Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
042-170-079
&- 2 0 42-17-79 4 42-17-79 JACK WOODARD 4".40Permit#61-87A(Agricultural Bl 2781 Grape Way, Chico . / /4P horse barn & Eay stg) Contr: jim Haase ',' y' �7 FPermit#2150-87B,P,E,M(new single family 04-2-170-0 01-2320 W006DWARD)'KATHLEEN LC 87 Gli.APE WAY, CHIC [2 CONT: MODERN BLDG ; I I RE COVER OVER IJOM�' NA 0 RESIDENTIAL PERMIT NO. �--0�2-170-079 01-2320 } WOODWARD, KATHLEEN 2787 GRAPE WAY, CHICO CONT: MODERN BLDG COVER OVER HORSE ARENA SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. ,R(RE SPRINKLERS REQ. ✓ ECIAL INSPECTION ITEMS VERIFY Alk S2tbo'CK6 no commeycliEct ucaLon propw+-t USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER Tyv,- x oY 4o VeYi�:9_410" ICd e ho ovvwv bCVt4ak at. �owpar-E tt Y I. d shl Sc.L.00 1. s-rL - - r &-o-ego —p6'cte'4 JOB FINALED j Signature = 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./ PLPG 7. Well Clearance & Discorinect 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except p's 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 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 MISCELLANEOUS Date DECKS, COVERS, CARPORTS GARAGES (Plans) OK except N'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- Bea ms- Rftrs.-Connectors Shthg.-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors i 7. Electric B. Frmg.; Sills -Anchors- Studs- Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 1 10. Roof; Shthg-Roofing y l 11. Ext.; Steps -Doors -Landings + 12. Braced Wall Panels f Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except tt's 1. Setbacks -Easements f 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 rDate Card B-1 Date Card B-1 = OK 0 = Not OK - = Not ApplicableRESIDENTIAL =Not Ready (; Date Underfloor (Plans) OK except #'s Hangers -Post Caps -Anchors -Connectors 1 3. oni etbacks-Easements-Flood-Slope tg., Main; Soils-Elec. Grnd.-/ /" Fig. Depth Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth Cling. Joist-Rttr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rfng. 4. Ftg., Porches & Decks; Soils-Steel-/ /" Ftg. Depth Fireplace Ties or Type A Flue -Fireplace Throat Clearance 5. Stemwalls, Main; Steel-Blockouts-Wrapped Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 6. Stemwalls, Garage; Steel-Blockouts-Wrapped Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 6a. Hold Downs and Special Anchors Garage Fire Protection Framing 7. Slab, Steel-Wrapped Property Line Firewall & Openings 8. Piers-Fireplace Ftg.-Steel Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 9. D.W.V.; Fall-Fitting-Test-2 Way C/O-Sewer Test Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 10. UF, Gas Pipe; Size Anchors - Yard Gas Piping; Size Test Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 11. Water Pipe. Test-Anchors-Regulator-Service Test Siding -Nailing Veneer 12. Electric Underground Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 13. Plenums & Ducts; Clearance-Material-Support-Ins. Glazing Area -Glass Protection -Skylights -Plastic 14. Girders-Sills-Anchor Bolts-Joists-Vents-Crippies Shear Walls; Nailing -Bolts 15. Access & Ventilation Brace Interior/Exterior Wall Panels 16. Insulation Insulation -Walls -Ceilings 62. Date Card B-1 Date Card B-1 Date Date Card B-1 Date Card B-1 Date Date PLUMBING (Permit) OK except #'s Card B-1 Date Card B-1 17. Water Htr.; 'Dent-Access-Combustion Air Baffle FINAL (Plans) OK except #'s 18. Water Pipe; Test & Anchor-Nail Protection Ext. Steps -Door & Sidelight Protection -Landings 19. D.W.V.; Test Fittings & Anchor-Nail Protection Smoke Detector 20. Shower Pan; Test, First Floor-Tub Access Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 21. Test Tub & Shower, Second Floor-Tub Access Bedroom Exiting 22. Gas Pipe; Sixe & Anchors G.F.I. & Bath Fixtures & Tub Access -Spa 68. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s Elec. Outlets at Wood Panel, Int. & Ext. 23. Fixture & Transformer Clearance-Ins. Protection Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 24. Elec. Receptacles Spacing-Lights & Switches at Doors Elec. Outlets & Receptacles at Kit. Counter 25. Size Boxes & No. of Conductors Stapled Garage Fire Door; Swing -Landing -Closure 26. Romex Installed Close to Edge of Studs & C.J. A.C. Duct in Garage -Damper 27. Equip. Ground made up w/Mech Fasteners-Bond Gas & Water Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 28. 2 Appliance Circuits in Kitchen & Conductor Size GFI Plb., Elec. & Mech. Equip. Listed for Location 29. Subteed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga Cu or AI Elec. Receptacles in Garage (F.F.I.)-Romex Protection 30. Range Circle / / ga Cu or Al-Oven Circ. / / ga Cu or At Insulated Neutral Q Yes Q No Insulation -Foam -Looked in Attic 31. Service-Riser Conductors & Ground Main Disconnect Guard Rails & Deck Construction -Post Caps 32. Equip. Clearances Panels-Motors-Mech. Equip. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth 33. Clothes Closet Light-Shower Light-Spa Light Clearance Looked under Floor Q Yes 34. Smoke Detector Following Instld./Drive ] Yes J No/Walks ] Yes 0 No/Planters ] Yes ] No 83. Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date 85. 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-Vert Access-Comb. Air-Return Air Vent 115 outlet 39. Attic Access & Platform if Furnace in Attic 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Address Posted 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 iingle & Duplex) Date FRAMING (Continued) 46. Hangers -Post Caps -Anchors -Connectors 47. Cling. Joist-Rttr. Ties- Purlin-Roll Brac.-Truss-Shting.-Rfng. 48. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 49. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 50. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 51. Garage Fire Protection Framing 52. Property Line Firewall & Openings 53. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 54. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 55. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 56. Siding -Nailing Veneer 57. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 58. Glazing Area -Glass Protection -Skylights -Plastic 59. Shear Walls; Nailing -Bolts 60. Brace Interior/Exterior Wall Panels 61. Insulation -Walls -Ceilings 62. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'s 63. Ext. Steps -Door & Sidelight Protection -Landings 64. Smoke Detector 65. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 66. Bedroom Exiting 67. G.F.I. & Bath Fixtures & Tub Access -Spa 68. Elec. Trim & Subpanel, Breaker Sizes & Labels 69. Stairs & Rails 70. Fireplace or Stove, Clearance -Hearth 71. Elec. Outlets at Wood Panel, Int. & Ext. 72. Kit. Fixt. & Appliance; Ground -Air Gap -Cooking Clearance 73. Elec. Outlets & Receptacles at Kit. Counter 74. Garage Fire Door; Swing -Landing -Closure 75. A.C. Duct in Garage -Damper 76. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 77. Plb., Elec. & Mech. Equip. Listed for Location 78. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 79. Insulation -Foam -Looked in Attic 80. Guard Rails & Deck Construction -Post Caps 81. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor Q Yes 82. Following Instld./Drive ] Yes J No/Walks ] Yes 0 No/Planters ] Yes ] No 83. Stucco Brown -Finish 84. A.C. Unit Disconnect, Electrical -Plumbing 85. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 86. Water Well, Disconnect, Electrical, Plumbing 87. Exterior Elec. Trim, G.F.I. Receptacle -Underground 88. Ventilation Throughout House 89. Glass Protection 90. Corrections from Previous Inspections 91. Gas Test -Meters Tagged, Gas -Electric 92. Water & Sewer Connected -C/O to Grade -HD Approval 93. Energy Compliance Certificate -Other Certificates 94. Address Posted Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Jl� APPLIED TESTING CONSULTANTS MATER/ALS ENGINEERING TESTING AND INSPECTION CERTIFICATE OF BOLTING INSPECTION DATE: 11/06/01 CLIENT: Modern Building P.O. Box 772 Chico, CA 95927 PROJECT: Woodard Residence Grapeway, Chico Bolt Size Req'd Tension Test Torque Turn of the Nut Impact Test in dia lbs ft -lbs turn ast snug) sec 3/4" 28,000+5% 1/3 DESCRIPTION OF WORK Arrived at the jobsite at 0800 hrs. to perform special inspection of high strength bolting at the 70' x 110' Covered Riding Arena. Before tightening the bolts we verified that the materials used in this assembly were in conformance with the requirements of section 2 (Bolts, Nuts, Washers and Paint) and section 3 (Bolted Parts) of the RCSC Specifications. The bolts used in this structure are 1/4" diameter A325 grade high strength bolts without hardened steel washers beneath hardened steel nuts. No washers were used in this assembly, so the Turn -of -Nut Tightening method was used per Section 8(d)(1). A representative sample of 3 bolts from each diameter, length, and grade used in this structure were tightened in the Skidmore Wilhelm tension -indicating device. This was done to verify the estimated snug -tight condition and to ensure that the controlling turns past snug -tight per Table 5 will develop a tension not less than five percent greater than the tension required by Table 4 of the RSCS specifications. We also verified that there was no rotation of any of the bolts during the tightening operation. Each bolt assembly was installed and tightened to a snug -tight condition by the contractor prior to tightening. There were a total of 210 bolts in the structure, all were tightened using the above mentioned procedure. Based on the above mentioned procedure, it is our judgment that all A325hi is installed in the structure have been properly tensioned in accordance with the RCSC Spee �xu tural Joints / + contained in the AISC Manual for Steel Construction. B. Forsyt Char • . t ^ Inspector C-0386 - -� . 