DIMENSIONS) SUBMITTED BY TRUSS MFR. C'1 R/ 24" O.C. FURRING ' TRUSS PROFILE BITII 48" O.C. FURRING BUILT-IN CRIPPLES BUILT-IN CRIPPLES (REMAINS IN PLANE 'I - (REMAINS IN PLANE --I m WITH TRUSS) I WITH TRUSS) N6 HIP WITH FUR.[ -PLY �#6 HIP CHORD EXTENSION I -PLY 115 HIP WITH FUR. I -PLY (0) TYP. N5 HIP WITH FUR. I -PLY /44 HIP WITH FUR, I-PLY____1�N4 HIP CHORD EXTENSION I -PLY' �— q3 HIP WITH FUR 1 -PLY SETBACK--{ q3 HIP WITH FUR I -PLY H92 HIP WI1H FUR. I -PLY �r I42 HIP CHOPD EXTENSION I -PLY 111 11[P GIRDER MAY (B) (©) (B) (B) (B) (81� NI HIP GIRDER MAY I�—IIS— QBE MULTIPLEMEMBEP. //�� � \ BE MULTIPLEMEMBER (B)PURLINS SPACED @ 24'O.C. TYP. \\ PERMANENT DIAGONAL BRACING v APPLIED TO TOPSIDE OF FLAT TOP (CONTINUOUS 2X4) (D) CRIPPLES SPACED 24' D.C. TYP. CHIP.O BY ERECTION CONTRACTOR (0) FURRING & FLAT TC CONTRACTOR(SEE BRACING DETAIL) SAME SIZE AND SPECIES AS DESIGN * NOTE: SEE ORIGINAL DESIGN FOR LUMBER, PLATING AND OTHER CRITERIA NOT SHOWN HERE JACK RAFTER RIGID #1 HIP I MAY BE 1 (B) PUP.LINS SPACED @ 24'O.C. TYP. \\ PERMANENT DIAGONAL BRACING (CONTINUOUS 2X4) v APPLIED TO TOPSIDE OF FLAT TOP (D) CRIPPLES SPACED 40' D.C. TYP. CHORD BY ERECTION CONTRACTOR (0) FURRING & FLAT TC (SEE BRACING DETAIL) SAME SIZE AND SPECIES AS DESIGN. s NOTE: SEE ORIGINAL DESIGN FOR LUMBER, PLATING AND OTHER. CRITERIA NOT SHOWN HERE. CONNECTION DETAIL PERMANENT 131ZACING DETAIL - SECTION OF -ATHE TOP CHDP.O START OF TDP CHORD START TOP CHORD PURLINS EXTENSION r� (SLOPING EXTENSION 10 FLAT ) \ (TYPICAL) ( CDNTINUOUSy ( SLOPING TO FLAT) SIMPSON H3 TIE SEE SIMPSON CATALOG C-PT95-1 FOR NAILING SPECIFICATIONS. 0 0 0 0 0 0 O O o 0 0 0 0 0 0 0 0 0 O O C= O ALPINE O 0 TRUSS o 0 C---) = o 0 0 (_3 JACK RAFTER. #1 HIP, REFER T ORIGINAL ORAWIN FOR MORE INFORM * SE ROOF SHEATHING JACK RAFTER. � L PERMANENT 01AGONALS FORM BRACED BAY. REPEAT AT ALL HIP ENDS AND AT APPROXIMATELY 20' INTERVALS OR LESS THEREAFTER AND AT END BAY. (I)► NOTE: PERMANENT DIAGONAL BRACING NAILED TO UNDERSIDE OF FLAT TOP CHORD PREVENTS LATERAL MOVEMENT OF T013 CHORD. (IF PLYWOOD SHEATHING IS PRESENT ON ENO`JACKS, AND JACKS ARE PP,OPERI_Y ATTACHED (SEE DETAIL] 10 #1 IIIP, THEN DIAGONAL BRACING IS NOT NECESSARY AT -#1 HIP, HOWEVER, PLACEMENT a 20' INTERVALS IS STILL REWIRED.) * *IMPORTANT * *�H�� ,��` BE FESPONsI i0R INC. W A RN I N9.11 HANDLING. ERECTION QUIRE EXIREKE LARE AND DEVIATION FROM THIS DESIGN OR THESE SPECIFICATIONS. OR ANY BRACING. SEE HIB -91 BY IPI. SEE THIS DESIGN FAILURE TO BUILD THE TRUSS IN CONFORMANCE WITH OST08 BY 7P1. FOR ADDITIONAL SPECIAL PERMANENT BRACING RE ALPINE CONNECTORS ARE MADE OF 2OGA DALY. STEEL MEETING ASTN OUtREMEN7S. UNLESS OTHERWISE INDICATED. TOP A446 GR 8 EXCEPT AS NOTED. APPLY CONNECTORS 10 EACH FACE OF CHORD SHALL BE LATERALLY BRACED WITH PROPER TRUSS AND UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION LY ATTACHED PLYWOOD SHEATHING. BOTTUM CHORD CONNECTORS PER DRAWINGS 130. 150 C IGOA-F. DESIGN STANDARDS WITH PROPERLY ATTACHED RIGIO CEILING -- SEE COLIFORM W/APPLICABLE PROVISIONS OF NOS C TPI. AN ENGINECTI.3 ALPINE TECHNICAL UPDATE 17/1/911 FOR PROPER SEAL ON THIS ORA MINO APPLIES TO THE COMPONENT DEPICTED HERE DRYWALL APPLICATION. FURNISH A COPY OF TIIIS IN ONLY. AND 511ALL NOT BE RELIED UPON IN ANY OIIiER WAY. DESIGN 10 IHC TRUSS ERECTION CONIPACIOR. --IPI - IIAISS PIAIE iFISIIIUIE. NnS - 1991 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSIRLICI1O11 `sSIpN W. C �<" �O '— 7O YRS ,ft aL VAC TC LL * PSF TC DL * PSF BC OL +► PSF BC LL * PSF TC1 LD. * PSF REF R427--: DATE 04/ DRW CDI,IOB CA—ENG PBC DUR.FAC. co A rr Tral(2 Ir pu 7T To FPGE .PLAN GaMMoN - -. •— 24�o.G. TfP �sPA-G�N6'C yr l x, 2 Pl G� TK R Y -I--r- --- _ —� RIi�E �l.a�G. I • �AYo1r• - ouroF -•—� F C-4 wsa !: r H ii? -�- im oR- I� I }� MA•CsTMc iZ -?8.�or-HIP pt-k.H w� E•I i P �j'icR HIP TO HIP IIAASTER . IQ �ii�INlnaJ�.oll GGtI%1Jjr I•�U ►� STANDARD' HIP DETAIL LONGFELLOW LUMBER CO. CHICO, C'A• (918) 893-0112 BUILDING DEPARTMEN" APPROVED 4� tl BUILDING DEPARTMEN" APPROVED (BROWN-NVBS / KELLY BROWN -HT1 HIPSET 8• SB) TOP CHORD 2x4 DF -L #1 :T2, T3 2x6 DF -L #1: BOT CHORD 2x6 DF -L SS o WEBS 2x4 DF -L Standard Lf� PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. (ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. Ln (A) CONTINUOUS LATERAL BRACING EQUALLY SPACED ON MEMBER. o #1 HIP SUPPORTS 8- 0- 0 JACKS WITH NO WEBS. z CORNER SETS ARE CONVENTIONALLY FRAMED. BUILDING DESIGNER IS RESPONSIBLE FOR CONVENTIONAL FRAMING. REACTIONS R & R3 ARE FOR #1 CALIFORNIA HIP AND #3 CALIFORNIA HIP RESPECTIVELY. cn `-' W2.5X43 W5X8s, W3X10Ea A {{�� 4 w W4X4(A4j4gA4) T; A C-3 a THIS ONG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR .2 -Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g -nails) TOP CHORD: 1 ROW @ 12" o.c. BOT,CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROH @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. CALCULATED VERTICAL DEFLECTION IS 0.53" DUE TO LIVE LOAD AND 0.75" DUE TO DEAD LOAD AT X - 22- 5- 1. USE SAME DESIGN FOR ONE -PLY COMMON HIP TRUSSES @ 24.0" OC. EXTEND SLOPING TC OF TRUSS AND JACKS TO HIP RAFTER. SUPPORT EXTENSIONS EVERY 4.00 FT TO FLAT TC. ATTACH 2x4 LATERAL BRACING TO FLAT TC @ 24.00" OC WITH 2-16d NAILS AND DIAGONALLY BRACE PER HIB -91 13.2.1(F1G.33). OR DWG. CDIIO. SUPPORT HIP RAFTER WITH CRIPPLES AT 5- 7-14 OC. W3X10E3W5X6=, W4X4= W3X10Es W5X8---. w W1.5X4 IB W4X4a W1.5X4 in z W4X12am HS514Em W2.5X4 HS514Em W4X4 So W2.5X4 .t -, 4 W4X12 E9 W1.5X4 II W4X4(A4) - W4X4 (A4) +8-0-0 c.7 z w CC 8-0-7 I 24-7-13 I 7-3-12 IB' 40-0-0 Over 2 Supports (� R-3448 W-3.5" R-3448 W-3.5"..fid R3-1939 R3-1939 "0 �� eleell ��99 N 117 o PLT TYP. Hioh Stranoth_Wava TPI -091D n-4., r..4+...,4- rnTicrn% ,- — j � y "'WARMING'• TRUSSES 0.EOUIRE IITREME CARE l4 FABRICATIOM, RA CLING. SKIPPING. INSTALLING I 8RACING. 1I►ER TO 819.91 (HANDLING INSTALLING AND BRAC[RG), PUBLISHED BY TPI (TRUSS PLATE MADISON. N1 TOTI9), ►0R SAFETY PRACTICES ARIA[ TO PERFORMING SNS 0 UNUFRIOCTION Dt I SUITE too.OTHERWISE PERFORMING THESE FUNCTIONS, NtIESi OTNIRNISE I/OICAT(D. TOP CHORD SNAIL tlAYE P0.0PERlT ATTACKED STRUCTURAL PANELS. BOTTOM CHORD SHALL NAY( A PROPERLY ATTACHED RIGID CEILING. _QLO� y P' %.n - I i - I - I - I F TC L L 16.0 PSF . T C- D L 10.0 PSF 3%,431t: —.1017 --fry. • REF _R427--23383 DATE 03/24/99 T: •IMPORTANT'• FURNISH A B( COPY OF tMIS DESIGN TO THE INSTALLATION CONTRACTOR, ALPINE ENGINEERED PRODUCTS, INC. SHALL MOT RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGNS ANY FAILURE TO Mer 24 9 B C D L 7.0 PSF D R W CAUSR4T7 99083003 ALPINE BRACING OIBUILD THC TRUSSES TROSSESIK CONFORMANCE DESTGNWITH -ONFORMS N1T1 APFABRICATING. PLICABLE PROVISIONSSOFPNOSG(MATIONALINSTALLING DESIGN C 006 B C LL 0.0 PSF CA -ENG AE B /GWH SPEC Lf ICA TI OK PUBLIS8E0 BT THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPS NE e A,,,,� `�"�'�' . •�' �B�O• 95928 CONNECTORS ARE MADE OF 206A ASTM A6S1 OR40 GALl. STEEL, EXCEPT AS NOTED. APPI, COIMECTON3 i0 EACH FACS OF TRUSS. AND UNLESS OTHERWISE LOCATED OR THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -I. THE SEAL 01 THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING COMPONENT ILESPOIFOQYARTLPARTICULARELY FDA EBUILDINGTkUSS �ISOTHETRESPONSIBI REDESIGN SPONSIBILITY OF THE BUILDINGN. THE IDESIGNER.TY AND Pit THIS ANSUTPI 1.1995 SECTION 2. t C;MV q' TOT . L D . 33 . 0 PSF D UR .FAC . 1.2 5 SPACING 24.00 SE Q N - 14159 FROM K D (IiROWN-NVBS / KELLY BROWN - T2 COM) +'THIS DWG PREPARED FROM COMPUTER INPUT (LOADS1 DIMENSIONS) SUBMITTED BY TRUSS MFR. - TOP CHORD 20 DF -L #1 ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. BOT CHORD 2x4 DF -L #1 o WEBS 2x4,DF-L Standard IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO coo BRACE TC @ 24.00" OC & BC 0 12.00. OC. .PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. Ln 0 o 0 W2.5X4s W5X6- W3X6a H W1.5X4 ,tr W3X6 s W2. 5X4 a W1.5X4,P 0 4 4 a ra C=3 wW2.5X4 Em W5X8 m W2.5X4 g z W3XB(Al) e z W + -0-0 WHB (A1) m L~ 20-0-0 20-0-0 I 40-0-0 Over 2 Supports R-1432 W-3.5- R-1432 W-3.5" 'E COUKV ILDING DEPARTMEN j r �� L CA - 1 - - - cti L1'n TC LL o PLT TYP. Wave TPI -95 R Design Criteria: TPI ST i �ptiDWy -WIRNINO— TRUSSES REOUI2E EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND -IRACING. 07 PSF REFER TO 610.91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE BC DL 7.0 INSTITUTE; X03 o,oNOrR10 OR., SUITE 200. MADISON, 111 53719) FOR SAFETY PRACTICES PRIOR TO CSs BC LL PERFORMING THESE FUNCTIONS. UNLESS OTMERVISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED ^� STRICTORAL PANELS. BOTTOM CHORD SMALL RATE A PROPERLY ATTACHED RIGID CEILING. 33.0 PSF "IMPORTANT— FURNISH A COPY OF TNJ$ DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED d; 1.25 FRODUCTS. INC. SMALL LOT BF RESPONSIBLE FDA ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO CV ALPINE OVILD THE TRUSSES 11 CONFORMANCE WITH TPI: 01 FABAICATING, HANDLING, SHIPPING. INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF ROS per,% (NATIONAL DESIGN SPECIFICATIOR_ PUBLISHED BY THE AMERICA FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTN A653 S840 GALI STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO Al..im •"h n._._._ En�.L A 959280. EACH FACE OF TRUSS. Ago UNLESS OTHERWISE LOCATED 01 THIS DESIGN, POSITION COMMECTOAS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. TRE SUITABILITY AND USE OF THIS COMPORINT FOR ANY FATICULAI BUILDING IS THE RESPONSIBILITY OF TME BUILDING DESIGREA. PER ARSI/TPI 1-1995 SECTION 2. 'E COUKV ILDING DEPARTMEN j r �� L CA - 1 - - - F TC LL 16.0 PSF �ptiDWy TC DL 10.0 PSF Mar 24 '9 BC DL 7.0 PSF No. C: 0 5 BC LL 0.0 PSF TOT.LD. 33.0 PSF DUR . FAC . 1.25 SPACING 24.00 Scale -.125'/Ft. REF R427--23384 DATE 03/24/99 DR W CAUSR427 99083001 CA -ENG AEB/GWH SEAN - 14173 FROM KD (9ROWN-NYBS /'KELLY BROWN - 8/8 J TOP CHORD 2x4 DF -L #1 BOT CHORD 2x4 DF -L #1 WEBS 2x4 OF -L Standard PLATES DESIGNED FOR GREEN LUMBER PER NDS -97 TABLE 7.3.3. r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HFR ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. IN LIEU OF RIGID SHEATHING USE PROPERLY ATTACHED PURLINS TO BRACE TC @ 24.00" OC & BC @ 72.00" OC. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. R-100 +10-8-4 e I W1.5X4 N a 1-'- A _ O a A W w W2X4 (A1) a W1.5X4 III z c5 z w w z L-2-0-0—mole-2-0-0 am'-* 5-10-4 `I 6 I-8-0-0 Over 3 Supports R-534 N-3.5" R-6 W-3.5' LS7 C=, PLT TYP. Wave TPI -95 R Design Criteria: TPI S1 �.I ""WARMING"TRUSSES REQUIRE EITREME CARE IN FABRICATION, HANDLING. SNIPPING, INSTALLING AND O) - BRACING. REFER TO N18.91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE t7) INSTITOTE. $03 0'0801110 01., SUITE 200. MADISON. NI 63719). FOR SAFETY PRACTICES PRIOR TO CSA PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SMALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. .-IMPORTANT"` FURNISH A COPY OF THIS DESIGN t0 THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED -.2; PRODNCTS. INC. MALL ROT 8E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANT FAILURE TO nI BU 1L0 THE TRUSSES IR CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING AND ALPINE NNCING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF RDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CON RECT0IS ANE MADE OF 209A ASTM ROSS GR40 QALY. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND NNL(SS OTHERWISE LOCATED 01 THIS DESIGN. POSITION CONNECTORS PER ORANIRGS 160 A-E. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING p,,.�..e^ed f SI., RESPONSIBILITY SOLELY FOR THE TRUSS COMPORE97 DESIGN SHOWN. TOE SUITABILITY AND USE OF THIS •�M �"'a""b. CA 95928 CCPORENT FOR ANY PARTICULAR DOILDING 13 THE RESPONSIBILITY Of THE BUILDING DESIGNER. PER ANSI/T►I 1.1996 SECTION E. ?lb,Aw/ Her 24 ' JUT`TE COUNTY 9ILDING DEPARTMEN' CA - 1 - - F Scale —.375"/Ft. TC LL TC DL BC OL BC LL TOT.LD. 16.0 PSF 10.0 PSF 7.0 PSF 0.0•PSF ' 33.0 PSF REF R427--23385 DATE 03/24/99 ORW CAUSR427 99083002 CA -ENG AEB/GWH SEON - 14189 DUR.FAC. 1.25 FROM KD SPACING 24.0" This safety aler. symbol is used to attract your attention! PERSONAL SAFETY ISINVOLVEDI When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. '1A CAUTION: A CAUTION identifies safe operating practices or indicates unsafe cone itions that could result in personal injury or damage to structures. HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It is the responsibility ofthe installer (builder, building contractor licensed contactor erector or erection contractor) to unload store. handle. insfgll and brace metal plate connected woos trusses toarotectlife and propertv. The installer must exercise the same high degree of safety awareness a: with any oth erstrictural material. TPI does not intend these recommendations to ba interpretec as superior to the project Architects or Engineer's design specificalicn for handling, installing and bracing wood trusses for a padicular roof or floor. These recommendations are DANGER: A CANGER designates a condition wt.ere failure to follow inst-uctions or heed warn- ing will most likely result in serious personal injury or death or damage -o -structures. WARNING: A WARNING describes a condition wh are failure tofollow instructions could resu ll in severe personal injury or can -age to structures. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Su.e :00 Madison, Wisconsin 53719 (E08) 833-590D truss industry, nut must, due b the nature of r_sponsibilitas invclved, be presented as a cL.ideforthe use d a qualified bdAing designer or nsteltar. Thus„ the Truss Plate Institute, Inc_ exp-essly disclaims ani responsitili':y for images arising from the use, applicaticn or reliance on .he recom,mendekns and information conta ned hereinbybrilding designers, inzallers, andothersL rGopyrighl © by Truss Plate Institute, Inc. All rights reserved. This documnt or any part thereof must not be reproduced in any form vtthout written permission of the based upon the collective experie nce of leading technical personnel in the wood publisher. Printed in the United States of Ames•r-a. CAUTION: The builder, building contractor, licensed contractor, erectororerection contractor isadvised to obtain and read the entire booklet "Commentary and Recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses, HIB - 91" from the Truss Plate Institute. CAUTION: All temporary bracing should beroless than 2x4 grade marked klmber. All connzztions should be made with mih-imt n of 2-19d nails. All trusses assumed 2' on -center or less.All multi -ply trusses should be connected together in accor- dance with: design drawings prior to installation. q.. yTRI.ISSSTORAGE= = CAUTION: Trusses should not be unloaded on rough terrain or un- even surfaces which could cause damage to the truss. CAUTION: Trusses stored horizontally should be supported on blocking to prevent excessive lateral bending and lessen moisture gain. 1ACAUTION: Trusses st.-red vertically sboWd be !braced to prevent topplinc or tipping. WARNING: Do not break banding until installation DANGER: Do not store bundles up•igbt unless begins. Care should be exercised in banding re- properly bra :.ed.Donofbreak bands until bundles moval to avo,d shifting of individual trusses. are placed in a stable horia.ontal positiom WARNING: Do not lift bundled trusses by the DANGER: Walking on trusses whit h are lying flat bands. Do not use damaged trusses. is extremeiv dangerous and should be strictly prohibited. Frame 1 DF - Douglas Fir -Larch SP - Southern Pine HF - Heff�-Filr SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords thabare laterally braced can buckle togett,erancrcausecollapse if there lanodiago- nalbracing. Diagonal bracing should be nailed to the underside of Lie top chord when purlins are attached to ;he tDpaide of the top chord. .?,, Or/, L_ -4e _ ea. 12 13 or greater All lateral braces lapped at least 2 trusses. Continuous Top Cho. -d Lateral Brace Required 10" or Greater Attachment Required — WARNING: Failure to follow these recommendations could result in I A& severe personal injury or damage to trusses or buildings. A& PLUMB Truss Depth 12, ........ ... V TOP CHORD 112' .... .... ..... TOP: CHORD DIAGONAL BRACE 3' , IM UM.LATERAL MINIMUM BRACE SPACING (DBS) 601, PITC H I SPACING(LBS) [# trusses] 1-1/2" . . ......... .. . 84"—, SPF HF Up to 24' 3/12 81 17 12 Over 24 - 42' 3/12 1 7' 10 1 6 Over 42 - 54"1 3/12 1 6' 6 1 4 Over W 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Heff�-Filr SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chords thabare laterally braced can buckle togett,erancrcausecollapse if there lanodiago- nalbracing. Diagonal bracing should be nailed to the underside of Lie top chord when purlins are attached to ;he tDpaide of the top chord. .?,, Or/, L_ -4e _ ea. 12 13 or greater All lateral braces lapped at least 2 trusses. Continuous Top Cho. -d Lateral Brace Required 10" or Greater Attachment Required — WARNING: Failure to follow these recommendations could result in I A& severe personal injury or damage to trusses or buildings. A& PLUMB Truss Depth 12, 1/4" 1 V 24"_ 112' 2' 36" 3/4" 3' 48" V 4' 601, 1-1/4" 51 72" 1-1/2" 6' 84"—, 1-3/4" 7' 96" 2" 8, 108.- 1 ;?., 9' D*n) I I Lesser of D/50 or 2" Maximum Plumb Misplacement Line GUT -OE -PLUMB INSTALLATION TOLERANCES. BOW Length L(in) t Lesser of ±1/4 L/200 or Z' L(in) L(in) -TLeswr of L/200 or 2" JV* 50" 1/4" 4.2' 100" 1/2" 8.3' 159' 3/4" 12.5' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should A WARNING: Do not cut trusses. construction loadsof anydescriptOon beplaced A on unbraced!, trusses. Frame 6 200" 1.1 1 -16.7, 250" 1-114* 20.8' 300' 1-112- 125.0' OUT -OF -PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should A WARNING: Do not cut trusses. construction loadsof anydescriptOon beplaced A on unbraced!, trusses. Frame 6 1AWARNING: Do not attach cables, chains, or hooks to the web me-nbers. s0° ` or! less �j' L \ lorl60e`s3 ................... Tag Approximately A;.pr.ximatelyTag Liner 'r. truss length trt.ss length Line Truss spans less than SO'. SpreaderBar To e: In Approximately, Y. to Yi truss length Less Char or equal to 60' Toe In Tag Line Spreader Bar Toe n --4—Toe in r Approximately '/: to Y3 truss Ieq9th Less than or equal to 60' WARNING: Do not li"t single trusses withspans greater than 30' t:y the peak. Lifting devices should be connected to the truss top chord with a closed-loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo - Sar bracing is installed. Strcngback/ SpreaderBar Tag Line Strongbackl SpreaderBar At or above L:�;i_ mid -height Tag Tag Line Line 10, ApproArr.ately i to 3/1 truss englh - Sreate, Char 60' 1'), 10' :- � I 2/ to 3/4 truss. length Greater than 60' CAUTION: Temporary tracing shown in this summary sheet is adequate fo' the Installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangerrant is desirad. The engineer may design bracing in accordance with TPI's Recommended Design Specr'ication for Temporary Bracing of Metal Plate Cortinected Wcod Trusses, DSB-89, and in some cases determine that a wider spacing is possible. ,. GROUND BRACI'�ti a BUILaING EXTERIOR n Typical horrzoatal tte member with .3.uhiple atakee (H'p A Frame 2 ''ftruss of hraoed oup of trusses (EB: c SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBs) r# trusses SP/DF SPFIHF Up to 32' 30" 8' 16 10 Over 32'- 48' 42" 6' 1 6 4 Over 48'- 60' 48" 1 5' 1 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 2x4/2x6 PARALLEL CHORD TRUSS TopcFords that are laterally braced an buckle togetherard auecoft"e ilthere in no diago- nalbracin4 Cingonalbracing should benailed to tte nudasde d the top chord wher purlins are NLaehod to the topside of the top chord. All lateral / braces lapped at least two trusses. =41V The end diagonal brace for cantilevered End diagonals are essen^al for trusses must be stability and must be duplicated on placed on vertical both ends of the truss system. �\ webs in line with the support. Continuous Top Chord Lateral Brace T Required 10' or Greater i Attachment Required i \01(013 f OTrtrgt:e,80 21—spp i WARNING: Failure to follow these roe= atlas . IIAiu severe personal Injury or damage to trustlirp or z : . 4x2 PARALLEL CHORD TRUSS:TOP CHORD Top chonis that are laterally braced an buckle togetherandcause collapse if Owe is no diago- nal braciag iago- nalbraciag Diagonal bracing should be nailed to the underside of the top chord when purlins are attabed to the topside of the top chord. 