31105 Staff Engineer 3060 Thorntree Drive, Ste. 10 • Chico, CA 95973 • Telephone: (530) 891-6625 • Facsimile: (530) 891-4243 r COUNTY OF BUTTE - DEPARTMENT OF DEVsELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-75AA=-.,PERMIT NO. (Rev. 12/96) APPLICATION AND PERMIT — V / �)_r ASSESSOR PARCEL NUMBER 042-170-079 ZONING BUILDING PERMIT OWNER WOODARD TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 2787 GRAPE WAY CHICO, CA 959237 CONTRACTOR'S NAME MODERN TELEPHONE CONTRACTORS MAILING ADDRESS -PQ RQX 779 04TC.01 CA CONSTRUCTION LENDER LENDER'S MAIUNG ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE N0. —Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $ 417-95 BUILDING ADDRESS 2787 GRAPE WAY CHICO CA 95973 Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDIVISIONS NAME PARCEL MAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other PRIVATE SPECIFY 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 J0 Describe Work: COVER OVER HORSE ARENA Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Mobile Home S G I W 920.00 PERMIT FEE $ ELECTRICAL PERMIT I Fling Fee 20.00 Main Service 200A 'o R LE 1 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: ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. Business and Professions Code for this reason WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for theance of work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier Main Service 200A TO 1000A 46.00 NEW CONST. DwELUNG OCCUP. OR ADDNS. ( e %c. DOC SO 3.5Q�: TN. .REBID, MULTI.OUTLET @7,50 POWER APPARATUS 8 SINGLE OUTLET CIR. Ex, Occu OUTLET OR FIXTURES 820 @ I.S�O Ex. Occup..O�rsRa D,D�, 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE _ MECHANICAL PERMIT Fling Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ 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.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forth ith comply with those provisions. r ` X • / jyI'!-� Date J ( Signature of Applicant - Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and de struction of structures over 3 stories in height. Mobile Home Installation Fee Is Energy Inspection Fee Is OCC CONST. TYP TOTAL FEE $ 3O.95 – D. td IYP Y FLOOD AY– COF PARCEL PD 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. at r l V �•7 /� 7 la ReceiptNo. 331637/437.95 i WHITE-D.D.S.-B.D. CANARY-ASSES,69)R PINK-INSPECTO GOLDENROD AIPPL,IC T 7 County Center Drive • Oroville California 95965 - Telephone (530) 538-754 (Rev. 12/96) NCu.la.Gn.�Rc ; aAPP�.ICATIONAND PERMIT�'�d�P�ERMIT &4_ 07 zoNNo _ BUILDING PERMIT OWN" TE Na ' FI �� �Z .. a7� SO. �• OCC. owNBUILDING VALUATION o(, www AD a CONTRACTOR'S CONTRACTOR, MAAJNO AOOR! ry CONSTRUCTONIENOPA LENDERS UNUNO ADDRESS Fire lace ARCHITECT OR ENGINEER LICENSE No. Total Valuation S Filin Fee t ""c"c* a+ ENOINmre ►RUNG ADDRESS Permit Fee t BIDING ADORESs _ Plan Checkln Fee t Energy Plan Checking Fee S 1DiND• SUBOWKWISmugPARCEL MAP PERMIT FEE t PLUMBING PERMIT USEOFSTRUCTURE cc Each ra SF ❑ Duplex O Mobilehome O Other--�-L—l= J �/ Solar or he um water heater epecsv Water i In TYPE OF WORK Each gas water heater or ve New O Addition ❑ Remodel O Utilities O Installation O Other O Gas piping system 1 - 5 outlets Buildin sewer Describe Work: / �% ,�7�Q �` �r� Mobile Home SG W *PERMIT FEE PAID SRA -. SHERIFF OTHER AMOVNT RECEIVED PERMIT FEE I t ELECTRICAL PERMIT M 'n Service 000v OR LESS 200A OR LESS Main ervice 200A TO 1000A NEW CONS OwaLING Occup. OR AODNS. a AOC. BLDS. Noµ I S10 ' MuLn oLrtuR ro pARAns A SINGLE O CSR, Ex. Occup. OUTLET OR rttT(x( MEO APPLNS. Ex. OCCUOR (� Oy ESRD. EA 1 Temporary Service 1 Mobile Home Facilities PERMIT FEE t MEC ANICAL PERMIT Heating Coolin Hood Ventilation 20.001 ng Fee 20.00 7.00 23.00 15.00 15.00 15.00 !n::::� illnFee 20.00 23.00 48.00 3Z23.00 5F ig Fee 20.00 1 1 8.50 PERMIT FEt it Mobile Home Installation Fee t Energy Inspection Fee t ' V r �o ` T AL FEE $ Q MQ11V s Y3 7 �S" IHAZ. 0. iELB / D CDp11 1 C C *RECEIPT p1UMBER —33/637 " TO BE PVT =PJTO COMPtJI'ER This permit is hereby issued under the applicable provisions of the Butte County Code a dd%or Resolutions to do work Indicated above for which fees have been paid. I By Date PERMIT EXPIRES ON / r. `COUNTY OF BUTTE -DEPARTMENT OF -DEVELOPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 PERMIT APPLICA TION DA TA SHEET OWNER: L OOC�0.rd ASSESSOR PARCEL NUMBER: D' -F a JI O -(-)-7 9 Proposed Building Use: Building Inspector: Date: O l At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: ❑ 1. All items have been submitted. 02. Plot plans, 3/4 sets, signed by the preparer of plans. 113. Complete plans, 3/4 sets, signed by the preparer of plans. 114. 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! 116. Energy Design Compliance and supporting documentation. ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. ❑ 8. Hazardous Material Form. anufactured Ho a data aad installation instructions including Tie Down Specifications. Fees of $ 1. Impact fees as shown on the attached schedule. 1:112. alifornia Department of Forestry plan approval/fees. x'13 . lood elevation certificate. bA 14. Sanitation and plot plan approval Health Department. 1113. City of Chico plumbing permit. ❑ 16 lot plan and business license approval from the City of Biggs. ►�1 / lanning approval for (A) Use: (B) Parking: 4YI 8 Contact Land Development about ❑ Improvements, ❑ Drainage, ❑ Legal Parcel. ❑ 19. Encroachment Permit for driveway (construction approval prior to occupancy). 1120. Pre -inspection for required. 021. Contractor's license information. (Number, Name Style, Classification). 022. Workers' Compensation carrier and policy number. ❑23. Owner -Builder Verification (Given to owner O, Mailed to owner ❑). 024. Letter of signature authorization. 025. Recorded copy of Agricultural Acknowledgment Statement. 63&. Letter of intent on building use. A U e--`�V_1 027. Manufactured Home utility clearance. 1128. Existing violations and/or expired permits. 029. 0433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ 030. Other: When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. ❑Telephone and hold for pickup at office. ❑ Deliver with inspector. Applicant: Date: EXPIRATION OF APPLICATION Applications for which a permit has not been issued, will expire by limitation one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan checking fees for work plan checked and other department costs are not refundable. Original - Applicant ,. ` ''"�e`' �.�C "' •Cit+ ^Y P'��1 i �t7fi r UVT?'Y!0F BUTTE -DEPARTMENT F DEVELQPMENT SERVICES -BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541.16. •- „� p"r PERMITAPAICATIONDATA SHEET OWNER:y OU(_�a Y rt ; ASSESSOR PARCEL NUMBER: IJ�I �� ` 1 CJ - O -7 �. Proposed Building Use: Building Inspector: Date: - cl • —7 At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: Date Received By 111. All items have been submitted .------------------------------------------------- `----------- ' --------------------- ❑2.•Plot plans, 3/4 sets, signed by the preparer of plans.------------------------------------------------------------ 03. ---------------------------------------------------------- ❑3. Complete plans, 3/4 sets, signed by the preparer of plans- - ------------------------------------------------ 7-- ❑ . 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!------------------ 06BEnergy Design Compliance and supporting documentation. ❑ 7. Statement of Intent for Non -Heated and A/C Buildings. ❑ 8. Hazardous Material Form. - ' ----------------------- ' .. Manufactured Ho a data apd installation instructions including Tie Down Specifications.-----=-- --------- ,',! �+� Fees of $ l 1 i IV Impact fees as shown on the attached schedule. ---------------------------------------------------------------- *1C., lifornia Department of Forestry plan approval/fees. odelevation certificate.-----------------�------------------------p--r- ------------------ ---------------- nitation•and plot plan approval// l� l VHealthDeparment4 d.,ty of Chico plumbing permit. -z- ---------------------------------------------- -----------------------------`-; ❑ 16 'Plot plan a6d business license approval from the City of Biggs. ------- -- -- -- �, - -- � YjC,t�lt�l ''. ;tj ►�1'1J. lanning approval for (A) Use: • 0 K (B) Parking: -------------- ---- ,�r 8. Contact L nd Development about,[] Improvements, ❑ Drainag`C-,'�Legal Parcel. ------------------------ 'El --------------------- •O 19. Encroac-hment Permit for driveway (construction approval prior to occupancy). -------------------------- 020. Pre -inspection for f . required Request to Building Inspector on.. . 021 * Contractor's license information°(Number, Name Style, Classification). ------------------------------------ El22. Workers' Compensation carrier and policy number. ----------------------------------------------------------- ❑23. Owner -Builder rVerification (Given to owner'❑, Mailed to owner EI) - ----------------------------------- L_ ❑ 24. Letter of signature authorization. ----------------- --------------------------------------------------------------- 5. Recorded copy of Agricultural Acknowledgment Statement. -------------------------------------------------- �tterof intent on building use. --� X=�-t` ` 1-� ` `:'�'------------------------------------ 027. Manufactured Home utility clearance. ------------ -------------------------------------------------------------- ❑28. Existing violAtions and/or expired permits. ------- ---------------------------------------------------------------- 029. ❑433 A, ❑Grant Deed, ❑ M.H. Title, ❑ Check to H.C.D $ .