30- - t S sl 15; ; : �8�'s @ �. O.C. AM lateral ` braces lapped / = at least two trusses. x _ a End diagonals are esserltlal for stability and must be duplicates! on `. r both ends of the truss system. Frame 5 1 30' or J. greater i 9Z o< Continuous Top Chord —\ Lateral Brace Required I 10' or Greater Attachment Required - — 31/2 Trusses must have lum- ber orientea in the hori- zontal direction to use this brace spac;ng. 'kScho; do that are laterally bracedcan buckle togeSetand cause codapse, Sthere is no diago- ml ').-acting. Diagonal bracing shouid be nailed to,theur,deraide of the top chord wren purlins are aLached to the topside of the top chord. " =45o Id ......... . . SP - Southern Pine HF - Hem -Fir T !!iii!! Mill RNMI111TOP CHORD DIAGONAL M: I LATER/1L SPACING: Required X lapped at least 2 _F trusses. Up to 32' 4/12 81 20 15 Over 32'- 48' 4/12 1 6' 10 7 Over 48'- 60' 4/12 1 51 1 a Over 60' See a r3gistered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Ham -Fir SPF - Spruce -Pine -F! Continuous Top Chord All lateral braces Lateral Brace lapped at least 2 Required trusses. 10' or Greater I Attachment I Required WARNING: Failure to follow these -ecommendations cc uld result In A severe personal injury or damage to trusses or buildings. A I I Up to 28' 1 2.5 1 7' 1 17 1 12 Over 28' - 42' 3.0 1 6' 1 9 1 6 Over 42'- 60' 3.0 1 51 1 5 1 3 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous ntinuous Top Chord a _-.ral Brace All lateral braces — Required X lapped at least 2 _F trusses. IC' or Great -r Attachment Required - oifess 1_14V Frame 3 12 5 F_ o G. 10, IV MC Top chords that are laterally braced can buckle G ;,� togetherand cause collapse ifthere is no diago- Gj nal bracing. Diagonal bracing should be nailed ry to the underside of the top chord when purlins are attached to the topside of the lop chord. SCISSORS .TRUSS 12 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as iop chord diagonal bracing. rOMCHORD :RAL BRACE '.ING(LBS) BOTTOM CHORD DIAGCNALBRACE SPACING (DBS) [# trusses] 15' 20 1 15 15' 10 1 7 15' 6 1 4 W professionalengineer uch SP - Southern Pine SPF - Spru.-e-Pine-Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE WARNING: Failure to follow these recommendations could rassuhIn severe personal injury or damage to trusses or buildings. A& WEB MEMBER PLANE Permanent o°'°xo' continuous lateral bracing as specified by the truss engineering. Frame 4 Cross bracing -epeated at each end of the building and at 20' Intervals. J'Sloft a UxIrOtM 9y ICBO Evaluation Service, Inc. W n 0 euuntxo !" . `°°° 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 ,ass A subsidiary corporation of the International Conference of Building Officials ni EVALUATION REPORT Report No. 1290 Copyright © 1996 ICBO Evaluation Service, Inc. Reissued January 1, 1996 Filing Category: FASTENERS—Manual, Pneumatic or Power -driven Steel Studs and Nails (066) EXTERIOR OR PERIMETER SILL AND INTERIOR PLATE ANCHORAGES HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 I. Subject: Exterior or Perimeter Sill and Interior Plate Anchorages. II. Description: A. General: The Hilti, Inc., fasteners described in Table 1 of this report are used to attach wood sills to concrete foundations. The fasteners are designed to be installed with a Hilti low-velocity powder -actuated tool in accordance with the manufacturer's recommendations. The wood sills, seasoned to a moisture content of 19 percent or less and used under continuously dry conditions, have a 2 -inch nominal thickness. The sills are attached to normal -weight concrete foundation walls having a minimum curing time of seven days or a minimum ultimate compressive strength of 2,000 pounds per square inch (13.8 MPa). Fastener spacings are noted in Table 1 of this report. B. Identification: Fasteners are identified in the field with the word "Hilti" stamped on the premounted steel washers. Where plastic washers are used, an "H" is imprinted on the fastener head. III. Evidence Submitted: Independent laboratory tests and data in accord- ance with the ICBO ES Acceptance Criteria for Test Method to Determine Bend- ing Yield Moment of Nails dated September 1993. Findings IV. Findings: That the Exterior or Perimeter Sill and Interior Plate Anchor- ages are an alternate method of anchoring wood 9111 plates to that of the 1994 Uniform Building Code TM, subject to the following conditions: 1. Fastener spacings comply with Table 1 of this report. 2. Exterior sill fastener's are centered In the wood sills a minimum 1314 Inches (44.5 mm) from the concrete edge. 3. Spacings In Table 1 are based on a maximum 100 -pound -per -foot (1459 Nlm) shear load. For greater shear loads, see Evaluation Report No. 2388 for spacing. 4. Fasteners may be used to attach plates to the perimeter of concrete slabs where: a. No cold joint exists between the slab and the foundation below the plate. b. The plate Is not Installed on slabs supported by foundation walls formed of concrete block. 5. Fasteners are Installed in normal -weight concrete that has cured a minimum of seven days or has reached an ultimate compressive strength of 2,000 pounds per square Inch (13.8 MPa). 6. Fasteners are Installed In concrete with a minimum thickness of three times the fastener penetration. This report Is subject to re-examination In two years. TABLE 1—ALLOWABLE FASTENER SPACINGt.2,3 CATALOG NUMBER OVERALL LENGTH (Inches) HEAD DIAMETER (Inches) SHANK DIAMETER (Inches) Interior Shear Wells MAXIMUM SPACING IN FEET Interior Nonshear Exterior Shear and Wells Nonshear Walls X-DNI724 3 5/16 0.145 1.56 3.0 1.5 X-ZF724 3 5/16 0.145 1.56 3.0 1.56 X-CF725 3 5/16 1 0.145 1.56 3.0 1.56 For SI: 1 inch = 25.4 mm, I foot = 304.8 mm. (Spacings are based on the attachment of 2 -inch nominal thickness minimum 0.50 specific gravity wood sill plates to concrete floor slabs or footings. For lumber with a lower specific gravity multiply the required spacing of fasteners for shear wells by 0.81 for lumber with a lu ninuun specific gravity of 0.4? and Offs for lumber with a minimum specific gravity of 0.35. 2Spacings shown are independent of the number of building stories. 3AI1 walls shall have fasteners placed at 6 inches from ends of sill plates with maximum spacings between as shown above. 4This fastener is installed with a 0.059 -inch -thick, 0.780 -inch square steel washer with truncated comers. 5This fastener is installed with a 0.059 -inch -thick, 1.10 -inch square steel washer with rounded comers. 6FasteI ners indicated shall have two pins placed 6 inches and 10 inches respectively from each end of sill plates with maximum spacing between as shown above. - Environmental Healtl MAY - 71999 808' (NTS) �-- t� �,t. -- -- -- -- -- - -- -- -.� Chico, Califomia I C14 �. ' II \ EXISTING SEPTIC SYSTEM I I ' .. � EXISTRJG GRAVEL DRIVE I I / %NEW 4" m BUILDNrx `0 RAM TO BE INSTALLED PER COUNTY HEALTH DEPT ` \ \ (] RECUIRcEMENTS \ 55, EXISTING 1 'LOT P1:..,AN:` OUR= KELLY BRaw 3164 BELL ROAD BUTTE COUNTY ArPN- 042-01-18 CHICO,.CA. 95913 GENERAL- NOTES., 3164 BELL ROAD L CONSTRUCTION SMALL CONFORM TO THESE PLANS AND ALL. APPLICABLE: CODES` AND LOCAL. ORDINANCFS.INa.UDING THE f994 EDmoN OF THE UNIFORM BUILDING CODESPECIAL INSPECTIONS 2. STEEL BUILDING SPELL SMALL BE- DESIGNED BY OTHERS TO UBC, AND MBMA I. REQWRED SPECIAL. INSPECTIONS SMALL BE PERFORMED BY AN INDEPENDENT SPECIAL INSPECTOR PER SECTION 1`101 OF THE UBC AND BUTTECOUNTY STANDARD POLICY FOR THE FOLLOWING ITEMS= A. HIGH STRENGTH BOLTS 2. SPECIAL INSPECTOR APPLICATIONS MUST BE REVIEWED AND APPROVED BY BUTTE COUNTY BUILAMG DEPT. WOR TO THE ISSUANCE OF A PERMIT. CODE ANALYSIS PER 1994 U.S:C. OCCUPANCY GROUP: B (OFFICE) tU3 (AGRICULTURAL_ STORAGE) TYPE. OF CONSTRUCTION V N LOCATION ON PROPERI Y NORTH= 12' CLEAR TO PL BAST: 5601: CLEAR TO PL SOLITH:. 160' CLEAR TO PL ULESTi' 55' CLEAR TO EXISTING- RESIDENCE FLOOR- AREA: PROPOSED AREA 800' SQ FT. B' OCCUPANCY 1600 OF;, U3 OCCUPANCY TOTAL AREA a 2400 SQ FT: ALLOWABLE AREA - 8)000 SQ FT. FOR B OCCUPANCY 12,000' SQ FT. FOR U3 OCCUPANCY Hr=ud-i1`= PROPOSED' HE1S4T - 155't, ALLOWABLE. HEIGHT ■, 40'' mk1wf ' OF STORIES, PROPOSED : SINGLE- STORY ALLOWABLE 2 -STORIES OCCUPANT LOAD: 6: OCCUPANTS - M OFFICE- (1 PER 100' SF) 3 OCCUPANTS N STORAGE AT -1 PER 500 SR 9 TOTAL OCCUPANTS: EXITS: I EXIT REcuiRED FOR LESS THAN 20 OCCUPANTS 2 EXITS' PROVIDED INDEX, OF DRAWINGS C1 Al A2 A3 81 52 SITE PLAN. FLOOR PLAN EL.EVAT I ONS - SECTIONS -t DETAILS FOUNDATION PLAN. FOUNIDATIOW1DETAILS TSITE NORTYAL LKY' M m D- Nt'-' SVGTMW- H RECUIREMENTS. MANFACIURER SMALL PROVIDE SHOP DRAWINGS AND CAL- Revisions: CULATIONS.AS REaj[RED BY LOCAL BUILDING DEPAR?METIT. SHEET C1 - OF w MINIMUM M DESIGN LOADS. EJ T /ewl g -r-+ ROOF -LIVE LOAD= 20 PSF WITH DECREASES FOR AF&A *.* Polaris: Engineering &.. Surveying. Inc.- * * * * 49197- ROAD .426 * S181E r * WWiFW * CA 00 s� PROS- (559) 6422-4844 * FW (559) 642-4884 AS ALLOWED BY UBC,TABLE 23-r- NM 11 F naso)Sam WIND LOAD. 80 MPH / P 'B' JOB: °,°�18 SEISMIC ZONE 111 3: STEEL BUILDING SHALL BE FABRICATED (INCLUDING ALL WELDING) !lt M AN AI -4C CERTIFIED SHOP APPROVED BY THE LOCAL BUILDING DEPARTMENT' PER UBC Ii01.1. BUILDING MANUFACTURER SHALL SUBMIT CERTIFICATIONS AND OTHER W -OF t IATION AS REQUIRED FOR APPROVAL. BY BUILDING- DEPARTMENT. DDBUBMITI"ALS:� THEM ARE NO DEFERfiED SUBMITTALS ON THIS PROJECT I. REQWRED SPECIAL. INSPECTIONS SMALL BE PERFORMED BY AN INDEPENDENT SPECIAL INSPECTOR PER SECTION 1`101 OF THE UBC AND BUTTECOUNTY STANDARD POLICY FOR THE FOLLOWING ITEMS= A. HIGH STRENGTH BOLTS 2. SPECIAL INSPECTOR APPLICATIONS MUST BE REVIEWED AND APPROVED BY BUTTE COUNTY BUILAMG DEPT. WOR TO THE ISSUANCE OF A PERMIT. CODE ANALYSIS PER 1994 U.S:C. OCCUPANCY GROUP: B (OFFICE) tU3 (AGRICULTURAL_ STORAGE) TYPE. OF CONSTRUCTION V N LOCATION ON PROPERI Y NORTH= 12' CLEAR TO PL BAST: 5601: CLEAR TO PL SOLITH:. 160' CLEAR TO PL ULESTi' 55' CLEAR TO EXISTING- RESIDENCE FLOOR- AREA: PROPOSED AREA 800' SQ FT. B' OCCUPANCY 1600 OF;, U3 OCCUPANCY TOTAL AREA a 2400 SQ FT: ALLOWABLE AREA - 8)000 SQ FT. FOR B OCCUPANCY 12,000' SQ FT. FOR U3 OCCUPANCY Hr=ud-i1`= PROPOSED' HE1S4T - 155't, ALLOWABLE. HEIGHT ■, 40'' mk1wf ' OF STORIES, PROPOSED : SINGLE- STORY ALLOWABLE 2 -STORIES OCCUPANT LOAD: 6: OCCUPANTS - M OFFICE- (1 PER 100' SF) 3 OCCUPANTS N STORAGE AT -1 PER 500 SR 9 TOTAL OCCUPANTS: EXITS: I EXIT REcuiRED FOR LESS THAN 20 OCCUPANTS 2 EXITS' PROVIDED INDEX, OF DRAWINGS C1 Al A2 A3 81 52 SITE PLAN. FLOOR PLAN EL.EVAT I ONS - SECTIONS -t DETAILS FOUNDATION PLAN. FOUNIDATIOW1DETAILS TSITE NORTYAL LKY' M m D- Nt'-' SVGTMW- H TITS BUILDING:.FOR_KELLY BROUN BUTTE' co, CA- Revisions: SCALE: 11°060" SHEET C1 - OF w EJ T /ewl g -r-+ *.* Polaris: Engineering &.. Surveying. Inc.- * * * * 49197- ROAD .426 * S181E r * WWiFW * CA 00 s� PROS- (559) 6422-4844 * FW (559) 642-4884 NM 11 F naso)Sam JOB: °,°�18 Dk O " "' O 1Q: FLOOR PLAN: 3/32"'=11".01" KEY STANDARD WOOD FRAMED PARTITIONS WITH 2X4 STUDS - 16'• O.C. 0 BRACE= WALL. LINE PRE UBC -SECTION 2326• CONSTRUCTED AS NOTED BELOW. X EXTERIOR WALL WITH 2X4 STUDS • 16' O.C. EXTERIOR LATH AND OA PLASTER (3 COAT) AT OUTSIDE WITH 5/8" GWB NAILED 5d COOLER NAILS O l" Or_ ALL EDGES BLOCKED. SEE SECTION A/A2 INTERIOR PARTITION WITH 2X4 STUDS 0 16" O.C. WITH 5/8" GWB EACH © SIDE GWB NAILED 5d COOLER NAILS AT T' O.C. ALL EDGES BLOCKED. SOLE PLATE ATTACHED WITH HILTI SHOT PNS PER SECTICN C.181. DEMISNCs WALL BETWEEN STEEL BUILDNCs AND WOOD FRAMED © BUILDING CONSTRUCTED WITH 2X6 STUDS a 16. OAC. WITH 5/8' TYPE -X' 6&0 BOTH SIDES (I -HR F.R. CONSTRUCTION). (3il!$ NAILED 5d COOLER' NAILS A i" O.C: WITH ALL EDGES BLOCKED UP TO ROOF LEVEL OF WOOD FRAMED SECTION. SEE SECTION 5/A2. ivironmental Health MAY - 7 1999 Chico, Califomia O O I Ill.°e SS. GRAB' B.� 30" � z 3 3-O 0: CLR' Q 2. 1 DETAIL 8 NTS i O O� v O• n USE'HIGH WC' OR: PROVIDE SPECIAL SEAT TO. PROVIDE.. REQ'D HEIGHT ELEV. W2 BUILDING INTERIOR EXIT' DOOR' REG211R %)W4T& T L ALL EXIT DOORS SHALL. BE OPENABI.E FROM' THE` NSIDE WITHOUT THE. USE OF A KEY, SPECIAL KNOWLEDGE: OR EFFORT. 2. ALL. DOOR- HARDWARE SHALL BE SWLE-EFFORT, LEVER TYPE HARDWARE COW-ORMING WITH CCR 'Tn'LE'.24, PART 2, SEC 3304• HARDWARE SHALL BE: MOUNTED- BETWEMl30° AND 44" ABOVE FF. 3. THE BOTTOM 10" OF: ALL -DOORS SHALL. HAVE:'A- SMOOTH UNINTERRUPTED SURFACE-• TO ALLOW -TWE DOOR TO BE, OPENED BY A WHEELCHAIR FOOTRESTWITHOUTGATCHNG-OR,CREATING A. HAZARDOUS CONDITION:. 4. EXIT SIGNS SHALL BE: INSTALLED AT' ALL. EXIT DOORWAYS. SIGN SHALL CONFORM WITH-UBC-SECnON 1O13L .10 PAINT SG ENAMEL MIRROR (OPTIONAL) AINSGOT .00RING W/ 5" S.C. BASE ELEV. 01 NOTES WAINSCOAT MAY BE EITHER PLASTIC LAMINATE OR 2 -PART EPDXY PAINT FINISH WHERE ALLOWED BY LOCAL BUILDMCs DEPARTMENT. PAINT SG ENAMEL GWB CEILNG. 12" PANTED S.G.E. MAX TP DISP. WAINSCOT WAINSCOT 13 M m ;_- VINYL FLOORING - W/ 5" S.C. BASE ELEV.3 IE I QI MAXIMUM CH N ELEVATION AT C p _ THRESHOLD NO TO, EXCEED 112 Polaris Engineering & Surveying" Inc. 49191 RW 426 * SK T * OA GWM * Ck 93644 � R M( 559) 4614 642- * F& (5N) 642-4864 Sl 2'-0- \ DOOR LANDING AREA TO BE SMOOTH HARD SURFACE (CONCRETE 5'-O" MM OR A.C: PAVING) WITH MAXIMUM SLOPE 11 OF i/4' PER FOOT DETA L. ,4 NTS A11�iLJtJt -LOO rw7Z NORTH YA■ ■ 1rV' mLm.DMp,&TaTzmw TITLE:ILOWs. FOR KELLY BRCUrTi BUTTE CCzLp y; CA FLANPracc..umuDri Revisions: SCALE: 3/3Z ° ■ I' -O' SHEET 14 of sv.F Polaris Engineering & Surveying" Inc. 49191 RW 426 * SK T * OA GWM * Ck 93644 � R M( 559) 4614 642- * F& (5N) 642-4864 Sl No. 11" IHIRMgMIS LAW: �; M. gem TELEP"C E (e30 346-72M FAX ((1!30),/6•.45M" JOB: 99818 , » - - .;,..,,_.., J ,fTl i 41- p� i-rl Ec c t o a f ISO \IINP i + I 1 77- J40 1 i �J�t,•alJ\ TO -NC 55 .0 APPROVED Butte Coun-ty Environmental Health Date Signature C) I - MAR 2.8 1999 o Chico, Califomia 3164 808' (NTS) -1 --m CODE ANALYSIS PER 1994 U.B.C. Accordance w4h Recogl iced Go-Qd Practices and of a quality prescribed r the Sp6clfilod in fide OCCUPANCY GROUP: B (OFFICE) s U3 (AGRICULTURAL STORAGE) —i!` g a �" TYPE OF CONSTRI1CTION: Y N �3 ocGu�0y does row a 1 l c l )�kU iGf I r) 6J -jb be c4sed a7 V- cL _ LOCATION ON PROf°ERT1': ���, \\ NORTH: 12' CLEAR t0 PL leYhploY where al Prc t1, �g PWM ¢aid spbei'ti6a4io� R/'iCIS� EAST: 560't CLEAR TO PL a,a,e, i�Yt�Geef, fr ed e tie icji at ON times and it is uNl i t-; SOUTH: i6O' CLEAR TO PL Pe" - `d - mak© y changes or alterations on 90mm W009 WEST: 55' CLEAR TO EXISTING RESIPENCE pormis�ion from a Cep er` 4 FLOOR AREA: PROPOSED AREA 800 SQ FT. B OCCUPANCY \ N 0 - I I C" \ 1600 SF. U3 OCCUPANCY \ EXISTING SEPTIC SYSTEM i i PROPOSED \ TOTAL AREA ■ 2400 Sa FT. Bli1LpINCs� � \ ALLOWABLE AREA ■ 8p00 8Q FT. FOR B OCCUPANCY 12,000 Sa FT. FOR U3 OCCUPANCY EXISTING GRAVEL DRIVE I I\ \ .. I 1 J --�--------------- Co n l�\ HEIGHT PROPOSED HEIGHT 155't ALLOWABLE HEIGHT ■ 40' NEW 4"0 BUILDING - \ \ RAIN TO BE INSTALLED NUMBER OF STORIES: \ ` p PER COUNTY TY / HEALTH DEPT _ \ PROPOSED : SINGLE STORY \ X f,L J "A"', ALLOWB ALE : 2 -STORIES \ \ >��N Cj '. \ p TITLE: 13UILDiNG FOR KELLY BROUJN BUTTECO„ CA. SITE PLAN Revisions: SCALE: 1"■60' SHEET A „ , � '��POF��+'" \ Fl� �AC�C'�/UIIN/DT -cIDu� C 11x88/99518/�MOOk * � * Polaris Engineering & Surveying. Inc. 49197 ROAD 426 * SHITE 'E' * OAKH W * CA. 93644 0 PHONE (559) 6424M * FAX (559) 642-4864 y N0. 11 TIME SW- EVENS LANE CNICO. CA. 0.5973 TEUPHC(530) 345-7295 FAX (5M) 34e-5045 SOB:° � %4 ���L 99518 r \ \ GENERAL NOTES _ OCCUPANT LOAD: 6 OCCUPANTS IN OFFICE (I PER 100 SF) / 3 OCCUPANTS IN STORACsE At 1 PER 500 SF. 9 TOTAL OCCUPANTS EXITS: TI44CAL, M ANiCAL, AND PLUW� 2 EXIIT PRO DED T REQUISSID R LESS THAN 20 OCCUPANTS ( TRUCTEON (NOT PLAN CHECKED ) \ EXISTING ALL COMPLY CUR Et'�BT' ON \ OL/UIELL 00 Nft ANO UPC. BUILDING TO COMPLY TO -- -- -- -- -- -- -- -- -- -- -- -- — 80e' (NTS) HANDICAPPED REGULATIONS PLOT PLAN: l: 1 '' = 60' BUTTE COUNTY APx 042-01-18 3164 BELL ROAD L CONSTRUCTION SHALL CONFORM TO THESE PLANS AND ALL APPLICABLE CODES AND LOCAL ORDINANCES INCLUDING THE IS94 EDITION OF THE UNIFOW BUILDING CODE. 2. STEEL BUILDING SHELL SHALL BE DESIGNED BY OTHERS TO UBC AND MSMA REQUIREMENTS. MANUFACTURER SHALL PROVIDE SHOP DRAWINGS AND CAL- CULATIONS AS REQUIRED BY LOCAL BUILDING DEPARTMENT. MINIMUM DESIGN LOADS: ROOF LIVE LOAD: 20 PSF WITH DECREASES FOR AtEA AS ALLOWED BY UBC TABLE 23-C. WIND LOAD: 80 MPH / EXPOSURE 'B' SEISMIC ZONE III 3. STEEL BUILDING SHALL BE FABRICATED (INCLUDING ALL WELDING) IN AN RISC CERTIFIED SHOP APPROVED BY THE LOCAL BUILDING DEPARTMENT PER UBC 1101.1. BUILDING MANUFACTURER SHALL ? SUBMIT CERTIFICATIONS AND OTHER INFORMATION AS REQUIRED FOR APPROVAL BY BUILDING DEPARTMENT. DEAD SUBMITTALS THERE ARE NO DEFERRED SUBMITTALS ON THIS PROJECT SPECIAL INSPECTIONS: OUJNER: KELLY BROWN 3164 BELL ROAD CHICO, CA 9x913 I. REQUIRED SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT SPECIAL INSPECTOR PER SECTION 1101 OF THE UBC AND BUTTE COUNTY STANDARD POLICY FOR THE FOLLOWING ITEMS: A HIGH STRENGTH BOLTS 2. SPECIAL INSPECTOR APPLICATIONS MUST BE REVIEWED AND APPROVED BY BUTTE COUNTY BUILDING DEPT. PRIOR TO THE ISSUANCE OF A PERMIT. INDEX OF DRAWINGS C1 SITE PLAN , Al FLOOR PLAN A2 ELEVATIONS A3 SECTIONS 4 DETAILS 81 FOUNDATION PLAN 82 FOUNDATION -DETAILS ti Qv 11 32934 KP. 6/30/02 CIVIL or CAL\j Q-�xj oV77.LR _ INIY_ 1 I!�i NORTIi VALLEY SUI;1.Da1a eYATlYe TITLE: 13UILDiNG FOR KELLY BROUJN BUTTECO„ CA. SITE PLAN Revisions: SCALE: 1"■60' SHEET A „ , � '��POF��+'" Fl� �AC�C'�/UIIN/DT -cIDu� C 11x88/99518/�MOOk * � * Polaris Engineering & Surveying. Inc. 49197 ROAD 426 * SHITE 'E' * OAKH W * CA. 93644 0 PHONE (559) 6424M * FAX (559) 642-4864 y N0. 11 TIME SW- EVENS LANE CNICO. CA. 0.5973 TEUPHC(530) 345-7295 FAX (5M) 34e-5045 SOB:° � %4 ���L 99518 r Vg. 79-0,S-79 � M o-© a. FLOOR PLAN: J KEY STANDARD WOOD FRAMED PARTITIONS WITH 2X4 STUDS o 16" O.G. OBRACE WALL LINE PRE UBC SECTION 2326 CONSTRUCTED AS NOTED BELOW. X EXTERIOR WALL WITH 2X4 STUDS O 16" O.C. EXTERIOR LATH AND ® PLASTER (3 COAT) AT OUTSIDE WITH 5/8" GWS NAILED 5d COOLER NAILS 0 1" O.G. ALL EDGES BLOCKED. SEE SECTION A/A2 INTERIOR PARTITION WITH 2X4 STUDS A 16" OZ. WITH 5/8" GIIB EACH © SIDE. GWB NAILED 5d COOLER NAILS AT T O.C. ALL EDGES BLOCKED. SOLE PLATE ATTACHED WITH WILTI SHOT PMS PER SECTION C/61 DEMISING WALL BETWEEN STEEL BUILDING AND WOOD FRAMED © BUILDING CONSTRUCTED WITH 2X6 STUDS A 16" O.G. WITH 5/8" TYPE -X - - GW8 BOTH SIDES (I -HR F.R. CONSTRUCTION). GWB NAILED 5d COOLER NAILS o 1" O.C. WITH ALL EDGES BLOCKED UP TO ROOF LEVEL OF WOOD FRAMED SECTION. SEE SECTION B/A2. 0 1 1/2"4 SS GRAB B, 3obe � z � F 30",0 CLR 2 • 1 \ �a O 3: A O / PAINT SG ENAMEL i MIRROR (OPTIONAL) - WAINSCOT i0l \VINYL FLOORING W/ 5" S.C. BASE DETAIL 8 ELEV. Nth= NTS �, WAINSCOAT MAY BE EITHER PLASTIC LAMINATE OR 2 -PART EPDXY PAINT FINISH WHERE ALLOWED BY LOCAL BUILDING DEPARTMENT. PAINT SG ENAMEL 33" Cs1UB CEILING 12" PAINTED SCs.E. MAX TP D ISP. WAINSCOT !i WAINSCOT O CA O VINYL FLOORING W/ 5" S.C. BASE USE HIGH WC OR PROVIDE SPECIAL SEAT TO � �7�1 PROVIDE REQ'D HEIGHT �d L t --V. I'd I= -Y. EXIT DOOR REWIRIIENTS L ALL EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY, SPECIAL KNOWLEDGE OR EFFORT. 2. ALL DOOR HARDWARE SHALL BE SINGLE -EFFORT, LEVER TYPE HARDWARE CONFORMING WITH CCR TITLE 24, PART 2, SEC 3304 HARDWARE SHALL BE MOUNTED BETWEEN 30" AND 44" ABOVE FF. 3. THE BOTTOM 10" OF ALL DOORS SHALL HAVE A SMOOTH UNINTERRUPTED SURFACE TO ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOTREST WITHOUT CATCHING OR CREATING A HAZARDOUS CONDITION. 4. EXIT SIGNS SHALL BE INSTALLED AT ALL EXIT DOORWAYS. SIGN SHALL CONFORM WITH UBC SECTION 1013.1. BUILDING INTERIOR .L � Q< i MIRROR (OPTIONAL) - WAINSCOT i0l \VINYL FLOORING W/ 5" S.C. BASE DETAIL 8 ELEV. Nth= NTS �, WAINSCOAT MAY BE EITHER PLASTIC LAMINATE OR 2 -PART EPDXY PAINT FINISH WHERE ALLOWED BY LOCAL BUILDING DEPARTMENT. PAINT SG ENAMEL 33" Cs1UB CEILING 12" PAINTED SCs.E. MAX TP D ISP. WAINSCOT !i WAINSCOT O CA O VINYL FLOORING W/ 5" S.C. BASE USE HIGH WC OR PROVIDE SPECIAL SEAT TO � �7�1 PROVIDE REQ'D HEIGHT �d L t --V. I'd I= -Y. EXIT DOOR REWIRIIENTS L ALL EXIT DOORS SHALL BE OPENABLE FROM THE INSIDE WITHOUT THE USE OF A KEY, SPECIAL KNOWLEDGE OR EFFORT. 2. ALL DOOR HARDWARE SHALL BE SINGLE -EFFORT, LEVER TYPE HARDWARE CONFORMING WITH CCR TITLE 24, PART 2, SEC 3304 HARDWARE SHALL BE MOUNTED BETWEEN 30" AND 44" ABOVE FF. 3. THE BOTTOM 10" OF ALL DOORS SHALL HAVE A SMOOTH UNINTERRUPTED SURFACE TO ALLOW THE DOOR TO BE OPENED BY A WHEELCHAIR FOOTREST WITHOUT CATCHING OR CREATING A HAZARDOUS CONDITION. 