--------------- 1130. -------------- ❑30. Other: t ------- When you issue the permit, process as follows ❑ Mail to owner, ❑Mail to contractor. (Date) ❑Telephone and hold for pickup'at office. ❑ Deliver with inspector.,' Applicant: -- Date: 1 Copy of Haz-Mat form sent ❑ Health Department, ❑ Fire Department, ❑ Air Pollution Date: - { By: J/ i Copy of plans sent ❑ Health Department, ❑ Fire Department, ❑ Other: Date: By: 1. Index permit application for the above items numbered: ❑ Plan Ched List 2. Additional items required: Contractor, designer, owner, was advised of the above required data by ❑ phone, ❑ 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, was advised of the above required data by ❑ phone, ❑ mail, ❑ Building Division counter, by Date: Contractor, designer, owner, wa advised of the aboveuired data by 13phone, ❑ mail, 13Building Division counter, by Date: Plans reviewed by: Date: 101 Plans approved by: 1�,('� Date: Sets of plans on hold in ❑ Plan Cabinet, ❑ A.P. folder. Note transfer by: "Date: Yellow Copy - Department of Development Services, Building Division. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance E.H. USE ONL Plot Plan Attached f _ Floor Plan A h Sent to B.D. I &Mwm C;�?O n 2- XX - r)?9 Owner LocatioK AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for dwelling. Other Hold final for: Final clearance O.K. for: NOTE: Enbironmental Health Specialist 8/96 Date PRC -'ECT PROCESSING RECORD APPLICANT:e OWNER: C01- PER5M 1• `70 - -7 A. P. WORK DESCRIPTION: DATE DESCRIPTION OF STEP &-Y� 4k -o l- �,,� • � l X14 �j �DYvY1 r7 O l I= to. CS • OI cj--P—� — +0 PA� (e) `,e,*oy oyl- ve— �1a�►�� red.d,i � �or i �s�ar,�-c.� Mood ce�v -Fi ��rc, j 'le�dre�►r' -� .�, (� n�CLV� �► c(Jz- - C����-ted tU I It � I" UCS OT T A" 1'5", ve — o A;!:.,". o o ''. 0RESIDENTIAL PLAN o -_ :� ( a,F REVIEW GUIDE o W) pt SINGLE FAMILY, DUPLEX AND MISCELLANEOUS Q1 QY_ d, o 1� :�f�d 6-L Y) ��r�cf_D Y_ fo r Owner: W obclavd Building Permit Number: ID f ' 232U Plans Examiner: Martha Christy A. P. Number: GENERAL: lY I. Zoning requirements — (number of permitted living units). C� .2. Plans signed by the designer. �^ 3. Proper description of work on the application. 4. Existing violations the property. vi 5. Recorded notice of violation: 7 {� 6. Building permit valuation. 2 O PLOT PLAN: b,} -Ra n 1. Complete parcel size and dimensions. CGS-�s5 V0c) s t�� 2. Setbacks, side yard, easements, etc. 3. Other buildings or structures. 4 Grading, fills and/or drainage. Plood hazard. special conditions on Parcel Map: Noise ❑ SRA ❑ Fire Sprinklers ❑ Water Tender ❑ Traffic and Drainage fees ❑ 7. Federal Aid Route and/or Federal Aid Secondary Route setback requirement. 8. Building or utilities across lot lines (Lot merger approval by Butte County Land Development.) FLOOR PLAN: 1. Plans and specifications drawn to scale with dimensions and of sufficient clarity (UBC section 106.3.3). 2. 10% of natural light and 5% of ventilation (Uniform Building Code section 1203). 3. Escape or rescue windows shall have a minimum net clear openable area of 5.7 square feet. The minimum net clear openable height dimension shall be 24". The minimum net clear openable width dimension shall be 20". When windows are provided as a means of escape or rescue, they shall have a finished sill height not more than 44" above the floor (Uniform Building Code section 310.4). 4. Skylights (Uniform Building Code section 2409 & 2603.7). 5. Glazing in Hazardous locations (Uniform Building Code section 2406). 6. Habitable space shall have a ceiling height of not less than 7 feet 6 inches except as otherwise permitted in this section. Kitchens, halls, bathrooms and toilet compartments may have a ceiling height of not less than 7 feet measured to the lowest projection from the ceiling (Uniform Building Code section 310.6.1). 7. All habitable rooms except kitchens shall have an area of not less than 70 square feet and not less than 7 feet in any dimension (Uniform Building Code section 310.6.2 & 310.6.3). 8. GFCI in baths, garage, kitchen, wet bar, and exterior receptacles (NEC.210). 9. Water heaters which depend on the combustion of fuel shall not be installed in a room used or designed to be used for sleeping purposes, bathroom, clothes closets or in a closet or other confined space opening into a bath or bedroom (Uniform Plumbing Code section 509.0). 10. Fuel burning equipment shall not be installed in a closet, bathroom or a room readily usable as a bedroom, or in a room, compartment or alcove opening directly into any of these (Uniform Mechanical Code section 304.5). 11. Garage firewall separation - required on garage side including supporting walls and posts (Uniform Building Code section 302.4 exception #3). 12. Under no circumstances shall a private garage have any opening into a room used for sleeping purposes (Uniform Building Code section 312.4). 13. Wood stove location - Alcove — UMC section 205 confined space & 223 unconfined space & 304.2). 14. Smoke detectors (Uniform Building Code section 310.9.1). Page 1 of 2 15. Water closet clearances (Uniform Plumbing Code 408.5). 16. Shower compartment minimum 1024 sq. in. & 30" circle (Uniform Plumbing Code 412.7). 17. Bearing walls shall be supported on masonry or concrete foundations that shall be of sufficient size to support all loads (Uniform Building Code section 1806.3). STRUCTURAL DETAILS: 1. Braced wall panels shall start at not more than 8 feet from each end of a braced wall line. Braced wall panels must be in line or offset from each other by not more than 4 feet (UBC section 2320.11.3). Spacing shall not exceed 34 feet on center in both the longitudinal and transverse directions (UBC section 2320.4.1.) Braced wall lines must be continuous throughout the structure. 2. A California licensed architect or registered engineer must prepare a lateral analysis for the areas of the building that do not comply with the Uniform Building Code. This must include the designer's "wet" stamp, signature, registration number and expiration date on all sheets of plans depicting the designed elements and cover sheets of calculations. 3. Clerestory requiring balloon framing and/or engineering. 4. Foundation plans complete enough to construct building (Uniform Building Code Table 18 -I -C). 5. Floor construction details complete enough to construct building. 6. Elevations and wall construction details complete enough to construct building. 7. Roof construction details complete enough to construct building. 8. Fireplace construction details and calculations if necessary. 9. Garage door header size(s). 10. Porch header size(s). 11. Typical header size(s). 12. Stud heights. . 13. High expansive soil - special foundation design required. 14. Retaining walls requiring design. 15. Gypsum wallboard nailing inspection required. 16. If the area below the lowest floor is fully enclosed, than a minimum of two openings are required with a total net area of at least one square inch for every square foot of area enclosed with the bottom of the openings no more than one foot above grade. Alternatively, certification may be provided by a registered professional engineer or architect that the design will allow equalization of hydrostatic flood forces on exterior walls. Building must be designed and anchored to prevent floatation, collapse or lateral movement. Constriction design requirements must be shown on the building plans. 17. Electric, heating, ventilation, plumbing and air conditioning equipment and other service facilities shall be designed and/or located so as to prevent water from entering or accumulating with the components during conditions of flooding. MISCELLANEOUS ITEMS: L Stairway details - landings, rise and run, head clearance, handrails (Uniform Building Code section 1003). 2. Guardrails (Uniform Building Code section 509). 3. Brick or stone veneer (Uniform Building Code section 1403). 4. Exterior plaster - weep screeds (Uniform Building Code section 2506.5). 5. Roof pitch for roof covering (Uniform Building Code Table 15-B-1& 2, 15-D-1 & 2). 6. Foam insulation - protection. 7. 36" halls and stairways (Uniform Building Code section 1004.3.3.2). 8. Two exits on three - story dwellings (Uniform Building Code section 1004.2.3.2). 9. Underfloor access and ventilation (Uniform Building Code section 2306.3 & 2306.7). 10. Attic access and ventilation (Uniform Building Code section 1505). 11. Sound requirements. 12. Energy design compliance and supporting documentation. 13. CDF responsible area requirements. BUILDING PERMIT REQUIREMENTS: I. ❑ SRA. 2. ❑ Flood elevation certificate. 3. ❑ Fire Sprinklers required. 4. ❑ Special Inspection requirements. 5. ❑ Use Permit conditions. 6. ❑ Sub -Standard Housing letter.' Page 2 of 2 COUNTY OF BUTTE - DEPART'MENT OF DEVELOPMENT SERVICES OWNER'S STATEMENT OF USE - DETACHED ACCESSORY BUILDING PN: ONE:—` BUILDING PMT. N 0J2_ -F70 -0_7q. -60b -'r f 01 - 2 OWNER: Q, J r\ IC'ca C `w j s4 c, -- lJ MAIL ADDRESS: 2� L2 L0. SITE ADDRESS: - % J n qs G 'I PROPOSED USE: I " eS� G(' I '�/� (� PHONE: g'q5-32-7 V0.