4. EXIT SIGNS SHALL BE INSTALLED AT ALL EXIT DOORWAYS. SIGN SHALL CONFORM WITH UBC SECTION 1013.1. BUILDING INTERIOR IEC � Q< MAXIMUM CH - = a O IN ELEVATION AT I �4 THRESHOLD NO TO EXCEED I/2"L Al � f 2'-0. \DOOR LANDING AREA TO BE Revisions: SMOOTH HARD SURFACE (CONCRETE 5'-0" MIN OR A.G. PAVING) WITH MAXIMUM SLOPE Q JAC 0-mm;>T/ NN I .4 A OF 1/4" PER FOOT DETAIL �4 NTS Al .T7:7 ev77lft IV -1-m I a. VALLEY SlALDWO SYSTEM TITLE: BUILDING FOR KELLY 151ROM BUTTE COUNTTYY, CA -�.00iZ 1-�,41�1 Revisions: SCALE.Vr 3/32"ol'-O" �"## SHEET UfV e! Q JAC 0-mm;>T/ NN I .4 A Polaris Engineering & Surveying, InNORTH * 9 49197 ROAD 426 * Wl ONST c3.644 (559) 642-4844 {r FAX 4884 (559) 642 - s Na 11 MtEE SEVENS LANE alcor cw 95mPHONE MM4lI%IE: (5M) 345-7296 me (Isco) 34e-aae JOB: SHADOWALL PREFINISHED STEEL SIDING BY BUTLER A.G. COMP SHINGLES OVER lAro" WOOD PANELS II" I� CONTIUNUOUS GUTTER FIELD LOCATE DS BUTLERIB STEEL ROOFING WITH ZN-AL FINISH A.C. COMP SHINGLES OVER 1/I6" WOOD PANELS �? SHADOWALL PREFINISHED I Ililt " = u STEEL SIDING BY BUTLER i `�.: ' t �� ` • 0 .. � :. . � j � � CONTMUOUS GUTTER Ii :FF. WEEP SCREED 3 -COAT 81UCG0 b" GLEAN BETWEEN WEST ELEVATION ON "'°'L SOUTH ELEVATION CLEAR BETWEEN 3 -GOAT sTUGco E EARTH AND ALL EARTH AND ALL ON WWL WOOD FRAMING WOOD FRAMING EAST ELEVATiON WOOD FRAMING NOTES I. All framing shell be Douglas Fir (North) as follows: a. Studs, cripples and miscellaneous vertical framing shall be stud grade or better. b. Joists and rafters shall be No. 2 or better. a Headers and beams shall be No. I or better. 2. All plywood shall be Douglas Fir of the grade, index and thick- ness epeclfled. Plywood shall be manufactured and Installed according to APA Specifications and Requirements. 3, Holes for bolts shall be the bolt diameter plus IAA. 4. All bolts, threaded rod and lag screws shall be tightened on installation and retightened before closing in or upon com- pletion or the Job. 5. All bolts, lag screws and threaded rod shall be provided with washers where the nut or head bears on the wood. Washers shall have a minimum dimension of at least two times the diameter of the bolt. 6. Anchor bolts shall be provided at a maximum spacing of six feet or as shown on the plans. Each section of mudplate shell have at least two bolts with one bolt not more than 2" from each end. ilii♦ �t Dc L'h A& rrsa.•+ Provide approved JaaaWng t& WL OXMM opwAngs, VpimL NORT44 ELEVATiON 1. The minimum size of anchor bolts shall be 1R" diameter by 10" long. The minimum embedment shell be -1" Into the concrete and no anchor bolt shall be located closer than 2" from the edge of the concrete. All bolts shall conform with ASTM Standard A-301. 8. All malls for structural work shell be common wire nails as Indicated on the plans or IGBO approved mechanically driven fasteners of equivalent holding strength Nall size and spacing shell be as required by UBC Table 25 0 and as specified on those plans. S. All horizontal wood framing shim( bear on beams, plates or ledgers with a nominal width or at least two Inches or be supported by sheet metal connoctoro as manufactured by Simpson or equal. 10. All connections between wood members not specifically detailed hereon shell be nailed with the minlumum mailing specified In UBC Table 25-0. F'RE] ABRIGA'1ED TMM MOTES I5 UC.= NOTES 2SC)(40 I. Prefabricated roof trusses shall be designed to support the I- Stucco (exterior lath and pLater) shall be applied 1n following loads: accordance with Section of the UBC. Application, shall be in three coats over metal lath or wire fabric Dead Load - 10 par Top chord Wight Roof Covering) and two coats when applied to masonry or concrete. Total 5 par Bottom Chord thickness shall not be lees than 1/0". >a Live Load ■ 20 per (No Snow) 2. Where stud wall ,loins to a slab at grade, stucco shall be applied to cover, but not extend below lath and paper. Wind Load (Net Uplift after deducting dead loads) Provide flashing or weep screed at such Jolmts. Revisions: 121 It 65 0 3._ �U Z J� O } LU aU c c5�, in 4 0'.0[ .4 c 3" � � N t1.t � V7 6 a^i a� Uplift - 10 par UP 2. Trues manufacturer shall design gable -end trusses, outlookere F hip, ,lack and girder trusses as shown on roof framing plan. SCALE: Trusses shall be designed to support all gable -end overhangs where shown. 3. Trues manufacturer shell design all truce -to -trues connections FESS/ JOB: except where such oomthese ectione are shown on plane. QiC �Hq 99�Ia3 4. Trues manufacturer shall submit calculations and shop drawings Q" CR y RLE: JAG caww;w T/ showing all. trusses and truce -to -trues connections to the engineer 0 Nv56/5S51&/ prior to fabrication. Engineer shall review; approve and forward Z BIGF-A2DUXa shop drawings to the local building department. Approval by local y�j '7 ,r SHEET building department "il'be obtained prior to fabrication. K 34 '00mA - �6/ 0/02 f. or 0 ATTIC VENTILATION: REQUIRED AREA FOR SOFFIT VENTING ONLY: A - 20' X 40' / 150 - 533 SQ F.T. PROVIDED VENTILATION: SOFFIT VENT - 0.161' X 80 LF - 13.4 SQ FT. 2X4 BLOCKING OMITTED • 6' O.G. • 02V X 1.83' X 80LF / 6 • 1.1 SQ FT. 2X FRIEZE BLOCKING OMIT m 6' O.G. FORS ATTIC VENTILATION 2" CONTINOUS SCREENED SOFFIT VENT STUCCO SOFEI -1/8" 3 -GOAT STUCCO ON WELDED WIRE LATH 2X4 STUDS m 16" O.C. (TYP GI WEEP SCREED %I# R-30 NSULATI (OPTIONAL) 1/I6" GDX (24/0) ROOF SHEATHING NAILED 8D A 6" O.G. EDGE AND 6d m 12" O.G. AT INTERMEDIATE SUPTS. PREFABRICATED ROOF TRUSSES m 24" O.G. 5/8" GWB CEILING 2x4 TOP PLATE FASTENED PER UBC TABLE 25-G ATTACH INTERIO1 WALLS TO TRUSS 4X6 HEADER WITH SIMPSN STC AT 48" O.C_ 2X4 STUDS m 16" O.G. UNCONDITIONED SPACE 5/8" GW5 NAILED 50 COOLER NAILS m 1" O.G. BOTH SIDES 5/8" GWB NAILED 5d / COOLER NAILS 's 1" O.C. 31/2" 1R-13) INSULATION C 4" CONC. SLAB SI W/ 6 /6 /10/10 WU M MAINTAIN 6" SEPARATION BETWEEN EARTH AND ALL WOOD G SZ 4" MINIMUM GRAVEL AND MOISTURE PROTECTION AS REQUIRED SECTION NTS fi3 STANDARD BUTLER \ GABLE TRIM \y, BUTLER PREFNISHED STEEL SIDING OVER 5/8" TYPE -X GWB FLASH t GOUNTERFLASH \ = COMP SHNGLES \y OVER Pw ROOF PREFABRICATED ROOF TRUSSES m 24" O.C. - 2X BLOCKING BETWEEN TRUSS BOTTOM CHORDS IN LINE WITH INTERIOR BRACE WALLS NOTE: WOOD FRAMED PORTION OF THIS 15UiILDNG 18 INTENDED B✓ TLM TO BE CONVENTIONAL CONSTRUCTION PER "CONVENTIONAL. LIG44T FRAMED CONSTRUCTION PROVISIONS°, SECTION 2236.r -.I_�.' OF THE 1994 uac. _ NORTH vwUJLrY ALULDWO SYSTEMS Na 11 1HREE SEVERS LANE aaco, CA. 959" 7EU32110NE: (830) 546-7M FAX (630) 346.1,646 II I) �II II II I COMMON TRUSS NAILED TO STUDS THROUGH WITH 3 -I&D AT EA STUD TOP AND BOTTOM CHORDS EL ROOFING BUTLER STEEL Z-F'URLIN AT 5't O.G. BY BUTLER 2 - 12"0 M.B. m 2 Irl" C TO C EACH %RLIN TO DBL 2X6 TOP PLATE DOUBLE 2X6 TOP PLATE 2X(p STUDS m 16" O.C. rc-�c cswo ov-i r CONTINUOUS FR, TO STEEL ROOF H SIDES. NAIL )LER NAILS m 1" OPTIONAL R-19 INSULATION I � l SECTION NTS ,43 IBUTTE COUNTY, CA. SECTIONS 4 DETAILS Polaris Engineering & Surveying, Inc. 49197 ROAD 426 * SM 'C * OAKHURST * CA 93644 �A�l7f'ii PHONE (559)642-W * FAX (559)642-M NVB6/9WI8/ > �` � 616F=A3DUXa ./ L' 0@ O O 60'-2" OUT TO OUT OF CONCRETE L. 20'-0" 40'-0" BUTLER BUILDING 1 2" SITE BUILT BUILDING 20'-0" 20'-0" 10 e- 12'-0" 4'-0" 5'-O" 12'-O" TYPICAL O ALL CORNERS C O THICKENED SLAB FOR CONVENTIONAL BRACE WALL 3 3/4„ I 8 1/4” I T+1 TYP — _ — — — — — — � I (CRACK CONTROL - I I JOINTS \ 4" CONCRETE SLAB - - - WITH 6/6110/10 uALM 1�` OVER 2"1 GRAVEL BASE - I- - •- •- -+- -�-- -- - - I I - --r-- -.:TI:� ��:-� : = -- - =+- - : is I I S� I I ---------� I 4 X 10' HAIRPIN I YPICAL WHERE SHOWN -, TYP , ti 1=01 NC)IAT I ON PLAN: 3/3211=11-011 GENERAL NOTES: I. Construction shall conform to these plane and all applicable codes and local ordinances including the 1994 Edition of the Uniform Building Code. 2. Steel building shell shall be designed by others to UBC and MBMA requirements. Manufacturer 6l, -all provide shop drawings and cal- culatione as required by local building department. 3. Contractor ehali verlfy all anchor bolt eizee, anchor bolt locations and dimensions with plans by building manufacturer prior to construction. 4. Steel building foundation design le based on information provided by Butler Manufacturing Company for Job No. D9S-045559. 5. These plans are for the construction of the foundation for the pre- engineered steel building as allowed by UBC Section 2326.2, "Design or Portions". The wood -framed extension of the building Is to be deetgned by others In conformance with UBC Section 2326. The foundations for that portion of the building shown on these plane meet all USG requirements for Bingle -story conventional construction. ANCHOR BOLTS AS REQ'D BY BUILDING MANUFACTURER 0 0 r FRAME/POST BASE POURED WITH FOOTING dor �• . ' e4 HAIRPIN AS SHOWN ON FOUNDATION PLAN CONCRETE NOTES: 1. Concrete shall be a commerclally avallable transit- mix properly proportioned and delivered to the site in ready -mix trucks. Aggregate size shall be a maximum of 1-1/2" In Foundations and 3/4" at all other locations. Slump shell not exceed 4". Curing compound shall be sprayed on all exposed surfaces Immedlately after final trowelling. 2. All cement shall conform to ASTM Standard C-150. All aggregates shell conform to ASTM Standard C-33. All reinforcing bare shall conform to ASTM Standard A-615 as follows: 03 - 04 Bare and ULM - Grade 40 5 Bare and Larger - Grade 60 All rebar to be welded shall be ASTM A-10ro steel. Preheat all bars 01 and larger per AUS dl4-92.- Preheat not required for bar eizee '6 and ema I ler. 3. Concrete used For foundations and slabs on grade shall have a minimum 28 -day compressive strength of 2500 pal. and shall not contain less than 5 I/! sacks of cement per cubic yard. 4. Splices In continuous reinforcement shall lap as noted on the plana or as follows: Grade 40 Reinforcing Bars: Minimum of 32 bar diameters. Grade 60 Reinforcing Bare: Minimum of 48 bar diameters. Wire Mesh: 12" or 2 -wire spaces, whichever Is greater. 5. Unless shown otherwise, the minimum concrete cover for reinforcing shall be 2" except when concrete le to be placed directly against earth where it shall be 3" 6. All anchor bolts shall conform with ASTM A-301. CONSTRUCTION TOP BAR TIED TO JOINT BEND AS SHOWN ::ATE ONE BAR— W1 i HIN 6" OF EA. A.B. OPTION N OPTION 01 SLAB AND PERIMETER FOOTING SLAB AND PERIMETER FOOTING POURED MONOLITHICALLY. POURED SEPARATELY. Q�pF E CONTRACTOR MAY CHOOSE EITHER OPTION FOR CONSTRUCTION OF 51LI LDMG PERIMETER FOOTINGS ti DETAIL �4 a NTS CJ 1 2e 6 HILTI 0.1454 X 3" POWER DRIVEN NAIL (5/16" HEAD)\ At 18" OjC. PER ICBG REPORT NO. 1290 2X4 P.T. PLATE \ \ !R L.' C A1- I CONVENTIONAL WOOD FRAMED INTERIOR BRACE WALL PER UBC SEC. 2326 4" CONCRETE SLAB WITH 6/6/10/10 WWM SLAB POURED ON TOP �L� CONSTRUCTION R P JOINTTHICKEN SLAB UNDE OF FOOLING WITH CONST. _ JOINT BOTTOM SLAB CRACK CONTROL JOINT INTERIOR BRACE WALL - DETAIL S DETAIL �C NTS GJ' 1 NTS S 1 EARTH Revisions: ;ADD BRACE WALL FTM - sFr U91 3/32"o l' -O" JOB: 99318 FiLE: JAC C:AUN/DT/ NvIsaraw16/ 5I6F-SLDIIYa SHEET �'' C([ /k0/ � " O Z" -v M i...