�C_ ws e ck ovarG1rS 6;'L W • I��O Co rn-e�rc i alL, �� coni rw\,c.d 1�-t vwr eX' w ey ��,e-nt. c.e�rwcrsc�'o� . moi, PLEASE ANSWER QUESTIONS 1-20. PLEASE EXPLAIN YES ANSWERS (2-18) N THE SPACE PROVIDED ON THE REVERSE OF THIS FORM. (PLEASE PRECEDE EACH COMMENT WITH RELATED QUESTION 0) GENERAL INFORMATION: 1. Is there a primary dwelling on the property? Yes: y 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?, . Yes: No: 4. Will the public have access to this building? - Yes: No: 5. Will any advertising, on or off site, be associated with the use of this building? Yes: No: 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: 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 cines? 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 ebsting access to a county maintained road? Yes: No: 13. Will the proposed structure encroach within any recorded easement? Yes: No: 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: No: _ 17. Wig this"building have a sink? Yes: No: �- 18. Willlthwi,building have a water heater? Yes: No: 19. What type of floor covering will the building have? 20. What type of wall covering will the building have? ADDITIONAL INFORMATION: L_ _ A e { 1 hearty affirm under penalty of perjury the above Infromation is true and correct. I understand that any changes to the use, or character of use, of this building will require permits from the permitting authority. I understand that Real Estate Disclosure laws require disclosure of this information If or when offered for sale. OWNER'S SIGNATURE DATE / OWNER'S SIGNATURE DATE FOR DEPARTMENTAL USE REVIEWED BY:. DATE: COMMENTS: oo A Azl� Ar, I., V P� -00 V - , .".. .1. 'vA zz 71, -7 L�R 'A D t.tip si J4, t v Ir M J� ji. x pp�;jOVED rd Butte COUI Weafth x W. 2�1 "�'Ironmetltal Health SEP - 5 2001 Chico, California I 2�1 "�'Ironmetltal Health SEP - 5 2001 Chico, California x Department, c f Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX October 5, 2001 APN: 042-170-079 01-2320 This flood elevation certificate is to remain in the building file. Building for permit number 01- 2320 does not require a flood certificate at this time per location on the property and type of construction. This structure is open on all sides and is setback more than 20 feet from the property line. If building were to be enclosed at a future date or there is a change of occupancy, this certificate may be needed. Sincerely, Marth"Christy Plans Examiner t FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Importantr Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION 8UaD1HG S l REEr A00pfM , UrA. suite. My r o Brdg. No.) OR P.O. ROUTE AND BOX NO. or- O.M.B. No. 3067-0077 Expires July 31. 2002 For u,wmanoa Qxnp" Use - J. `A"n0�a��f�T1DNAtI aaowzoNTAI a►TUw: - souRCE: L_rl GPs (Typet ( of -as,an or nAwlin U NAD 1227 I_.1 NAD 1963 - u uses Quad wp y Otller SECTION 11- FLOW INSURANCE RATE MAP (tel R*ORIMATM Bt. ".=U*= NAW 6 COMMUNITY NNMBER BZ COUNTY NIII.IE 83. STATE rM .:e► - j- _ -t — -- - . _ - ..tui . /' n DATE EFFEC TVT2VZVISIW_ DATE (Zom AO. we�ptll d tloo�rq) 810-'l 5=ft liw 10M d tits BAse Food Elevation (SFE) data or base flood depth entered in 89. U FlSPwa L-1 FMA L...i Coextunity Determined Oew(DesaBbe): Ste_ co 0.4s 811- IrtBcalebabvatlon datum toed forthe Elft InftbQ NGVD 1929 W NAVD 1888 ."1 Other (Oesaibe): 812.Is9mebmadrtgloalee in aCoastal Bartterso Remroes system (csRs)rea « aotlterwtse F,otectea Area (OPA)? u Yes No Oedration0ata: SECTION C - BUMNG ELEVATION DW< MAT M (SURVEY RECAARFD) C1.8uk" alersdons aro based orc MrAn9nxtion Drawhgs- L_PAdng Under Coru0vc9an' I _, JFinished Cgmtt cdon -A aew g i -92 C rlificate vjIlI be required when cm %I i -fond the bulli g is aonplate. C7-8t"V MV= N www N1p (Select 1w buUM diagram most strut b the btidrg f« vAuh tlhis certificate m being completed - see Pages 6 and T. I no dagramT—aco ratety represents the buil M. provide a sketch or photograph.) 01 EI NNIN -Lanes A14M. AE. AH. A (wdh SM. VE. V1430. V (with 8FE). AR. ARIA. ARAE. AR/A-M, ARIAH. AR/AO 0W0ft ft=C3sa below a000Irg.b the brrl ft diagram specified In Item C2.6tate ma datum used. K the datum Is dtferent ftom #wdd=uasd Torfro 8FE In8ewbn B. const the datum b that Hied for ria BFE Show field massuremerds and datautl corryersion 4XIM610L Usetw al ace ptvilded «the Comments creta d8sclfon D «Secftn Q tuts el; 9; b doc meet the datum ewriarsbn- Odea 14 min qCawarsiWCamments N i k R w afaFa whence me* teed $,►le Co. br► 4s� Doss the devdtort mftwaoe mark used appear on the FIRM? u Yes W No O S)Tapdboham bor "iluding basement or enclosure) I S to -C� uno O b) Tap drwit higher floor — fL(m) =o Q� FESSIQ'7[ O d Bollormtdbwest tmorixontal stum�rraf member N zones only) _ fL(m) O d) Att sled garage (top d stab) N f4 fL(m) O s) LOw dalwadon of machinery and/or equipment _ S` m y 0 Q lowest grade (I.AG) S . 11 )' g) KGt t**cent grade WG) 1 SS $a fL(m) 0 h) Lsdpwww t openings (flood vents) within 1 R above adjacent grade A rea ad d permanent openings (flood vents) in C3h sq. h an)(am SECTION D- SURVEYOR. ENGINEER. OR ARCHITECT CERT FIMTION This cer66cdm is b be signed and sealed by a land surveyor. engineer. or architect audmatzed by law to certify elevation information, t aerdj &*ffineitmbtww6on in sec&m A A acrd Con OWs oerOwte Mpreserlts my b9 effoRs to it*wPr al Un data evar7able. ' COMPANY NAME t and Vw d#Www� statement may be pun&wble by &w ori Mader IS U S CodeL secd6n .io0i NAS 1`b r\ Sk"evs -q LICENSE NUMBE 2 n c Z TffLF ADOFtESS _ _ CITY STATE _ „ . LP CODE a.,.._.. _ OA =Gua c rm al zl el , oo CFF Qt�7(�FQCF CIr1F CnQ r rW MNI IATI(1N L?FPI Ar`Fc At I PQFVI(11 IC Fll1Tl(IALC IMPORTANT: In these spaces, copy the correspo-Wing information from Section A. For Insurance Company Use: BUILDING STREET ADDRESS (Mduding Apt.. Unit, uite, and/or Bldg. No.) OR P.O. ROl'1TE AND BOX NO. Policy Number r CITY _ . STATE LP CODE ; Company NAIL Number SECTION O - SURVEYOR. ENGINEER. OR ARCHITECT CERTIFICATION (CONTINUED) COPY both sides of finis Elevation Certificate for (1) community official. (2) insurance agent/comPany. and (3) building owner. COMMENTS -� _,FC on C. _ Ivo k>erS,¢ G� � fl�1yC� X �N `i � S1'1ou�c� � r1o�'e� �ha�' -4�- � ruG�'vt'�. h • . wr no c,.�al�s Av�c�. G oft -�Ivnr. E - INFORMATION LI Check here if attachments FOR ZONE AO and ZONE A (t1Y1'THOtlT BFE) For Zone AO and Zane A (vdthout SIZE). complete Yams E1 livaugh E3. 9 O Elevation C r ficate is intended for use as supporUM idol, tion bra LOMA or LOMR-F, Secdon C rtxrst be oar>Ipleted. E1. Itt"V Diagram Number AL/A (Select the building diagram most sim8ar lo ft build ng for which this certificate is being completed — see pages 6 and 7. If no diagram sxuratety represerits the building. provide a sketch or photograph.) E3. The bP d the botbrn 11oor (indnrdirq basem dor enclosure) Of the buidirq is s= tL(m) tAajtrt.(cm) 6 above or (-J below (died( ane) the highest adjacent grade..I E3- ForZaneAO alar. If no flood depth number is available. Is thtop of the bottom noon elevated ina000rdanoe whh the cm n xWs - lloodplaili management ordinance? U Yes U No U Unknown. The local official must ce W this information to Section G. F -PROPERTY OWNER (OR OWNERS REPRESENTATIVE) CERTIFICATION The plopelty amm ar owrnsrs arrlhorixed represertative who corTnpletes Sections A. B. and E for Zone A (whhout a FE L A =md or yasLred SM or Zone AO mist sign here. PROPERTY OwNEn OR OWNER'S Iu)THORIZED REPRESENTATIWS NAME ADDRESS _-CITY STATE 23P CODE SIGMTURE DATE TELEPHONE COMMENTS —I Check here if attachments SECTION G - COMMUIiIiY INFORMATION (OPTIONAL) The bpi aril who b aulh rued by law or m dh o' ce lo adiv* ter the corrmunW8 noodplain nmrnagenvW ordlosnoe can oomplebe S6cianM.6r C (ar 4 and G ofthis Etevallkm C ifficate. Complete the appiceble ihem(s) and sign below. G1. W Tire iltorr oft In Secdon C was taken from cow doarmerrta ion lug has been signed and embossed by a licensed surveyor. argineercrardntoect who Is aulhorlaed by state or local law lo Darty elevation HO nudorn. (Indicate 0% source and date of the elevation data in the Cornnutnts area below.) G2. l._I A mwu* official completed Section E for a budding braced in Zone A (Without a FEMA4ssued or conw mrrnity4ssued 8FE) or Zane AO. G3. U The biwilrng Horatian (Items G4 -G9) is provided for comrnunity noodplatn management purposes. G7. This Peft hm been issued for: u New Construction u Substantial Improvement GIL Bw--4m of as-blrtlt lowest floor (nduding basement) of the building is: _ fL(m) Datum: G9.6FE orfn Zane AD) depth of flooding at the bulldlrg site is: _ R.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE - COMMENTS 1_I Check here f attachments PPUA r.- RUM At K': QQ PPPI Ar.S=C Al 1 PP"CM I.0 FnMnP,LC BUILDING STREET FEDERAL EMERGENCY MANAGEh1ENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE nt: Read the instructions on pages 1 - 7. SECTION A - PROPERTY OWNER INFORMATION Apt. Unit. Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. O.M.B. No. 3067-0077 Expires July 31, 2002 For Insurance Company: Use - NAIL Number CITY % STATE C A ZIP CODE �1 CS7 PROPERTY EESCRIPTION (Lot and Slodc Numbers, Tax Parcel Number. Le9W Description, eta.) P\91Q: retia- 1-N0-- oma -o_ BUILDING USE (aa Rasidantlat- Non-nmidential- Addition_ Amessory atI Use Cor wWft section 1(jWMssary.) (8k' -w -um or . HORIZONTAL DATUM: SOURCE: (_( GPS (Type); u NAD 1927 U HAD 1963 („_-) USGS Oiled Map i,,,_( Other. SECTION 8 - FLOOO INSURANCE RATE MAP (FIRM) INFORMATION B1- NFiP OOMMUNIY NAME 6 COMMUNITY NUMBER 182. NUM86t GATE EFFECTIVEIRt1/ISED DATE ZONE(SI (Zara AO- use depth of flooding) lack -c.:.