- • 3/4" 4, ANCHOR BOLTS WHERE REQUIRED. PROVIDE 10" MINIMUM EMBEDMENT 4" CONCRETE SLAB WITH 6/6/10/10 WU11 2"1 CLEAN GRAVEL I�� REINFORCING �- - PER TABLE UNDISTURBED EARTH SEE SECTION A/61 FOR CONSTRUCTION JOINT DETAILS DETAIL B D TOP REINF BOTTOM REINF A 12" 12" 04 CONT. 04 CONT. B IZ" 1'-6" 1 04 CONT. 04 CONT. SECTIONS r4 I=3 NTS S2 — CONVENTIONAL WOOD FRAMED WALL BY OTHERS TO CONFORM WITH UBC SECTION 2326 MAINTAIN MNIMUM OF 6" CLEAR L111 //2,14- ANCHOR BOLTS BETWEEN EARTH AT 6'-0" (MAX) O.C. AND ALL WOOD 4" CONCRETE SLAB FRAMING /WITH 6/6/10/10 WLLM It—X—X— --X--- 2"t CLEAN GRAVEL • V ---11 1= I I is -i I I —I 11 U —ti4 CONT TOP AND BOTTOM uNDISTURBED EARTH a SEE SECTION A/81 FOR CONSTRUCTION JOINT DETAILS SE GT i Oil C NTS FOS 2 BUTLER SL 1/2"m X 6 1/2" REDHEAD ANCHORS a 49" OAC. 2X4 P.T. PLATE �x -�—X 3 1/4" CONVENTIONAL WOOD FRAMED WALL BY OTHERS TO CONFORM WITH UBC SECTION 2326 4" CONCRETE SLAB / WITH 6/6/10/10 WWM ,—;A =1 1 1=�--- ' \211t CLEAN GRAVEL _ I— I- 04 GONTNUOUS ! I=)-41 (� TOP AND BOTTOM UNDISTURBED EARTH SECT ION_ NTS S2 ANCHOR BOLTS WHERE O WHERE REQUIRED. PROVIDE 10" MINIMUM EMBEDMENT 2.. 0 4 HAIRPIN WHERE SHOWN /r-ON5T, JOINT 4" CONCRETE SLAB /WITH 6/6/10/10 WWM CONCRETE SLAB CONSTRUCTION L Concrete slab as shown on the plans Is the minimum thickness and reinforcing required for stability of steel building and is adequate for normal commercial use including pneumatic tired vehicular traffic. If heavy loading from stored materials, radk,, forklifts or stationary equipment Is anticipated, the engineer should be notified and slab thickness and reinforcing may be adjusted. 2. Gravel or sand base shown Is to provide structural base for slab only. No provisions for preventing groundwater infiltration or dampness of the blab are Included- If building use will be such that slab must be dry at -all time*, damp -proofing with pea gravel base, vlbqueen and 2" band topping Is recommended. 3. Crack control Jointing shown may be altered at the contractor's option provided the joints are spaced at approximately 25' intervals in both directions. The maximum spacing shall in no case exceed 30'. 4. Crack control ,Joints may be construction jolntb between separate concrete pours, made by embedding an approved insert such as Zip -S or Kay-Kold In the concrete or by eawcutting the concrete as soon as practicable after placing. 5. Sawcut control ,Joints should have a depth of 1/4 the total thidveeas of the slab. Care must be exercised so as not to cut reinforcing. 6. Unless specified otherwise, reinforcing shall be continuous through the Joints. 1. If welded wire mesh Is used as slab reinforcing, mesh shall be laid with long direction as Indicated by arrows on plan. Mesh joints shall lap two wire spaces, but not less than 12". n e EACH CONT. 04 REINFORCING\ 32" BAR �r • . II CONTINUOUS REINFORCI IN PERIMETER FOOTING (I ANCHOR BOLTSLOCATED y I INSIDE OF REINFORCING I 19 I !_! ! I=i 46-001011 i I- I7 T�4i!_ 17 21= CLEAN GRAvEL L4 t*� NTS cJ2 4 != ',_1-!!-1 I !:__I '- = i I ! 04 X 22" ®12" OZ 3-"4 X 36" TOP AND 50 TT UNDISTURBED EARTH 2'-4" SECTiON � NTS Revisions: ADD BRACE mei i rnv _ wrr i iso r crvl� 0�2` NOTED SOIL NOTES: ' 7F CpL\E JOB: I. Foundation design Ib based on: SW18 Soil Bearing Capaclty: 1000 per nLE: JAc c:/IUM/DT/ NVB9/9wia/ 2. All footings except where noted otherwise on plane shall be bet at BWF-62DWG least 12" into undisturbed earth or certified compacted fill. SHEET 3. Any unusual soil conditions such as organic bolls, clay pockets or uncertified fills shall be brought to the attention of the` k�gineei �� prior to construction. ®gg r:i f r U C lu N LL W �1 iE z r crvl� 0�2` NOTED SOIL NOTES: ' 7F CpL\E JOB: I. Foundation design Ib based on: SW18 Soil Bearing Capaclty: 1000 per nLE: JAc c:/IUM/DT/ NVB9/9wia/ 2. All footings except where noted otherwise on plane shall be bet at BWF-62DWG least 12" into undisturbed earth or certified compacted fill. SHEET 3. Any unusual soil conditions such as organic bolls, clay pockets or uncertified fills shall be brought to the attention of the` k�gineei �� prior to construction. ®gg r:i f r f., KEY PLAN ShadosalP' Wall System - Panel PANEL DESIGN DATA SPECIFIC ERECTI❑N DRAWING LIST THE DRAWINGS LISTED BELOW HAVE BEEN CREATED BY COMPUTER SPECIFICALLY FOR YOUR ORDER TO ASSIST YOU IN PUTTING UP YOUR BUILDING. THESE SPECIFIC ERECTION DRAWINGS ARE THE SAME SIZE AS THIS SHEET AND CAN BE IDENTIFIED INDIVIDUALLY FROM THE TITLES AND DRAWING SEQUENCE NUMBERS THAT APPEAR IN THE LOVER RIGHT HAND CORNER OF EACH DRAWING. DRAWING TITLE- AG FILE NIL DATE ROOF I02/16/83 SECONDARY STRUCTURALDRAWING "BER- REVISION FRAMING PLAN D 83-1234566--05L 02 I TITLE L DRAWING 6 GA. Stee J SEQUENCE THE YEAR DURING WHICH YOUR ORDER WAS ENTERED NUMBER THE BUTLER ORDER NUMBER 0A781 ?+ REVISION FOITHE 1 <M) ((• n REVISED, 00 APPEARS HERE. 3K 8 GA. Steel 0.0140 14� 11 0 O, 0.03288 0M070 1. 0.02710 0.02270 ' 1 T i � P 1 a 4i'<t • o. , ( o ! u ( � + Q N a s o wiu - W CHECK[ KEY PLAN ShadosalP' Wall System - Panel PANEL DESIGN DATA SPECIFIC ERECTI❑N DRAWING LIST THE DRAWINGS LISTED BELOW HAVE BEEN CREATED BY COMPUTER SPECIFICALLY FOR YOUR ORDER TO ASSIST YOU IN PUTTING UP YOUR BUILDING. THESE SPECIFIC ERECTION DRAWINGS ARE THE SAME SIZE AS THIS SHEET AND CAN BE IDENTIFIED INDIVIDUALLY FROM THE TITLES AND DRAWING SEQUENCE NUMBERS THAT APPEAR IN THE LOVER RIGHT HAND CORNER OF EACH DRAWING. DRAWING TITLE- AG FILE NIL DATE ROOF I02/16/83 SECONDARY STRUCTURALDRAWING "BER- REVISION FRAMING PLAN D 83-1234566--05L 02 I TITLE L DRAWING 6 GA. Stee J SEQUENCE THE YEAR DURING WHICH YOUR ORDER WAS ENTERED NUMBER THE BUTLER ORDER NUMBER 0A781 OF YOUR ORDER REVISION FOITHE 1 <M) THE DRAWING HAS NEVER BEEN t (M) REVISED, 00 APPEARS HERE. D99-045559-00 COVER DRAWING - D99-045559-01 SPECIFIC ANCHOR*] D99-045559-OIA SPECIFIC REACTIOP D99-045559-OIB ANCHOR BOLT BETA D99-045559-02 CROSS SECTION ER D99 -045559-02A CROSS SECTION ER D99-045559-028 CROSS SECTION ER D99-045559-02C•CROSS SECTION ER D99 -045559-02D CROSS SECTION ER D99-045559-03 WIND BRACING BRA D99 -045559-03A WIND BRACING DET D99-045559-04 ROOF SECONDARY D99 -045559-04A ROOF SECONDARY D99-045559-05 WALL SECONDARY D99 -045559-05A WALL SECONDARY D99 -045559-05B DOOR DETAIL ORAN. D99 -045559-05C WALL SECONDARY D99-045559-OSD WALL SECONDARY DRAWING - SHEET I /ING - SHEET 2 EET - SHEET 3 N DRAWING - SHEET I N DRAWING - SHEET 2 N BRAVING DETAIL SHEET - SHEET 3 N PART DRAWING SHEET - SHEET 4 N PART DRAWING SHEET - SHEET 5 - SHEET I HEET - SHEET 2 'URAL FRAMING PLAN - SHEET 1 'URAL DETAIL SHEET - SHEET 2 (URAL ELEVATION - SHEET I (URAL ELEVATION - SHEET 2 SHEET 3 (URAL ELEVATION DETAIL SHEET - SHEET 4 (URAL ELEVATION DETAIL SHEET - SHEET 5 SUPPLEMENTING THE SPECIFIC ERECTION DRAWINGS LISTED ARE SEVERAL GENERAL ERECTION DRAWINGS CALLED PLANOGRAPHS•. SEE THE DRAWING MANIFEST FOR A COMPLETE LIST OF THESE DRAWINGS. Colutated sectional properties for ShdBowall wait panel materials use the 1986 edition of AISI design manual. It 1s important to note that the design data reflects the allowable values of the panel *lone. tslde race ^_ —+ 7/16' `� Ir f 1r f 12• 36- Section Through Panel Section Properties for One Foot of Width Pane( Material Design hick in E Omso Fy (Nsi) Weight (e/SaftJ Carrpresilan cn Outside conpnssbn on Inside SK nn3) 1 (M) Ss (n3) on Inside 6 GA. Stee 00170 29500 50 1.140 0A781 0.4397 0.0340 0.03469 FIELD WORK SUMMARY ROOF SECONDARY FW0019 FIELD LOCATE HOLES IN PURLINS/GIRTS FOR CONTINUOUS PURLIN/GIRT (2) TWO BAY BUILDING STRUT CONNECTION. WALL SECONDARY. FW0006 FIELD LOCATE HOLES 1N CAVE STRUT FOR DOOR POST CONNECTION. FW0040 FIELD CUT AND LOCATE HOLES IN DOOR POST. FW0072 FIELD WORK GIRT CHANNEL AT DOOR POST. COVER DRAWING NOTES STANDARD NOTES, CD0001 ATTACH PATENT PLATE 007849 TO THE WEB OF AN INTERMEDIATE FRAME COLUMN AT EYE LEVEL. CD0002 PARTS SHOWN MAY BE UPGRADED DUE TO STANDARDIZED FABRICATION. REFER TO THE SHIPPING MANIFEST FOR POSSIBLE SUBSTITUTIONS. CD0011 HIGH STRENGTH BOLTING, ---------------------- ALL HIGH STRENGTH BOLTS ARE A -325-T WITH HEAVY HEX NUTS AND ARE TO BE INSTALLED USING THE TURN -OF -THE -NUT' METHOD SPECIFIED 1N THE NINTH EDITION OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS' PER SECTION 8 D (1). A-325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE TURN -OF -THE -NUT' METHOD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO ASSURE PROPER TIGHTNESS. SEE INSTALLATION OF A-3257 BOLT DRAWING B-1080268 (GROUP 78-052-01). CDO013 IF THESE DRAWINGS ARE SEALED, THE SEAL APPLIES ONLY TO THE MATERIALS SUPPLIED BY BUTLER MFG. CO. AND IS NOT INTENDED AS THE SEAL OF THE ENGINEER OF RECORD FOR THE ENTIRE PROJECT. CDO017 MATERIALSASTM DESIGNATION ------------------------ •----------------- STRUCT PLATE V 6 LESS A-529 FY- 55KS1 (GRADE 55) STRUCT PLATE OVER V A-529 FY= 50KSI (GRADE 50) LIGHT GAGE/COLD FORMED A-607 FY- 6OKSI (GRADE 60) BRACE RODS 3/4' 6 LESS A-108 GRADE 1018 BRACE RODS OVER 3/4' A-572 GRADE 50 OR GREATER HOT ROLLED MILL SHAPES A-361 A-572 ' FY= 36KSp FY=50KSI ROOF AND WALL PANELS A-446 GRADE 45 OR GREATER BOLTS A-307 AND A-325 Butlerlb011 Roof System - Panels Colulated sectional properties for ButlernAll roof system panel materials using 1986 edition of AISI design manual with 1989 Addendum and representative center section Section Through Panel Section Properties for One Foot of Vidth REVISION NQ 1 Panel Be'- Fy f Weight ComprrssWn on Outsidr Conpressan on Inside Material Thick (in) (kel) mill) (sFt) S. (m3) 1 <M) Ss <n3) t (M) 8 GA. Steel 0.0140 80 29500 0.86 0.03288 0M070 1. 