� .a I agSs A a X 147 B10. tndttate the souce d the Base Flood Elevation (SFE) data or base flood depth entered In 89. U FIS Pma u FIRM U Community Determined tJ4 Other (Oesc ibe): _5-4.. con -As 811. I16oate f6e ele ration datum used for the St E In B9: Uj NGVD 1929 (._ J NAVD 1988:� 1 Other (Describe): i 812 Is the btd6rtg bated in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes No Designation Date: - BUILDING ELEVATION C1. sul tg devallons are based am WCorutluction Drawings' L jMdmg Under Construction- (_JFinished Construction *Anew Emma n Certificate 'p be required when construction of the building is complete. C2 Sul ft Diagram Number (Select the building diagram most similar to the bA&V for which tihis certificate is being completed - see Pages 6 and T. N no diagram accurately represents the building, provide a sketch or photograph.) C3- EWvzfats -Zones Al -A30. AE. AK A (with BFE). VE, V1430, V (with 8FE). AR, AR/A. AR/AF_ AR/A1-A30, AR/AH, AR/AO Calrplete Items C3a4 below according.to the buildup diagram specified in Item C2. State the dattm used. If the datum is different from the dadm used for the SFE in Section S. convert the datum to that used for to BFE Stow field numsurements and datum conversion caiafaftL the the space provided or the Comments; area of Section 0 or Section G. as appropciabk to document the datum conversim Oah+n W yD gConvemlonlComments. N I A Elevaboe cetera marc used & Co. Br. 9= Does the elevation reference mark used appear on the FIRM? U Yes VjNo O a) Top dbotlomfloor(includingbasementorenclosure) I S!o tL(m) (3 b) Tap d nerd higher floor k 1A — n -(m) a O Q Bottom of lowest horizontal structural member (V zones only) _ R(m) = a O Attaclied garage (top of stab) N _ R(m) IE O e) lhe alevation� swvkk�nary and/or equipment O 0 Loweda *ant grade (LAG) s `f - R(m) 1 � . W cc U 9) Nghest add grade (HAG) tL(m) O h) No- d permanent openings (flood vents) within 1 R above adjacent grade Jyja O a) Total area of a1 pe rnanent matings (fly vents) in C3h Al s,- in. (sq. cm) SECTION O - SURVEYOR ENGINEER. OR ARCHRECT CERTIFICATION This oerti%c don is to be signed and sealed by a land surveyor. engineer. or architect authorized by law to certify elevation information. 1 oertdyVW ttreidW=tbn in Sections A B. and Con tins eert)ficate represents my best efforts to interpret Ire data amlbb/e. 1 undlUMIA &W any false statement may be punishable by fine or imprisonment carder 18 U.S. Codec- Secdon 1001. CERTIFIERS NAME LICENSE NUMBER VIk TILE n - COMPANY NAME r- - 1 1 v, --6l—U- V =G4A G.v�� At 71 O 1(: 00 i CPI= 0 CF CIr1G FruQ rrw- N1 IA-nnN C?Fpl Ar.$=C Al 1 PQ"CU M PrWnrV.LC qy IMPORTANT. In these spaces, copy the rror BUILDING STREET ADDRESS (Including Apt.. Unit CITY information from SectiOrl A and/or Bldg. No.) OR F.O. ROUTE AND BOX STATE For Insurance Company Use: Policy Number ZIP CODE 1, Company SECTION O - SURVEYOR. ENGINEER OR ARCHITECT CERTIFICATION (CONTINUED) COPY both sides of this Elevation Certificate for (1) community official. (2) insurance agent/comPany. and (3) building owner. COMMENTS 1 —he 1H E d hermiAAA bet" On G - r0,- aerSiL ci' cid fl c� Yci X SNP rucivr� h 0 goo+ w'I*V no c,.)alls 00"A t, AA �Ivor� E -BUILDING here if FOR ZONE AO and ZONE A i For Zone AO and Zane A (without BFE). complete Items E1 through E3. if ft E bvadw Certificate is intended for use as supporMV infbMudon bra LOAM or LOUR -)F, Section C ow t be completed Et. BL"g piagrm Number AL/a (Select the bu id'ng ®agram most sknW to the building for which this certificate is being completed — we pages 6 and T. If no diagram accurately represents the buiilding. provide a sketch or photograph.) t3 The bP of fhe Oottorn floor (kw*xn g basement or enclosure) ofthe buidkhg is (Q= R.(m) QaJim(C m) 6 above or L J below (check ane) the highest adlaoent grade•l E3. FarbneAt) amy: 6 no Rood depth number is available. Is the top of the bottom floor elevated in accordance with the cormmlzWs tloodplan management ardinanoe? LI Yes LI No L) Unknown. The local official must 0ettify th)s information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The P op«h owner or ownees authort eed representative who oompletes Sections A. B, and E for Zone A (without a FEMA -issued or o nITIL1 � mued BM or Zone AO must sign here. PROPERTY OWNERS OR OWNER'S AUT HORDED REPRESENTATIVE'S NAME ADDRESS CITY STATE 23P CODE SIGNATURE DATE TELEPHONE COMMENTS Cttedc here if attachrments SECTION G - COMMUW7Y WFORMATION The boat ofidel who b sutihortaed by law or aidkotoe loadrrihlsterthe con marWs floodplain management oNOnw oe can complete SeaionsA. B„ C (ar 4 and G of thus Bevation C dficata. Complete the applicable items) and sign below. G1. U TM * lb.. ft In Section C was Um from other documentation that has been signed and embossed by a licensed surveyor. engilteeror architect who Is aulhort wd by state or local law to codify elevation kdormhatiorL (Indicate the source and date of the elevalim data in the Comments area below.) G2. U A ooltlrnlnity official completed Section E for a building located in Zone A (without a FEMA-4ssued or community -Issued BFE) or L=7 9 G3. u The f fttg Mormation (Remi 434-G9) is provided for community floodplain management purposes. G7. This Punt has beech issued for: LJ New Com*uction l -j Substantial Improvement GIL Bevatan of W butt lowest floor (nctuding basemenq of the building is: _ ft.(m) Datum: G9. BFE a (ah Zone AO) depth of flooding at the building site is: _ IL(m) Datum: LOCAL OFFICIAL'S NAME TITLE Comm NAME TELEPHONE SIGNATURE DATE I I Check here if attachments GSA r.- Alli Al In QQ QFPI ArFC Al I OQFMCM I.Q Fr'%MrVLC V DANIEL J. DOBBIE _ _ Page:. 1 aD Professional Engineer Job NO: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 Phone/Fax (530) 345-4743 Woodard Horse Arena PROJECT SCOPE: PROVIDE ENGINEERING FOR FOUNDATIONS TO A 70'x 110' ROOF ONLY HORSE ARENA. COLUMN FOOTINGS SHALL BE DESIGNED FOR REACTIONS PROVIDED BY THE METAL BUILDING DESIGNER. COLUMN FOOTINGS SHALL BE ISOLATED FOOTINGS DESIGNED FOR COMBINED LATERAL AND UPLIFT LOADING AS WELL AS DEAD PLUS LIVE PLUS FRAME THRUST LOADING CONDITIONS. DESIGN DATA: UNIFORM BUILDING CODE 1997 EDITION SEISMIC ZONE ZONE 3 WIND SPEED 80 MPH WIND EXPOSURE EXPOSURE C CONCRETE COMPRESSIVE STRENGTH (fc) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60 KSI ALLOWABLE SOIL BEARING PRESSURE (TABLE 18-1-A) 1000 PSF ALLOWABLE LATERAL BEARING PRESSURE(TABLE 18-1-A) 120 PSF COEFFICIENT OF SOIL FRICTION 0.25 20 ��� pUNi� sdI►.pING DEPARTME" DANIIEL J. IJOBBIE Page: 2 aD Professional Engineer Job No: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 Phone/F W#*T6 jTINGS LINES 2, 3, & 4 (C#�dard Horse Arena COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + L) 17.38 KIPS HORIZONTAL OUTWARD THRUST (Rho) (D + L) 8.74 KIPS VERTICAL UPLIFT (Rvu) (D + W) (NEGATIVE = UPLIFT) -18.90 KIPS HORIZONTAL INWARD FORCE (Rhi) (D + W) 11.72 KIPS FOOTING DATA: FOOTING THICKNESS (Tf) 2.00 FT FOOTING WIDTH (Wf) 5.00 FT FOOTING LENGTH (Lf) 10.00 FT FOOTING WEIGHT (VO 15.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 2.00 FT KEY WIDTH (Wk) 1.50 FT KEY DEPTH. (Tk) 3.00 FT KEY WEIGHT (Vk) 3.38 KIPS DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) 7.00 FT WEIGHT OF CURB RESISTING UPLIFT (Wc) 0.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL CURB (D2) 0.00 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.50 FT WEIGHT OF SOIL OVER FOOTING (Ws) (RESISTING UPLIFT) 2.75 KIPS DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) 3.00 FT FOOTING —� FOOTING PLAN D1 Rvu T . D2 Wf GRADE BEA D3 Tf Dk Lf FOOTING ELEVATION OVERTURNING ON FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) RESISTING MOMENT (Mr) SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) DISTANCE OF RESULTANT FROM EDGE (Lr) RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) ECCENTRICITY (e) e = Lf/2 - Lr MAXIMUM SOIL PRESSURE (qmax) qmax = 2*Fv/(Wf*3*Lr) MINIMUM SOIL PRESSURE (qmin) RESISTANCE TO SLIDING: COEFFICIENT OF FRICTION (CO ALLOWABLE LATERAL BEARING PRESSURE (b) LOAD DURATION FACTOR (Cd) HORIZONTAL SLIDING FORCE (Fs) FRICTION RESISTANCE (Rf) = Cf * Fv LATERAL SOIL RESISTANCE (RS) ' TOTAL RESISTANCE TO SLIDING (Rt) 26.22 KIP FT OK 119.89 KIP FT 35.76 KIPS 2.62 FT NO 2.38 FT DEDUCT WT OF CONC OK OK 0.885 KSF 0.000 KSF 0.25 0.120 KSF ^2 1 NORMAL 8.74 KIPS 8.94 KIPS 9.08 KIPS 18.01 KIPS FOOTINGS LINES 5- 0" WIDE x 10'- 0" LONG x 2'- 0" THICK 2.3. & 4: W/ 12 - #8 LONG. & #5 @ 18" TRANS. @ BOTTOM #5 @ 18" ox. EA WAY @ TOP W/V-6"WIDE x3'-0"DEEP KEY W/5-#6 EA FACE CENTER KEY 3'- 0" FROM FTG EDGE CENTER COLUMN 2'- 0" FROM FTG EDGE DANIIEL J. CIOBBIE Page: 3 /,z< \rwn Professional Engineer Job No: 1035 20 Mayfair Drive Date: August 2001 Chico CA 95 13 7 7 CO2W 114%&LINES 2, 3, & 4 (D+L) (COMOdard Horse Arena FOOTING DESIGN: 2500 PSI CONCRETE COMPRESSIVE STRENGTH (f c) REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf*12 - 3.25 20.75 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.65 LIVE LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) 96.43 KIP FT IS TOTAL SOIL REACTION FROM UNDER COLUMN? NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) 0.00 KIP FT ULTIMATE MOMENT (Mu) 159.11 KIP FT REINFORCING STEEL RATIO (p) 0.007675 USE: REINFORCING STEEL RATIO (p') = p * 1.33 0.007675 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 9.555 IN ^2 USE: 12 - #8 As = 9.48 IN "2 TRANSVERSE BENDING: (1' - 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) 2.09 KIP FT ULTIMATE MOMENT (Mu) 3.45 KIP FT REINFORCING STEEL RATIO (p) 0.000149 < pmin USE: REINFORCING STEEL RATIO (p') = p * 1.33 0.000198 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.049 IN^2 TRY: REINFORCING BAR SIZE (#) 5 AREA OF REINFORCING BAR (A) 0.31 SQ.IN. REIFORCING SPACING (Sp) 18 IN. O.C. AREA OF STEEL PROVIDED (As) A*12/Sp= 0.207 IN^2 USE: #5 @ 