0.02710 0.02270 REVISION NQ 1 REVISION NO. 2 BUTLER MANUFACTURING COMPANY GENERAL OFFICES -KANSAS CITY. MISSOURI PRODUCT OF THE � ® ORDER ENGINEERING SYSTEM BUILDER, PROJECT, BUILDING ORDER DESCRIPTION• k NORTH VALLEY READY MIX CHICO, CA KELLY BROWN CHICO, CA 40X40XI4 LRF 20# LL + 0#CLL 80 MPH EXP B UBC 94 SEISMIC ZONE 3 DlTv( BY. r. CHECKED lh• SSIO�y D 0... No. C 53017 ^� % p���9 9 Q *J�qr CIV%V F OF C DRAWING TITLE, COVER DRAWING Z, . 01410 tm� DR .Rowotg. ENG, CMK=_ �DJHE• DRAWING NUMBER- m D99-045559-00 J J Q 3 z Lu z 0 Of LL— EM S . An -—n- € EW • 20•-0• s• -o• Iz•-o• I -0•a• -o• 12•-0• A411 I AIII 40•-0TYPICAL AJ91 AJ92 AJ92 I A497 I M97 I I I I I I 1 I I M97 1 A,97 I UNIT 1 ANCHOR BOLT PLAN s� :t t r'• r. �f. •� S 4 Y `v 1 STANDARD NOTES, A80007 GIVE TOP OF FOUNDATION A TROWEL FINISH. THE FOUNDATION MUST BE SQUARE. LEVEL. AND SMOOTH. A80009 ANCHOR BOLTS MUST BE LOCATED BY MEANS OF A TEMPLATE. DO NOT HAND SET ANCHOR BOLTS. ABODIO ANCHOR BOLTS. NUTS AND WASHERS MUST BE ASTM TYPE A307. A80013 USE REINFORCING STEEL AS REOUIRED, PROVIDE FOR HORIZONTAL LOAD ON ANCHOR BOLTS. ABOD14 C A U T I O N .• RIGIOFRAMESHAVE BOTH HORIZONTAL AND VERTICAL REACTIONS ACTING AT THE BASE OF THE COLUMN. IN SOME CASES THE HORIZONTAL FORCE IS GREATER THAN THE VERTICAL. A FOUNDATION DESIGNED FOR A CONVENTIONAL STRUCTURE WILL NOT BE SATISFACTORY. FAILURE TO MAKE ADEOUATE PROVISION FOR THE HORIZONTAL THRUST CAN RESULT IN FOUNDATION FAILURE. ABODIS FOUNDATION DESIGN AND ANCHOR BOLTS. NUTS AND WASHERS ARE NOT FURNISHED BY BUTLER. PROPER EMBEDMENT LENGTH MUST BE DESIGNED BY FOUNDATION DESIGN ENGINEER. ABDO16 REFER TO WALL PANEL ANCHOR BOLT DRAWING FOR SPECIFIC EDGE OF FOUNDATION DETAILS. ABDO17 THE SOLID BLACK <> SYMBOL DESIGNATES A BRACED BAY OR SECTION. I cJ (ib (:J UNIT I ENDWALL FRAME AT SIDEWALL GRID 4 �J (J UNIT I = FRAME AT SIDEWALL GRIDS 2 & 3 BRACED BAY REACTION - UNIT 1 SIDEVALL BETWEEN H V GRID GRIDS C 3- 4 5 1 4 Y 0 J m a o .t P r N , N . N M1 4 REACTION NOTES 1. THE VERTICAL FV) AND HORIZONTAL FH AND Z) REACTION ARE STATED - IN KIPS. CI KIP = 1000 POUNDS) POSITIVE DIRECTION IS AS SHOWN IN THE FOLLOWING DIAGRAM. 2. MOMENT REACTIONS ARE STATED IN INCH -KIPS AND ARE POSITIVE IN A COUNTERCLOCKWISE DIRECTION. 3. THE FORCE ON THE ANCHOR BOLTS OR FOUNDATION WILL BE IN THE OPPOSITE DIRECTION TO THAT SHOWN. ��, ,VE 4. MAXIMUM REACTION SUMMARY ISkTHE MAXIMUYPOSITI?tAND NEGATIVE REACTIONS BASED ON THE REQUIRED:(UAD°COMBINATIONS..'""• A c f • ,.�, w ' REVISION Na I REVISION NO. 2 - _-- PRODUCT OF THE _- BUILDER:. - - PROJECT, BUILDING ORDER DESCRIPTION, DRAWING TITLE, DRV. MYRADUF ENG,'*4_ ' D"TG "k DATE - 40X40XI4 LRF CH DATE, 02/18/99 p LIQ D BUTLER M A N U F A C T U R,I N G ® NORTH VALLEY READY MIX KELLY BROWN 20# LL + 0#CLL SPECIFIC DY' MAWN °Y' DRAWING NUMBER, REV. �". ,. " '.•n t,, COMPANY ORDER ENGINEERING CHICO, CA CHICO, CA 80 MPH EXP B UBC 94 REACTION DRAWING CICOtEO DT, acaccD an K;,4, , W i" GENERAL OFFICES-KANSRS CITY, MISSOURI SYSTEM SEISMIC ZONE D99 -045559-01A 3 00 t O. O • N ..-z:•^-- m 121 T T i O Q 5 5 \Z111 _ O: I 12 t 20'-0' UNIT 1 FRAME ELEVATION AT GRIDS 2 AND 3 PART SCHEDULE E I PART NAME PART NUMBER PART LENGTH FIELD YORK 17 EXTERIOR COLUMN V89656 12'-5 25/32' IB 1 ROOF BEAM 1 V89658 1 !01-0 23/32' FLANGE BRACE SCHEDULE BOLTED CONNECTION SCHEDULE O QUANTITY BOLT NO. DESCRIPTION NUT NO. DETAIL A 08 097282 5/8X2-1/4 BOLT A325T 1 095233 B 1 04 1097282 5/8X2-1/4 BOLT A325T 1 095233 FLANGE BRACE SCHEDULE PART NO. FRONT/LEFT PART NO. REAR/RIGHT DIM. 'Y' DETAIL FIELD WORK 5 1005660 1 ' 1 COOI 1 % STANDARD NOTES: IF0001 ALL HIGH STRENGTH BOLTS ARE A -325-T WITH HEAVY HEX NUTS AND ARE TO BE INSTALLED USING THE 'TURN -OF -THE -NUT' METHOD SPECIFIED IN THE NINTH EDITION OF THE AISC 'SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS' PER SECTION B D (1). A-325 BOLTS MAY BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE 'TURN -OF -THE -NUT' METHOD. IT IS THE RESPONSIBILITY OF THE ERECTOR TO ASSURE PROPER TIGHTNESS. SEE INSTALLATION OF A -325T BOLT DRAWING 1080268 (GROUP 78-052-01). SPECIAL NOTES: ALL HIGH STRENGTH BOLTED CONNECTIONS ON RIGID FRAMES WILL BE SUPPLIED WITH HARDENED WASHERS. • -t i - ` i d n 6 ty o ' 1 % i N N o , •rr b i .. ♦n REVISION NO. 1 REVISION NO. 2 •- "-- - - - — ---PROpUCT�OF THE BUILDER: _ PROJECT: BUILDING ORDER DESCRIPTION. DATE. Q =� "�• r"- •�• 40X40X14 LRF PAWN 11Y. • °N"T"' �T' BUTLER MANUFACTURING � ® NORTH VALLEY READY MIX KELLY BROWN 20# LL + 0#CLL m �V Ti,.. . COMPANY ORDER ENGINEERING _ CHICO, CA CHICO, CA 80 MPH EXP B UBC 94 -Ty a W oEOEu �T - CHECKED m GENERAL OFFICES -KANSAS CITY. MISSOURI SYSTEM SEISMIC ZONE 3 DRAWING TITLE - CROSS SECTION ERECTION DRAWING a lwv� DRV. MYRAOUF ENG - CHK. DATE: 02/18/99 DRAWING NUMBER. I REV. D99-045559-02 00 _...� �.. :� ,S :' 'y -'—r,. — ' ..... .. _ _ ,.*.; _ �. �,� :ti 'I: ... ;'r 'As -A ,k�, DIMENSION Y ROOF BEAM + TOP / OUTSIDE BEND OUf ' _ FL NGE BRACE _ � FLANGE O I x d ------------ GIRT \ W ' o WEB ' ' " THICKNESS z a --- ------------------------ p BOTTOM / INSIDE ' • ' CLIP (543358) r- FLANGE / PURL IN FRAME DESIGN INFORMATION PART DESCRIPTION PRODUCT OF THE -•-CHK-D ROOF TOP FLANGE • S' X .188' ' 8 V8996565 8 BOTTOM FLANGE • S' X .188` WEB THICKNESS - •140' BEND UPDIMENSION 240-6 ' FLANGE BRACE PART DEPTH • 12' BUTLER MANUFACTURING EXTERIOR TOP FLANGE - S• X .188' USE'12> I/2' X 1 1/4' HEX. BOLT (095085) AND 1/2- HEX. NUT (095032) COLUMN V89656 BOTTOM FLANGE - S' X .250' WEB THICKNESS - .120' DETAIL C002 SINGLE FLANGE BRACE CONNECTION USE SECOND HOLE AT PURLIN CONNECTION 149-6 PART DEPTH • VARIES 8' TO 16* ~~+ EW TOP FLANGE • 5' X .188' COMPANY ORNER POS V89660 BOTTOM FLANGE - 5' X .188' WEB THICKNESS - .120' 148-4 DETAIL SHEET PART DEPTH - 11 7/8' EW TOP FLANGE • 5' X .188' - ROOF BEAM V89662 BOTTOM FLANGE - 5' X .188' WEB THICKNESS • •120' SYSTEM 180-4 PART DEPTH It 7/8' SEISMIC ZONE 3 EW TOP FLANGE - 5' X .188' ROOF BEAM V89664 BOTTOM FLANGE - 5- X .188- WEB THICKNESS .120' •120-0 PART DEPTH VARIES 12' TO 16 31/32- TO 11' EW TOP FLANGE 5' X •188' NTERM POS V89666 BOTTOM FLANGE - 5' X .188' WEB THICKNESS - .120' 161-0 PART DEPTH - 7 7/8' DIMENSION Y ROOF BEAM DIMENSION Y ROOF BEAM BEND OUf ' _ FL NGE BRACE _ � 'SEM ROOF BEAM O I BUILDER, - - - ------------ GIRT \ 11 F I ------------------------ --- ------------------------ p J _________________ `s p I ' • ' CLIP (543358) / PURLIN / PURL IN a Q PRODUCT OF THE -•-CHK-D 543358)EV ---- COLUMN 40X4OX14 LRF CROSS SECTION POSTSIDEWALL tCLIPEW BEND UP BEND UPDIMENSION Y ' FLANGE BRACE FLANGE BRACEUSE BUTLER MANUFACTURING �® (2) 1/2' X 1 1/4' HEX. BOLT (095085) AND 1/2' HEX. NUT (095032) USE'12> I/2' X 1 1/4' HEX. BOLT (095085) AND 1/2- HEX. NUT (095032) USE (2) /2'X11/4 HEX. BOLT (0950857 AND 1/2' HEX. NUT (095032) USE (8) Sib' X ( t/2- A325T HI -STRENGTH BOLI (097281) AND 5/8' HEAVY HEX. NUT 1095233) DETAIL C001 SINGLE FLANGE BRACE CONNECTION USE FIRST HOLE AT PURLIN CONNECTION DETAIL C002 SINGLE FLANGE BRACE CONNECTION USE SECOND HOLE AT PURLIN CONNECTION DETAIL C007 SINGLE FLANGE BRACE CONNECTION USE FIRST HOLE AT SIDEWALL GIRT CONNECTION DETAIL E137 ENDWALL POST TOP CONNECTION LOM SLOPE RANGE - LIGHT LOAD d REVISION NO. I REVISION NO. 2 BUILDER, - - - PROJECT- BUILDING ORDER DESCRIPTION- DRAWING TITLE- DRWI MYRAOUF' 1'W 4{ _EN.Gt� '1•r DATE- DATE, Q PRODUCT OF THE -•-CHK-D 40X4OX14 LRF CROSS SECTION A7E� 02/18/99 '• DRAWN BY- ' DRAWN BT- BUTLER MANUFACTURING �® NORTH VALLEY READY MIX KELLY BROWN REVISION NO. I REVISION NO. 2 BUILDER, - - - PROJECT- BUILDING ORDER DESCRIPTION- DRAWING TITLE- DRWI MYRAOUF' 1'W 4{ _EN.Gt� '1•r DATE- DATE, Q PRODUCT OF THE -•-CHK-D 40X4OX14 LRF CROSS SECTION A7E� 02/18/99 '• DRAWN BY- ' DRAWN BT- BUTLER MANUFACTURING �® NORTH VALLEY READY MIX KELLY BROWN 20# LL + 0#CLL ERECTION DRAWING DRAWING NUMBER- REV. ~~+ COMPANY ORDER ENGINEERING CHICO. CA CHICO.- CA 80 MPH EXP B UBC 94 DETAIL SHEET "'• ;.3r's"r-. c1acNEOBY. - cNECXEoer- GENERAL OFFICES -KANSAS CITY, MISSOURI SYSTEM SEISMIC ZONE 3 D99 -045559-02B 00 • p,; .�..1«.T.. •.� .... ,� . - . ; �.-.�..y n.•..w.ge•.+�-.a,.. .+y'F.�.f1-we.- �_ _ - •T :• - • q• -i... .. . . _ .. , ... ... .. , • _ 1 tra31! • lilla;�2d•' . w 1 119-3/1 88-1/1 . m n m - m 1/8 ev09656-01 11 NOVB%M-02 m N SAV L 1lo 006EA7 Im A5 N OVB9656-0.7 , OO.E91E 7/0 DOZEN U N 0. M In N O 0 HAMMERHEAD GUSSET DETAIL IQtED L VRo ror e[6NIi[ N RACK er VEA ala EXTERIOR COLUMN ( ) - MYRADUF ID -29 186.7 MYRAOUT 2-22-9 4-015559-1 FIN -PART I 8 1 OV89656 e 22-5/8 L OV09638-06 MSIrs 1/9 1/0 ® Ilt KNEE AREA DETAIL larta I •error dmc•r[t 6r[t m[A r0 mPm 1[r.� It VOW MY R[OrIJC[ NIR[ RRIRO = 1.76 CI - 12) v 6 e ev6xat-a srvrptae le t 6Vtatl6-Oa Er,O m .an la[ 6 awnl! w rot( an ... 21-11. 16r a 1 06.ie6{ Epp -E an t 6 e 16- ;FA- 41 Ov6%a6-d I{/IQ ,Iq [ 3. t16 -1n6 esA r 1 weeaae-ea w t.6 . u -ant .e -v. lab t r weasae•ia w t v -an . M6 las 1 1 w06a6-o rtAnGE lq : a . [as-n.M n IrEM Orr rWt r4 IIV[ —REVISION N 1Q R[VIS(p. r6 rQ ® ROOF BEAM ( ) - MYRADUF ID -29 268.2 MYRAOUF 1-015559-1 FIN -PART Q OV89659 1 'IRR e :i ' roaa t . _ �. 6 vnR wr lawns[ Naa EUio¢[ n w. I A e 1.76 (1 - 12) li I0l 5 1 mm, cow rlA,t Ian s 6 [ 16-L. 0) Ml . I 061[e!! Ma 14r[ 506 [ • t 1[-V! [^rn .,, ; •�' 39A a 1 1 evq 02 1 rINQ j=P Aa a 14 16 :: ;-1 I1 No. C 53017 MV[ na Exp. June 3 P 0, 1999 •1 1 REVISION NM 14 e0 - . 6 , ru •'! + - ® EV CORNER POST • . - ����� of Y�`��r . i ( > MYRAOUF IA -29 �PL1 p i 161.9 NYRADUF h '74-045559-1 FIN -PART Q OV89660 rao ' •rt _ o - - _ /'w-. Ra a ,4M A �i�►„ .. n REVISION NG Y REVISION NO. 2 BUILDING ORDER DESCRIPTION, DRAWING TITLE 8 �' a" +. '4 E� �,• - - - PRODUCT OF THE - bIWAYRAOENG• ly[Le .t r In BUILDER, _.. _. PROJECT, e1� - DAT[. DATE, 1._.JLJUI�—Q - CHK, V +• 40X40X14 LRF " DAT6,r{O2/18/99 yl DRAVM �� wAVM BY- CROSS SECTION ii BUTLER MANUFACTURING ® NORTH VALLEY READY MIX KELLY BROWN 20# LL + 0#CLL DRAWING NUMBER, Ori I REV. tj. COMPANY ORDER ENGINEERING CHICO, CA CHICO, CA 80 MPH EXP B UBC 94 ERECTION PART •,?, pj cica[D m aclx[D m GENERAL OFFICES -KANSAS CITY. MISSouR r' SYSTEM - DRAWING RR.. SEISMIC ZONE 3 p99 -045559-02C 00 -•.v:,e--rte. : r• - - - - — — - , - - - - -- - .. .. .. ... ... .. _... .. •r U N Vl O • o ' P Y J i > - MYRADUr n m t ` P o , Lk ~ 01 1 i gg fu 1 MYRAOUF i °t Mf Ari f L 1 u u rIN-PART B CbL o` ac 6REVISIONNO. I REVISION NO. 2 - -- v t4/-. •�1 46-5/16 IWB%6.-01 m ]/16 N7 love%6.-02 J JW9964-04SAv 1/BA .ea/e WEB -SPLICE STIFFENER DETAIL G �o*ca K vI1B ror awBa) vwx 1{QaD n vra A - 4.76 KI - 12) C EV ROOF BEAN C ) - MYRADUF ID -29 154.6 MYRADUF 4-015359-1 FIN -PART 1 B 1 OV89664 K > - MYRADUr IA -29136.1 2-22-994-045539-I MYRAOUF �8PA rIN-PART B 6REVISIONNO. I REVISION NO. 2 - -- --BUILDER, OF THE PROJECT, BUILDING ORDER DESCRIPTION-- DRAWING TITLE. j%1/• NYR[I[JUF�Am" ENG•PRODUCT DATE• G7 —� %� ��CROSS 40X40XI4 LRF SECTION CHK.' JNK N f o)i: EiD2/_18/99 OR")"' 1)Y' BUTLER MRNUFACTURING �"""�"'--"-'® NORTH VALLEY READY MIX KELLY BROWN 20# LL + 0#CLL ERECTION PART DRAWING NUMBER V bREV. C0MPANY ORDER ENGINEERING CHICO, CA CHICO, CA 80 MPH EXP B UBC 94 DRAWING CHECKED BY- GENERAL OFFICES -KANSAS CITY. MISSOURI SYSTEM SEISMIC ZONE 3 X99 -045559-02D 00 4, r t - . 7,7 7 3\ ~ � < . Qm4 � - vn:z«w aw» EM 40-0' EM 20'-0' FRAME (TYP.) 10 10 F12B I F121 F128 F257 I FItO F257 1 1 1 Be F257 4110 f237 F237 8 FI10 —�8 F237 1 i I 1 ee F257 FI10 F257 831 r8 F237 FI10 F237 I t 1 I F257 8 FI10 8 F257 8 ] B F237 F110 F257 I 1 I F257 81 FI10 C8 F257 T F128 F121 I 101 C10 F128 PART SCHEDULE C ] PART NAME PART NUMBER PART LENGTH FIELD WORK 8 PURLIN / GIRT 530635 263-4 21-11 1/2' 10 EAVE STRUT 540154 239-4 • 19-11 1/2- STANDARD NOTES- RS0006 REFER TO DRAWING 8-1080946 FOR PURLIN BRACE PART NUMBERS AND TYPICAL INSTALLATION FOR SLOPE GREATER THAN 0.75-12• RS0008 REFER TO DETAIL F262 FOR RIDGE PURLIN BRACE CONNECTION. ESS!® SPL D 0 7 r/ C 53017 .�i►d EXP. }ume 30. 999 t Wo BUILDING ORDER DESCRIPTION- DRAWING TITLE- DRWl7MTRAOUF,#I 0 f :ENC- 40X40X14 LRF ROOF CHK- DKTE1 02/18/99 20's LL * OOCLL SECONDARY STRUCTURAL DRAWING NUMBER- -� REV 80 MPH EXP B UBC 94 FRAMING PLAN SEISMIC ZONE 3 D99-045559-04 00 77 t 3 �t .i . t. -7 T �ir•t .ir is 1. v '7�[n..._.. ... _ •. .. .. .. .. .t .� ... .... _ . a .. _ .fir. .. . . _. _ _ ... .. a . PURLIN BRACE LOCATION SCHEDULE BETWEEN GRIDS LOCATION DETAIL BRACE SECTION TOP BOTTOM DIM. 'B- RIDGE BRACE 1 AND 3 FISI (I) B -0- (1)0544140 3 AND 4 F151 - (1) B -0- 1110544140 STANDARD NOTES- RS0006 REFER TO DRAWING 8-1080946 FOR PURLIN BRACE PART NUMBERS AND TYPICAL INSTALLATION FOR SLOPE GREATER THAN 0.75-12• RS0008 REFER TO DETAIL F262 FOR RIDGE PURLIN BRACE CONNECTION. ESS!® SPL D 0 7 r/ C 53017 .�i►d EXP. }ume 30. 999 t Wo BUILDING ORDER DESCRIPTION- DRAWING TITLE- DRWl7MTRAOUF,#I 0 f :ENC- 40X40X14 LRF ROOF CHK- DKTE1 02/18/99 20's LL * OOCLL SECONDARY STRUCTURAL DRAWING NUMBER- -� REV 80 MPH EXP B UBC 94 FRAMING PLAN SEISMIC ZONE 3 D99-045559-04 00 77 t 3 �t .i . t. -7 T �ir•t .ir is 1. v '7�[n..._.. ... _ •. .. .. .. .. .t .� ... .... _ . a .. _ .fir. .. . . _. _ _ ... .. a . FLANGE LIP RADIUS a c THICKNESS C — SECTION DESIGN INFORMATION PART DEPTH I FLANGE I LIP THICKNESS RADIUS EAVE STRUT 540154239-4 1 8' 13 1/2' 11 3/8' I 100'5/16' 1 3/4- FLANGE � RADIUS a w . � THICKNESS Z — SECTION DESIGN INFORMATION PART DEPTH I FLANGE I LIP I THICKNESS RADIUS PURLIN / GIRT 530635 263-4 8' 12 5/8- 1 3/4- 1 .060- 1 1/4- FRAI,e I CONTINUOUS PURLIN USE 1215/8' X 1 1/2' A325T H) -STRENGTH BOLT 1097281) AND 5/8- HEAVY HEX. NUT (095233) —EAVE STRUT 2SE ei) 5/8' X 11/2' A325T _.• *.. e • • 1097281) AND IT (095233) PURLIN 6' 6' SEE CONTINUOUS Bq� .e ' EAVES I PURLITOP N DETAIL PURLIN / STRUT F 552 FIELD GRILL EAVE STRUT) ,-------------- - ------------ ------------- 9/16' DIA. I I t •t HOLE i 1( ROOF BEAM j USE (6) 1/2' X 1 1/4' ROOF BEAM OR ROOF BEAM VERTICAL SPLICE HEX. BOLT (095085) AND 1/2' HEX. NUT FIELD DRILL COLUMN (0950)2) 9/16' DIA. . HOLE DETAIL FI10 I CONTINUOUS SPAN PURLIN CONNECTION DETAIL F124 EAVE STRUT CONN. TO INTERM. FRAME DETAIL F128 EAVE STRUT CONN. TO ENDNALL FRAME DETAIL F151 PURLIN BRACE LAYOUT TWO (21 BAY BUILDING - 8' PURLIN (I) ROW TOP - (01 ROWS BOTTOM PURLIN BRACE (TYP.) I e jv USE '(4) 1/2- X 1 1/4' 6 HEXBOLT (095085) AND PURLIN RSSE RIDGE BRACE 112.: HEX. NUT 10950321 MBLY Vf .Lp 1 � 1 BUILDING PURL IN CLIP_ - 1-�- _ - y� I✓✓yVV - / / (543029) ROOF BEAM- DETAIL F152 1V 01P ROWS USE(4) i/2' X I 1/4' HEX• BOLT 1 AND 1/2' HEX. NUTUT (05 (095032) DETAIL F2571 PURLIN CONNECTION TO I ROOF BEAM DETAIL F262 RIDGE CHANNEL CONNECTION ( V I� No. C 53017 m '. Ou Exp. lune 30,1999 � ;► ^ d 3>>: ,'.. REVISION N0. 1 REVISION N0. 2 - PRODUCT OF THE BUILDER- _ PROJECTS BUILDING ORDER DESCRIPTION, DRAWING TITLE• .DRG�'nYRA,'OUF ., "Z'�•°� A BAIn oA1E. -BRAVM �"""-�'�-^-' 40X40X14 LRF CHK.'/ DATE• 02/18/99 ROOF s :. DRAW Bf. Bi. BUTLER M A N U F A C T U R I N G ® NORTH VALLEY READY MI X KELLY BROWN 209 LL + O#CLL SECONDARY STRUCTURAL DRAWING NUHBER��� REV. COMPANY ORDER ENGINEERING CH I CO. CA - CHI CO. CA. 80 MPH EXP B UBC 94 DETAIL SHEET ;�,+ CHECKED BY CHECKED BY. GENERAL OFFICES -KANSAS CITY. MISSOURI SYSTEM sElsMtc ZONE 3D99 -045559-04A 00 12 1 UNIT 1 FRONT EW STRUCTURAL ELEVATION AT GRID 1 FOR CABLE ANGLE INSTALLATION SEE. DRAWING 1080944 12 12 1 F_ n !! I 0008 I .o w UNIT 1 REAR EW STRUCTURAL ELEVATION AT GRID 4 PART SCHEDULE FOR GABLE ANGLE INSTALLATION SEE PART NAME PART NUMBER DRAWING 1080944 FIELD WORK 12 I �— GIRT 550303 211-2 17'-7 I/4' I NON 6MG I WOOD FRkmitac, 12 1 UNIT 1 FRONT EW STRUCTURAL ELEVATION AT GRID 1 FOR CABLE ANGLE INSTALLATION SEE. DRAWING 1080944 12 12 1 F_ n !! I 0008 I .o w UNIT 1 REAR EW STRUCTURAL ELEVATION AT GRID 4 PART SCHEDULE C ] PART NAME PART NUMBER PART LENGTH FIELD WORK II GIRT 550303 211-2 17'-7 I/4' STANDARD NOTES- WS0006 FILL ALL OPEN HOLES IN DOOR POST WEBS WITH PLASTIC SNAP -IN PLUGS (097229). WS0014 UNPUNCHED GIRTS ARE SUPPLED AT OVERHEAD OR SLIDE DOORS. PUNCHED WALL SYSTEMS I REOURE THE FIELD DRILLING OF THE 5/16' PANEL AT TACHMEN7 HOLES IN THE GIRT FLANGE. WS0023 I M P 0 R 7 A N T ................. REFER TO PRONTO DETAIL 0047 FOR PROPER GIRT ALIGNMENT. ! S } . .... c. ... .. .. .. .. .. .t .. .. ._. .. �^ f,', _ ... .. .. _ .. .. a .. _ . _ _ . . 1 .. . .. J 'v fir.. I ROL. Ii .b- .dJ FLANGE 4 LIP d RADIUS o THICKNESS C - SECTION DESIGN INFORMATION PART DEPTH I FLANGE I LIP THICKNESS RADIUS DOOR HEADER 580105 9' 1 3 1/2' 27/32' 1 .062' 5/16' DOOR POST 580352 9' 13 1/2' 1 7/8' 1 .062' 5/16' FLANGE� =RADIUS a c THICKNESS - SECTION DESIGN INFORMATION RT DEPTH FLANGE LIP THICKNESS RADIUS 50317 036-6 PDDORCTIRTSP5'50318 8' 2 5/8' 3/4' .060' 1/8' 0317 042-6 8' 2 5/8' 3/4' .060' 1/8' 066-6 8' 2 5/8' 11/8' .083' 3/16'03 211-2 9 1/2' 2 3/4' 1/16' .060' 1/8' PURLIN / GIRT 530635 263-4 8' 12 5/8' 1 3/4' 1 .060' 1/4' EAVE SIRVi FIELD LOCATE EAVE STRUT -- 9/16' DIA. HOLES USE (2) 1/2' X 1 1/4' 00 SIDEWALL _ _ _ 1N EAVE STRUT /HEX. BOL7 (095085) AND N �i COLUMN OR �-1 SIDEWALL 7/16' 1/2' HEX. NUT (095032) IOIH E140WALL POST I COLUMN OR ENDWALL POST `�Y' CLIP (580132) } 9' DOOR POST USE (3) 1/2' X 1 1/4' 4• �, THIN HD. BOLT (096636) c CLIP 3� AND 1/2' HEX. NUT (580118) . i USE fH 1BOL % I I/4' (095032) THIN HD. BOLT (0966361 AND w w ----� 1 1�2 I 1/2' HE%. HUT 1095032) .� DOOR POST FIELD FIELD 9/16' 1 9/16' SIDEWALL OR E.W. 1 1 11\ (2) 3/4' NUTS HOLE HOLE SECTION CLIP �••� DOOR HEADER \ l (NOT BY BMC) END BAY OR 1'-10 1/2' I'-10 I/2' END BAY OR DOOR ,(580118) \ END SECTION � \ 1 ENO SECTION WIDTH � ''\ CLIP (543316) FRAMEI I HEX. (BOLT/(0950851/AND \•\ ����� DOOR POST r USE (6) 1/2' X 1 1/4' 1/2' HEX. NUT (095032) `� `�� HEX. BOLHEXT NUT (095032) AND DETAIL D001 DOOR POST TO BOTTOM OF EAVE STRUT DETAIL D006 DOOR HEADER TO DOOR POST DETAIL D032 DOOR POST BASE CLIP CONNECTION DETAIL C005 CONTINUOUS SPAN GIRT CONNECTION 9' DOOR POST IWO (2) BAY BUT LDING OR TWO (2) SECTION E.W. SIDEWALL IOP SIDEWALL COLUMN COLUMN HEMBER OR ENDWALL POST J GIRT CHANNEL (543242) CLIP 1543164) = WORK WITHDPANEL FASTENERSWORK AND LL DOOR POST LEC DOWN w GIRTWALL SIDEWALL �, GIRT A ,1 GIRT GIRT GIRT l:-------". .----------- J 1 fjTh' �'-' < 1 FLUSH 10 1 1 1 1 W 'I' i�l •• = 11 1/4' MAX. 11 I ---- ---�.- --- _� OUT CLIP (543164) I \ GIRT 1/2' FIELD CUT 1 LEG DOWN ` P -S FASTENER I AROUNDLUMN ANGLE I \ GIRT CHANNEL FRAME CEANGE L— (543174) FRAME BLDG. WIDTHUSE HE%.(BOLT/(095085)/AND 1/2 OR LENGTH 1/2' HEX. NUT (095032) RADIUS CORRECT ALIGNMENT MIS -ALIGNMENT GIRT CUTTING DETAIL (AVOID THESE CONDITIONS) DETAIL G008 DOUBLE GIRT TO COLUMN CONN. DETAIL C019 FIELD WORK SIDEWALL GIRT OLUMN FLANGES WIDER THAN 10' DETAIL C047 SECONDARY STRUCTURAL ALIGNMENT DETAIL G172 GIRT CHANNEL TO DOOR POST CONNECTION C USE(6) 1/2' X 1 1/4' USE (2) 1/2• X 11/4' HEX. BOLT 1095085) ANO SIDEWALL f HEX. BOLT (095085) AND 1/2' HEX. NUT (095032) 1 1/2' HEX. NUT (095032) SIDEWALL i SIDEWALL GIRT i SIDEWALL GIRT DOOR POST DOOR POST GIRT CLIP (543347) i LEG DOWN 1 GIRT J USE (2) 1/2' X 1 1/4 ENDNALL GIRT 1 < 3 ---------~ wx J s o:w i ' f (09 32 HEX. NUT v m a i USE (2) I/2' x 1 I/4' THIN HD. BOLT 10966J6� �~ J ' 0 00 AND 1/2' HEX. NUT i m .w 1 (095032) 0 00 w 1 1 1 1 ��, J W WJN , J -- �Y•r—N . CLIP (543399) USE 12) 1/2;9 x I v4' LEG DOWN z o CLIP (543398) HEX. (BOLT/(095085)/AND IE2' HEX? NUT (095032) 85) '""' o of w LEG DOWN 1/2• HEX. NUT (095032) GIRT CHANNEL (543260). FIELD BEND 90 DEG. AND INSTALL WITH PANEL FASTENERS- DETAIL G251 8- SV 6 9 1/2' EV GIRTS TO CORNER POST 6' SETBACK ENDWALL USE(5) 1/2' X 1 1/4' HEX. BOLT (0 95085) AND 1/2' HEX. NUT (095032) SIDEWALL ¢ .�SIDEWALL GIRT DETAIL 6263 J <w s= o< zrc 8' SV GIRT TO MAIN FRAME SETBACK EXPANDABLE ENDWALL . SIDENALL USE (21 1/2' X 1 1/4' HEX. BOLT 0950851 AND 1/2' HEX. NUT (095032) I DOOR GIRT 1 I DETAIL 0280 I 8- SINGLE GIRT TO DOOR POST CONN. FIELD CUT GIRT TO CLEAR DOOR POST AS SHOWN TOE WALL COLUMN OR ENDWALL POST 1/2' wu COLUMN 1! T _GIRTS CLIP (543347) _ ( LEG DOWN , ENDWALL GIRT I A 1 • 1• 0 4 !, o �- ♦J No. C 53017 r�'I ••n� — — of • LL ¢ POST FRAME �BIDEWALL OR ENDWALL DOOR Exp. June 30, 1999 w ¢ 1 = UIA w GIRT CHANNEL (543242) *\Q� FIELD WORK AS REOUIRED AND SECT ION DETAIL C281 8- SINGLE GIRT TO DOOR POST CONN. �'Esslol_/Ai4� 1 h�T GIRT CHANNEL (543260). FIELD BEND -- — GIRT CHANNEL (543242) INSTALL WITH PANEL FASTENERS. USE (2) 1/2' X 1 1/4' J ^)•.•: 1 i 90 DEG. AND INSTALL WITH PANEL FASTENERS. INSTALL WITH PANEL FASTENERS. HEX. BOLT (095085) AND 1/2' HEX. NUT (095032) �! • • DETAIL 6286 8' SW a 9 v2' EW GIRTS TO CORNER POST. 6' SETBACK ENDWALL DETAIL 0288 OPEN ENDVAL LCONDI710N DETAIL 6304. CONTINUOUS SPAN GIRT CONN. WITH ADJACENT DOOR POST REVISION NO. I REVISION N0. 2 PRODUCT OF THE BUILDER, PROJECT. BUILDING ORDER DESCRIPTION. GRAVING TITLE, ' DATE, JDATE,40X40XI4 LRF WALL SECONDARY DRAW BY. AWN BT. 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