18" ox. (7 - #5 OVER FTG LENGTH) KEY DESIGN: REINFORCING DEPTH (d) d = Wk*12 - 3.25 14.75 IN MOMENT IN KEY (Mk) (OVER FTG WIDTH) 12.15 KIP FT ULTIMATE MOMENT IN KEY (Muk) 20.05 KIP FT REINFORCING STEEL RATIO (p) 0.001750 USE: REINFORCING STEEL RATIO (p') = p 0.001750 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 1.548 IN^2 USE: 5 - #6 As = 2.20 IN"2 FOOTINGS LINES 5- 0" WIDE x 10'- 0" LONG x 2'- 0" THICK 2.3. & 4: W/ 12 - #8 LONG. & #5 @ 18" TRANS. @ BOTTOM #5 @ 18" ox. EA WAY @ TOP W/V-6"WIDE x3'-0"DEEP KEY W/5-#6 EA FACE CENTER KEY 3'- 0" FROM FTG EDGE CENTER COLUMN 2'- 0" FROM FTG EDGE DANIEL J. DOBBIE Page: 4 aD Professional Engineer Job N0: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 W Phone/F 3 ff-bbTINGS LINES 2, 3, & 4 (Q+ dard Horse Arena COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + L) 17.38 KIPS HORIZONTAL OUTWARD THRUST (Rho) (D + L) 8.74 KIPS VERTICAL UPLIFT (Rvu) (D + W) (NEGATIVE = UPLIFT) -18.90 KIPS HORIZONTAL INWARD FORCE (Rhi) (D + W) 11.72 KIPS FOOTING DATA: 2.00 FT FOOTING THICKNESS (TO FT FOOTING WIDTH (WD 10.00 10.00 FOOTING LENGTH (Lf) IPS 15.00 KIPS FOOTING WEIGHT (VO DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) 2.00 FT KEY WIDTH (Wk) 1.50 FT KEY DEPTH (Tk) 3.00 FT KEY WEIGHT (Vk) 3.38 KIPS DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) 7.00 FT WEIGHT OF CURB RESISTING UPLIFT (Wc) 0.00 KIPS DISTANCE FROM EDGE OF FOOTING TO CL CURB (D2) 0.00 FT DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) 0.50 FT WEIGHT OF SOIL OVER FOOTING (Ws) (RESISTING UPLIFT) 2.75 KIPS DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) 3.00 FT FOOTING PLAN D1 Rvut . D2 Wf GRADE BEA F:: D3 Tf Dk Lf FOOTING ELEVATION OVERTURNING ON FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) OK RESISTING MOMENT (Mr) SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) DISTANCE OF RESULTANT FROM EDGE (Lr) RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) ECCENTRICITY (e) e = Lf/2 - Lr MAXIMUM SOIL PRESSURE (qmax) qmax = Fv/(Wf*Lf)*(1+6*e/Lf) OK MINIMUM SOIL PRESSURE (qmin) qmin = Fv/(W*L)*(1-6*e/L) RESISTANCE TO SLIDING: COEFFICIENT OF FRICTION (Co ALLOWABLE LATERAL BEARING PRESSURE (b) LOAD DURATION FACTOR (Cd) HORIZONTAL SLIDING FORCE (Fs) FRICTION RESISTANCE (RD = Cf * Fv LATERAL SOIL RESISTANCE (Rs) OK TOTAL RESISTANCE TO SLIDING (Rt) YES 72.96 KIP FT 112.38 KIP FT 2.23 KIPS 17.71 FT -12.71 FT -0.295 KSF 0.384 KSF 0.25 0.120 KSF ^2 1.33 WIND 11.72 KIPS 0.56 KIPS 12.07 KIPS 12.63 KIPS a\rwn DANIEL J. DOBBIE Page: 5 Q Professional Engineer Job No: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 Phone/Fax (530) 3454743 Woodard Horse Arena COLUMN FOOTINGS LINES 2, 3, & 4 (D+W) (CONT) FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH (fc) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf*12 - 3:25 STRENGTH REDUCTION FACTOR (phi) STRENGTH METHOD LOAD FACTOR LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) IS TOTAL SOIL REACTION FROM UNDER COLUMN? MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') = p * 1.33 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) USE: 12 TRANSVERSE BENDING: (1'- 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) ULTIMATE MOMENT (Mu) REINFORCING,STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') = p * 1.33 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) TRY: REINFORCING BAR SIZE (#) AREA OF REINFORCING BAR (A) REIFORCING SPACING (Sp) - #8 As = 9.48 IN^2 2500 PSI 60000 PSI 20.75 IN 0.9 1.3 WIND -2.77 KIP FT NO 0.00 KIP FT 0.00 KIP FT 0.000000 < pmin 0.000000 0.000 IN^2 -0.92 KIP FT -1.20 KIP FT -0.000052 #DIV/0! #DIV/0! #DIV/0! IN^2 5 AREA OF STEEL PROVIDED (As) A*12/Sp= USE: #5 @ 18" O.C. (7 - #5 OVER FTG LENGTH) KEY DESIGN: 0.31 SQ.IN. 18 IN. O.C. 0.207 IN^2 REINFORCING DEPTH (d) d = Wk*12 - 3.25 14.75 IN MOMENT IN KEY (Mk) (OVER FTG WIDTH) 16.16 KIP FT ULTIMATE MOMENT IN KEY (Muk) 21.01 KIP FT REINFORCING STEEL RATIO (p) 0.001836 USE: REINFORCING STEEL RATIO (p') = p 0.001836 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 1.625 IN ^2 USE: 5 - #6 As = 2.20 IN^2 FOOTINGS LINES 5- 0" WIDE x 10'- 0" LONG x 2'- 0" THICK 2. 3. & 4: W/ 12 - #8 LONG. & #5 @ 18" TRANS. @ BOTTOM #5 @ 18" o.c. EA WAY @ TOP W/ V- 6" WIDE x 3'- 0" DEEP KEY W/ 5 - #6 DWLS CENTER KEY 3'- 0" FROM FTG EDGE CENTER COLUMN 2'- 0" FROM FTG EDGE DANItL J. BOBBIE Page: 6 aD Professional Engineer .Job No: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 oodard Horse Arena Phone/F�c ffilg &TINGS LINES 1 & 5 (D+L� COLUMN REACTIONS: VERTICAL DOWNLOAD (Rvd) (D + L) HORIZONTAL OUTWARD THRUST (Rho) (D + L) VERTICAL UPLIFT (Rvu) (D + WIND) (NEGATIVE = UPLIFT) HORIZONTAL INWARD FORCE (Rhi) ((D + WIND) FOOTING DATA: FOOTING THICKNESS (TO FOOTING WIDTH (WO FOOTING LENGTH (Lf) FOOTING WEIGHT (VO DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) KEY WIDTH (Wk) KEY DEPTH (Tk) KEY WEIGHT (Vk) DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) WEIGHT OF CURB RESISTING UPLIFT (Wc) DISTANCE FROM EDGE OF FOOTING TO CL CURB (D2) DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) FOOTING PLAN D2 D1 Rvd � :ho Wf RADE BEA D3 ' Tf Dk Lf FOOTING ELEVATION OVERTURNING ON FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) RESISTING MOMENT (Mr) SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) DISTANCE OF RESULTANT FROM EDGE (Lr) RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) ECCENTRICITY (e) e = Lf/2 - Lr MAXIMUM SOIL PRESSURE (qmax) gmax = 2*Fv/(Wf*3*Lr) MINIMUM SOIL PRESSURE (qmin) RESISTANCE TO SLIDING: COEFFICIENT OF FRICTION (CO ALLOWABLE LATERAL BEARING PRESSURE (b) LOAD DURATION FACTOR (Cd) HORIZONTAL SLIDING FORCE (Fs) FRICTION RESISTANCE (Rf) = Cf * Fv LATERAL SOIL RESISTANCE (Rs) TOTAL RESISTANCE TO SLIDING (Rt) M DEDUCT WT OF CONC OK OK NO 9.49 KIPS 4.80 KIPS -9.80 KIPS 6.02 KIPS 2.00 FT 3.50 FT 8.00 FT 8.40 KIPS 6.00 FT 1.33 FT' 2.00 FT 1.40 KIPS 2.50 FT 0.00 KIPS 0.00 FT 0.50 FT 3.00 FT 14.40 KIP FT 56.07 KIP FT 19.29 KIPS 2.16 FT 1.84 FT 0.837 KSF 0.000 KSF 0.25 0.120 KSF "2 1 NORMAL 4.80 KIPS 4.82 KIPS 4.25 KIPS 9.07 KIPS DANIEL J. DOBBIE Page: .7 aD Professional Engineer Job No: 1035 20 Mayfair Drive Date: August 2001 Chico CA 95973-0707 0Qt f3Q0%LNQ5 LINES 1 & 5 (D+L) (COMPOdard Horse Arena FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH ft) REINFORCING STEEL YIELD STRENGTH (fy) REINFORCING DEPTH (d) d = Tf*12 - 3.25 STRENGTH REDUCTION FACTOR (phi) STRENGTH METHOD LOAD FACTOR LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) IS TOTAL SOIL REACTION FROM UNDER COLUMN? MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') = p * 1.33 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) USE: 4 TRANSVERSE BENDING: (1' - 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) ULTIMATE MOMENT (Mu) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') = p * 1.33 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) TRY: REINFORCING BAR SIZE (#) AREA OF REINFORCING BAR (A) REIFORCING SPACING (Sp) - #8 As = 3.16 IN"2 2500 PSI 60000 PSI 20.75 IN 0.9 1.65 LIVE 0.00 KIP FT NO 36.44 KIP FT 60.13 KIP FT 0.002688 < pmin 0.003584 3.123 IN^2 0.63 KIP FT 1.04 KIP FT 0.000045 < pmin 0.000060 0.015 IN^2 5 0.31 SQ.IN. 18 IN. O.C. 0.207 IN^2 AREA OF STEEL PROVIDED (As) A*12/Sp= USE: #5 @ 18" ox. (6 - #5 OVER FTG LENGTH) KEY DESIGN: REINFORCING DEPTH (d) d = Wk*12 - 3.25 MOMENT IN KEY (Mk) (OVER FTG WIDTH) ULTIMATE MOMENT IN KEY (Muk) REINFORCING STEEL RATIO (p) USE: REINFORCING STEEL RATIO (p') = p AREA OF REINFORCING STEEL REQUIRED (Asreq'd) USE: 4 - #6 As =1.76 IN^2 3.25 IN 3.22 KIP FT 5.31 KIP FT 0.011034 0.011034 1.506 IN^2 FOOTINGS LINES 3'- 6" WIDE x 8'- 0" LONG x 2'- 0" THICK 1 &5: W/ 4 - #8 LONG. & #5 @ 18" TRANS. @ BOTTOM #5 @ 18" ox. EA WAY @ TOP W/ V- 4" WIDE x 2'- 0" DEEP KEY W/ 4 - #6 ONE FACE CENTER KEY 2'- 6" FROM FTG EDGE CENTER COLUMN 2'- 0" FROM FTG EDGE DANIEL J. DOBBIE Page: 8 aD Professional Engineer Job No: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 Phone/Fa' {WgObOTINGS LINES 1 & 5 (D+%odard Horse Arena COLUMN REACTIONS: VERTICAL, DOWNLOAD (Rvd) (D + L) HORIZONTAL OUTWARD THRUST (Rho) (D + L) VERTICAL UPLIFT (Rvu) (D + W) (NEGATIVE = UPLIFT) HORIZONTAL INWARD FORCE (Rhi) (D + W) FOOTING DATA: FOOTING THICKNESS (To FOOTING WIDTH (WO FOOTING LENGTH (Lf) FOOTING WEIGHT (VO DISTANCE FROM EDGE OF FOOTING TO CL COLUMN (D1) KEY WIDTH (Wk) KEY DEPTH (Tk) KEY WEIGHT (Vk) DISTANCE FROM EDGE OF FOOTING TO CL KEY (Dk) WEIGHT OF CURB RESISTING UPLIFT (WC) DISTANCE FROM EDGE OF FOOTING TO CL CURB (D2) DEPTH AT TOP OF FOOTING BELOW NATURAL GRADE (Dn) WEIGHT OF SOIL OVER FOOTING (Ws) (RESISTING UPLIFT) DISTANCE ABOVE BOTTOM OF FTG Rh APPLIED (D3) FOOTING FOOTING PLAN D1 Rvu t ' D2 Rhi Wf GRADE BEAM--,,,�! D3 E�• Tf Dk U FOOTING ELEVATION OVERTURNING ON FOOTING ASSEMBLY: OVERTURNING MOMENT (Mot) OK RESISTING MOMENT (Mr) SOIL BEARING PRESSURE: SUM OF VERTICAL LOADS (Fv) DISTANCE OF RESULTANT FROM EDGE (Lr) RESULTANT LOCATED INSIDE KERN? (MIDDLE 1/3) ECCENTRICITY (e) e = Lf/2 - Lr MAXIMUM SOIL PRESSURE (qmax) gmax = Fv/(Wf Lf)"(1+6•e/Lf) OK MINIMUM SOIL PRESSURE (qmin) gmin = Fv/(W'L)"(1-6"e/L) RESISTANCE TO SLIDING: COEFFICIENT OF FRICTION (Cf) ALLOWABLE LATERAL BEARING PRESSURE (b) LOAD DURATION FACTOR (Cd) HORIZONTAL SLIDING FORCE (Fs) ' FRICTION RESISTANCE (Rf) = Cf " Fv LATERAL SOIL RESISTANCE (Rs) OK TOTAL RESISTANCE TO SLIDING (Rt) YES 9.49 KIPS 4.80 KIPS -9.80 KIPS 6.02 KIPS 2.00 FT 3.50 FT 8.00 FT 8.40 KIPS 2.00 FT 1.33 FT 2.00 FT 1.40 KIPS 5.50 FT 0.00 KIPS 0.00 FT 0.50 FT 1.54 KIPS 3.00 FT 37.66 KIP FT 47.44 KIP FT 1.54 KIPS 6.37 FT -2.37 FT -0.042 KSF 0.152 KSF 0.25 .0.120 KSF ^2 1.33 WIND 6.02 KIPS 0.38 KIPS 5.66 KIPS 6.04 KIPS z< Art DANIEL J. BOBBIE Page: 9 Professional Engineer Job No: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 Phone/Fax (530) 3454743 Woodard Horse Arena COLUMN FOOTINGS LINES 1 & 5 (D+W) (CONT) FOOTING DESIGN: CONCRETE COMPRESSIVE STRENGTH (fc) 2500 PSI REINFORCING STEEL YIELD STRENGTH (fy) 60000 PSI REINFORCING DEPTH (d) d = Tf*12 - 3.25 20.75 IN STRENGTH REDUCTION FACTOR (phi) 0.9 STRENGTH METHOD LOAD FACTOR 1.3 WIND LONGITUDINAL BENDING: (FULL FTG WIDTH) MOMENT FOR RESULTANT INSIDE KERN (Mmax) -0.23 KIP FT IS TOTAL SOIL REACTION FROM UNDER COLUMN? NO MOMENT W/ SOIL RESULTANT OUTSIDE KERN(Mmax) 0.00 KIP FT ULTIMATE MOMENT (Mu) 0.00 KIP FT REINFORCING STEEL RATIO (p) 0.000000 < pmin USE: REINFORCING STEEL RATIO (p') = p * 1.33 0.000000 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.000 IN^2 USE: 4 - #8 As = 3.16 IN "2 TRANSVERSE BENDING: (1' - 0" LENGTH) TRANSVERSE BENDING MOMENT (Mmax) -0.07 KIP FT ULTIMATE MOMENT (Mu) -0.08 KIP FT REINFORCING STEEL RATIO (p) -0.000004 #DIV/0! USE: REINFORCING STEEL RATIO (p') = p * 1.33 #DIV/01 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) #DIV/01 IN^2 TRY: REINFORCING BAR SIZE (#) 5 AREA OF REINFORCING BAR (A) 0.31 SQ.IN. REIFORCING SPACING (Sp) 18 IN. O.C. AREA OF STEEL PROVIDED (As) A*12/Sp= -0.207 IN"2 USE: #5 @ 18" o.c. (6 - #5 OVER FTG LENGTH) KEY DESIGN: REINFORCING DEPTH (d) d = Wk -12 - 3.25 12.71 IN MOMENT IN KEY (Mk) (OVER FTG WIDTH) 4.28 KIP FT ULTIMATE MOMENT IN KEY (Muk) 5.57 KIP FT REINFORCING STEEL RATIO (p) 0.000644 < pmin USE: REINFORCING STEEL RATIO (p') = p*1.33 0.000859 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.458 IN"2 USE: 4 - #6 As = 1.76 IN"2 FOOTINGS LINES 3'- 6" WIDE x 8'- 0" LONG x 2' - 0" THICK 1 &5: W/ 4 - #8 LONG. & #5 @ 18" TRANS. @ BOTTOM #5 @ 18" o.c. EA WAY @ TOP W/ 1'- 4" WIDE x 2'- 0" DEEP KEY W/ 4 - #6 ONE FACE CENTER KEY 2' - 6" FROM FTG EDGE CENTER COLUMN 2'- 0" FROM FTG -EDGE DANIEL J. BOBBIE Page: 10 aD _ Professional Engineer Job No: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 � V9rd Horse Arena O®NCft�'t Af&ER FOOTINGS AT LINESv� COLUMN DATA: LENGTH OFCOLUMN (L) 14 IN WIDTH OF COLUMN (W) 12 IN HEIGHT OF COLUMN (H) 1.00 FT VERTICAL LOAD ON TOP OF COLUMN (P) 9.49 KIPS HORIZONTAL LOAD AT TOP OF COLUMN (Fh) 6.02 KIPS SOURCE OF HORIZONTAL LOAD WIND REINFORCING IN COLUMN: GROSS CROSS SECTIONAL AREA (Ag) 168 IN^2 IS SECTION LARGER THAN REQUIRED FOR LOADS? NO MINIMUM AREA VERTICAL REINFORCING (As) (UBC SECS 1910.9.1 & 1910.8.4) As = 0.01 * Ag 1.680 IN^2 SIZE OF REINFORCING AT EACH CORNER #6 AREA OF REINFORCING PROVIDED (Ast) 1.76 IN^2 OK AXIAL LOADS ON COLUMN: CONCRETE STRENGTH (fc) 2500 PSI REINFORCING YIELD STRENGTH (Fy) 60000 PSI STRENGTH REDUCTION FACTOR (phi) 0.70 STRENGTH METHOD LOAD FACTOR 1.65 ULTIMATE AXIAL LOAD (Pu) 15.66 KIPS ULTIMATE COLUMN STRENGTH (phiPn) 259.1 KIPS OK phiPn=0.80*phi *(0.85*fc*Ag+Fy*Ast) SLENDERNESS EFFECTS: IS COLUMN BRACED AGAINST SIDESWAY? NO EFFECTIVE LENGTH FACTOR (k) 1.0 UNSUPPORTED LENGTH OF MEMBER (lu) = H * 12 12 IN RADIUS OF GYRATION (r) = 0.3 * W 3.6 IN SLENDERNESS RATIO (k*lu/r) 3 < 22 OK FLEXURAL LOADS ON COLUMN: LOAD FACTOR (F) 1.7 LIVE OVERTURNING MOMENT (Mot) = Fh * H 6.02 KIP FT RESISTING MOMENT (Mr) = P * U12/2 (UPLIFT) 0.00 KIP FT ULTIMATE MOMENT (Mu) _ (Mot - Mr) * F 10.23 KIP FT REINFORCING DEPTH (d) d = L - 1.75 12.25 IN STRENGTH REDUCTION FACTOR (phi) 0.9 REINFORCING STEEL RATIO (p) . 0.001100 < pmin REINFORCING STEEL RATIO (p') (USE p' = 1.33 * p) 0.001466 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.251 IN^2 < Ast/2 OK SHEAR LOADS TO COLUMN: ULTIMATE SHEAR (Vu) = Fh * F 10.23 KIPS STRENGTH REDUCTION FACTOR (phi) 0.85 ALLOWABLE SHEAR FOR CONCRETE (phiVc/2) 6.25 KIPS phiVc/2 = phi * 2 * f1C^0.5 * W * d * 0.5 SHEAR REINFORCING REQ'D COLUMN TIES: IS FLEXURAL REINFORCING DEVELOPED WITH HOOKS? NO SIZE OF COLUMN TIE USED #3 AREA OF SHEAR REINFORCING (Av) 0.22 IN^2 SHEAR ON HORIZONTAL REINFORCING (vs) = vu - vc . -0.02604082 FORMULA FOR CALCULATING TIE SPACING (s) = Av * Fy * d / (vs * d * L) TIE SPACING (s) 226.19 IN o.c. MIN TIE SPACING FOR HOOKED FLEX REINF (3*db) NOT APP IN o.c. MIN TIE SPACING (REINF REQ'D d/2) 6.125 IN o.c. GOVERNS PEDESTAL OVER FTGS ` 12" x 14" x V-0" HIGH W/ 4 - #6 VERT. LINES 1 & 5: & #3 TIES @ 6" o.c. DANIEL J. BOBBIE Page: 11 aD Professional Engineer Job No: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 CGNCR 46L'JVaER FOOTINGS AT LINES ° Horse Arena COLUMN DATA: LENGTH OFCOLUMN (L) 18 IN WIDTH OF COLUMN (W) 12 IN HEIGHT OF COLUMN (H) 1.00 FT VERTICAL LOAD ON TOP OF COLUMN (P) 17.38 KIPS HORIZONTAL LOAD AT TOP OF COLUMN (Fh) 11.72 KIPS SOURCE OF HORIZONTAL LOAD WIND REINFORCING IN COLUMN: GROSS CROSS SECTIONAL AREA (Ag) 216 INA 2 IS SECTION LARGER THAN REQUIRED FOR LOADS? NO MINIMUM AREA VERTICAL REINFORCING (As) (UBC SECS 1910.9.1 & 1910.8.4) As = 0.01 * Ag 2.160 IN A 2 _SIZE OF REINFORCING AT EACH CORNER #7 AREA OF REINFORCING PROVIDED (Ast) 2.40 IN^2 OK AXIAL LOADS ON COLUMN: CONCRETE STRENGTH (f c) 2500 PSI REINFORCING YIELD STRENGTH (Fy) 60000 PSI STRENGTH REDUCTION FACTOR (phi) 0.70 STRENGTH METHOD LOAD FACTOR 1.60 ULTIMATE AXIAL LOAD (Pu) 27.81 KIPS ULTIMATE COLUMN STRENGTH (phiPn) 337.7 KIPS OK phiPn=0.80*phi *(0.85*fc*Ag+Fy*Ast) SLENDERNESS EFFECTS: IS COLUMN BRACED AGAINST SIDESWAY? NO EFFECTIVE LENGTH FACTOR (k) 1.0 UNSUPPORTED LENGTH OF MEMBER (lu) = H * 12 12 IN RADIUS OF GYRATION (r) = 0.3 * W 3.6 IN SLENDERNESS RATIO (k*lu/r) 3 < 22 OK FLEXURAL LOADS ON COLUMN: LOAD FACTOR (F) 1.7 LIVE OVERTURNING MOMENT (Mot) = Fh * H 11.72 KIP FT RESISTING MOMENT (Mr) = P * LJ12/2 (UPLIFT) 0.00 KIP FT ULTIMATE MOMENT (Mu) _ (Mot - Mr) * F 19.92 KIP FT REINFORCING DEPTH (d) d = L - 1.75 16.25 IN STRENGTH REDUCTION FACTOR (phi) 0.9 REINFORCING STEEL RATIO (p) 0.000944 < pmin REINFORCING STEEL RATIO (p') (USE p'= 1.33 * p) 0.001258 AREA OF REINFORCING STEEL REQUIRED (Asreq'd) 0.368 INA 2 < AsV2 OK SHEAR LOADS TO COLUMN: ULTIMATE SHEAR (Vu) = Fh * F 19.92 KIPS STRENGTH REDUCTION FACTOR (phi) 0.85 ALLOWABLE SHEAR FOR CONCRETE (phiVc/2) 8.29 KIPS phiVc/2 = phi * 2 * fc^0.5 * W * d * 0.5 SHEAR REINFORCING REQ'D COLUMN TIES: IS FLEXURAL REINFORCING DEVELOPED WITH HOOKS? NO SIZE OF COLUMN TIE USED #3 AREA OF SHEAR REINFORCING (Av) 0.22 IN"2 SHEAR ON HORIZONTAL REINFORCING (vs) = vu - vc 0.001449573 FORMULA FOR CALCULATING TIE SPACING (s). = Av * Fy * d / (vs * d * L) TIE SPACING (s) 99.98 IN o.c. MIN TIE SPACING FOR HOOKED FLEX REINF (3*db) NOT APP IN O.C. MIN TIE SPACING (REINF REQ'D d/2) 8.125 IN O.C. GOVERNS PEDESTAL OVER FTGS 12" x 18" x V-0" HIGH W/ 4 - #7 VERT. LINES 2. 3. & 4: & #3 TIES @ 6" O.C. DANIEL J. BOBBIE. 2z< \rA Professional Engineer 20 Mayfair Drive Chico, CA 95973-0707 Phone/Fax (530) 345-4743 Page: 12 Job No: 1035 Date: August 2001 . Woodard Horse Arena COLUMN ANCHOR BOLTS LINES 2, 3, & 4 ANCHOR BOLT DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION 1997 UBC SEC 1923.2 STRENGTH DESIGN FOR ANCHOR BOLTS IN CONCRETE ASSUMPTIONS: ALL BOLTS A307 OR A36 STEEL (fy = 36KS1) ALL NORMAL WEIGHT CONCRETE (lamda = 1.0) BOLTS IN TENSION ZONE? (YES OR NO) NO ADDITIONAL LOAD FACTOR 2.0 NO SPECIAL INSPECTION REQ'D DESIGN DATA: CONCRETE COMPRESSIVE STRENGTH (fc) 2500 PSI BOLT STEEL TENSILE STRENGTH (fut) 60000 PSI STRENGTH REDUCTION FACTOR (phi) 0.65 DESIGN VARIABLES: NUMBER OF BOLTS IN TENSION (n) (LIMIT 4) 4 DISTANCE BETWEEN ANCHORS (z) 5 IN EFFECTIVE PROJECTED SURFACE AREA (Ap) 1975 IN^2 BOLT DIAMETER (D) 0.75 IN BOLT AREA (Ab) 0.44 IN^2 EMBEDMENT LENGTH (E) 18 IN SHORTEST DISTANCE TO EDGE OF CONCRETE (de) 6.5 IN ULTIMATE TENSION LOAD ON BOLT ASSEMBLY (Pu) 24.57 KIPS ULTIMATE SHEAR LOAD ON BOLT ASSEMBLY (Vu) 15.24 KIPS FACTORED ULTIMATE TENSION LOAD (Pu') 49.14 KIPS FACTORED ULTIMATE SHEAR LOAD (Vu') 30.48 KIPS 1997 UBC SEC 1923.3.2 DESIGN STRENGTH IN TENSION: BOLT STRENGTH (Pss) Pss = 0.9*Ab*fut*n 95.4 KIPS OK. CONCRETE STRENGTH (phiPc) phiPc = phi*4*Ap*f&.5 256.8 KIPS OK 1997 UBC SEC 1923.3.3 DESIGN STRENGTH IN SHEAR: BOLT STRENGTH (Vss) Vss = 0.75*Ab*fut*n 79.5 KIPS OK CONCRETE STRENGTH (phiVc) phiVc = phi*2*pi*de^2*fc^.5*n 34.5 KIPS OK 1997 UBC SEC 1923.3.4 COMBINED TENSION AND SHEAR: (1/phi) (Pu'/Pc) = 0.19 OK (11 /phi) (Vu'Nc) = 0.88 OK 1/phi [(Pu'/Pc)^2 + (VU'NC)^2] = 0.53 OK (Pu'/Pss)^2 + (Vu'Nss)^2 = 0.41 OK COLUMN ANCHORS: 4 - 3/4" x 34" ANCHOR BOLTS LINES 2. 3. & 4: DANIEL J. DOBBIE Page: 13 aD Professional Engineer Job NO: 1035 20 Mayfair Drive Date: August 2001 Chico, CA 95973-0707 M,0"1r: (530) 345-4743 Woodard Horse Arena COLUMN ANCHOR BOLTS LINES 1 & 5 ANCHOR BOLT DESIGN (STRENGTH METHOD) FOR COMBINED SHEAR AND TENSION 1997 UBC SEC 1923.2 STRENGTH DESIGN FOR ANCHOR BOLTS IN CONCRETE ASSUMPTIONS: ALL BOLTS A307 OR A36 STEEL (fy = 36KS1) ALL NORMAL WEIGHT CONCRETE (lamda = 1.0) BOLTS IN TENSION ZONE? (YES OR NO) NO ADDITIONAL LOAD FACTOR 2.0 NO SPECIAL INSPECTION REQ'D DESIGN DATA: CONCRETE COMPRESSIVE STRENGTH ft) 2500 PSI BOLT STEEL TENSILE STRENGTH (fut) 60000 PSI STRENGTH REDUCTION FACTOR (phi) 0.65 DESIGN VARIABLES: NUMBER OF BOLTS IN TENSION (n) (LIMIT 4) 2 DISTANCE BETWEEN ANCHORS (z) 5 IN EFFECTIVE PROJECTED SURFACE AREA (Ap) 1197 IN^2 BOLT DIAMETER (D) 0.75 IN BOLT AREA (Ab) 0.44 IN^2 EMBEDMENT LENGTH (E) 18 IN SHORTEST DISTANCE TO EDGE OF CONCRETE (de) 7 IN ULTIMATE TENSION LOAD ON BOLT ASSEMBLY (Pu) 12.74 KIPS ULTIMATE SHEAR LOAD ON BOLT ASSEMBLY (Vu) 7.83 KIPS FACTORED ULTIMATE TENSION LOAD (Pu') 25.48 KIPS FACTORED ULTIMATE SHEAR LOAD (Vu') 15.66 KIPS 1997 UBC SEC 1923.3.2 DESIGN STRENGTH IN TENSION: BOLT STRENGTH (Pss) Pss = 0.9*Ab*fut*n 47.7 KIPS CONCRETE STRENGTH (phiPc) phiPc = phi*4*Ap*f O.5 155.6 KIPS 1997 UBC SEC 1923.3.3 DESIGN STRENGTH IN SHEAR: BOLT STRENGTH (Vss) Vss = 0.75*Ab*fut*n 39.8 KIPS. CONCRETE STRENGTH (phiVc) phiVc = phi*2*pi*de^2*fb^.5*n 20.0 KIPS 1997 UBC SEC 1923.3.4 COMBINED TENSION AND SHEAR: (1/phi) (Pu'/Pc) = 0.16 OK (1/phi) (Vu'Nc) = 0.78 OK 1/phi [(Pu'/Pc)^2 + (Vu'Nc)^2] = 0.42 OK (Pu'/Pss)^2 + (Vu'Nss)"2 = 0.44 OK COLUMN ANCHORS: 2 - 3/4" x 34" ANCHOR BOLTS LINES 1 & 5: OK OK OK OK ti Date: 08/28/2001 4 i Design Report Time: 3:17 PM Page: 1 of 63 VP Buildings, Inc. STRUCTURAL DESIGN DATA Project: Kathleen Woodard Name: CAO 114030-01OE1 Reference: Jobsite: Grape Way City, State: Chico, California 95926 County: Butte Country: United States TABLE OF CONTENTS Letterof Certification...............................................................................................................................................................................2 BuildingLoading Expanded Report .......................................................................................................................................................4 Reactions-. Expanded Report ...... o.........................................................................................................................................................14 Bracing- ummary Report ............................................................................................................................,........................................29 Secondary- Summary Report: .................................................................................................................. ........ 34 Framing- Summary Report ..............................................................................................................................41 Covering- Summary Report ................................................................................................................................................................... 63 Additions / Revisions .2.x. 2. 32.2 4'Z �( ✓�„�......., �..........�...............�..... . �...... �..y.. .. �.. .. f...................................................AEH 08/28/2001 A. 1 .l � �•3h 1 Bum COUN II BUILDING DEPARTMEN) APPR 1014i VPC File: CAO 114036-01OELvpc OVER of P w - RECEIVED SEP _ 4 2001 MODERN BUILDING CO r_HICO. CALIFORNIA" VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 2 of 63 Contact: Gary Fowler Project: Kathleen Woodard Name: Modem Building Company Reference: Address: 3083 Southgate Lane Jobsite: Grape Way PO Box 772 City, State: Chico, California 95927 City, State: Chico, California 95926 MBMA End Use: Manufacturing Production County, Country: Butte, United States This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Overall Building Description Shape Overall Width Overall Len th Floor Area s . ft. Wall Area (s . ft. Roof Area (s . ft. Max. Eave Hei ht Min. Eave Hei ht 2 IMax. Roof Pitch Min. Roof � Pitch Peak Hei ht 70 x 110 x 18 Roof Only 1 70/0/0 1 110/0/0 7700 1 7092 1 8617 18/0/0 18/0/0 3.000:12 1 3.000:12 1 26/9/0 Loads and Codes - Shape: 70 x 110 x 18 Roof Only City: Chico County:. Butte State: California Building Code: 1997 Uniform Building Code Built Up: 89AISC Building Use: Standard Occupancies Cold Form: 89AIS1 Dead and Collateral Loads Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.13 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 80.00 mph Wind Exposure (Factor): C(1.151) Parts Wind Exposure Factor: 1.151 Wind Enclosure: Open . Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 7/0/0 Basic Wind Pressure: 18.87 psf Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Exposure Category (Factor): 3 (1.00) Snow Importance: 1.000 Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Fn -n: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N/A Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 Framing Seismic Period: 0.3601 Bracing Seismic Period: 0.2058 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0883 Brace Redundancy Factor: 1.5000 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.2000 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations : American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (AWS) [D]. I] American Society for Testing and Materials (ASTM) Metal Building Manufacturers Association (MBMA) AISC Category MB Manufacturer Certification. This certification DOES NOT apply to the design_pphe foundation or other on-site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthprized modifications to framing systems. provided by VP BUILDINGS. Furthermorept=is underst on is based upon the premise that all components fumished by VP BUILDINGS will be erected or constructed in strict compliance with p ihed by VP BUILDINGS. E. Prepared by: Ar --H Reviewed by: VP BUIL G 31 f03 CIVIL �Q F0f VPC F11e:CA0114030-010E1.vpc VPC Version :2.6 Notes to be placed on Drawings Job # Page: 2 , / of i .3 . Date: $ . 28 • D Designer: AeK 1) NBVP = Not by Varco. Pruden 2) Field welding to be performed by qualified welders in accordance with AWS requirements. Use E70XX electrodes. 3) Mechanical units, sprinkler systems or any other equipment or materials suspended from the VP Building system must be braced laterally in a manner capable of safely delivering the code prescribed seismic loads to the VP lateral load resisting systems. The design and installation of these lateral bracing systems are not the responsibility of VP Buildings, Inc. 4) Shimming may be required at splices in order to bring adj acent frame rafters into alignment. See detail EN20A1. 5) This building has been designed as a roof only building. Do not place this building against an existing building or place a future building against this building such that it .encloses one or more sides of this building. This building will need to be reanalyzed if a wall or portions of a wall are enclosed. Date: 08/28/2001 I vkjz—. rm— Design Report Time: 3:17 PM Page: 3 of 63 The Structural Design and/or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: Rainesville, AL ..... VP Alabama Plant..........................[Manufacture Only] Memphis, TN ........ VP Headquarters............................[Design Only] Pine Bluff, AR..... VP Arkansas Service Center .......... [Design and Manufacture] ' Turlock, CA......... VP California Service Center ......... (Design and Manufacture) St. Joseph, MO ..... VP Missouri Service Center ........... (Design and Manufacture) Kemersville, NC ... VP North Carolina Service Center.[Design and Manufacture] Van Wert, OH ........ VP Ohio Service Center.................[Design and Manufacture] Evansville, WI ....... VP Wisconsin Service Center ........ [Design and Manufacture] Additional Structural Material may be fabricated and provided for use in a VP Buildings building by one of the following fabricators: BAR JOISTS - SMI, Inc. Hope, AR Hancock Salem, VA Canam Washington, MO Vulcraft Grapeland, TX Vulcraft Norfolk, NE Vulcraft Florence, SC Vulcraft Brigham City, UT ISP EI Paso, TX Socar Florence, SC Quincy Quincy, FL is information is presented in com liance with VP Buildings AISC Certification res onsibilities. W VPC File:CA0114030-01 OELvpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 4 of 63 "�B�uild><wng�i,oa'd"ingand'ed}Report' � _ '.� Shape : 70 x 110 x 18 Roof Only Loads and Codes - Shape: 70 x 110 x 18 Roof Only City: Chico County: Butte State: California Country: United States Building Code: 1997 Uniform Building Code Built Up: 89A1SC Building Use: Standard Occupancies Cold Form: 89AIS1 Allow. Overstress:Frm: 1.03, Sec: 1.03, Brc: 1.03 Rainfall: 4.00 in per hour Dead and Collateral Loads Collateral Gravity:1.00 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Side Type Mag Units Shape Applied to Description - 2:1 D 4.016 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 3.07 - Wall: 2, Canopy: 1 2:1 D 0.950 psf Entire Pur Covering Weight - 26 Panel Rib - Wall: 2, Canopy: 1 4:1 D 4.016 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 3.07 - Wall: 4, Canopy: 1 4:1 D 0.950 psf Entire Pur Covering Weight - 26 Panel Rib - Wall: 4, Canopy: 1 A D 2.132 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1.18 - Roof: A A D ` 0.950 psf Entire Pur Covering Weight - 26 Panel Rib - Roof: A B D 2.132 psf Entire Frm Covering Weight - 26 Panel Rib + Secondary Weight 1. 18 - Roof: B B D 0.950 psf Entire Pur Covering Weight - 26 Panel Rib - Roof: B Live Load' Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 Live Load: 20.00 psf Reducible Spec Frm Brc LL for Below Eave Canopy:N/A Wind Load Wind Speed: 80.00 mph Wind Enclosure: Open Height Used: 22/4/8 (Type: Mean) Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Velocity Pressure: 16.38 psf Wind Exposure (Factor): C (1.151) Basic Wind Pressure: (qz) 18.87 psf Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Importance: 1.000 Ground / Roof Conversion: 1.00 Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 Frame Redundancy Factor:1.0883 Brace Redundancy Factor' 1.5000 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.2000 Gust Factor: 1.2825 Wind Importance Factor: 1.000 Least Horiz. Dimension: 70/0/0 Parts / Portions Zone Strip Width: 7/0/0 qz= 0.00256' (1.00)' (80.00)^2 • (1.00) Snow Exposure Category (Factor): 3 (1.00) Rain Surcharge: 0.00 Slope Reduction: 1.00 Slope Used: 0.000 ( 0.000:12.) Seismic Snow Load: 0.00 psf Framing Seismic Period: 0.3601 Bracing Seismic Period: 0.2058 Side Type Mag Units Shape Applied to Description 1 E 0.190 psf Entire Frm Brc Seismic: Covering Weight - 26 Panel Rib - Wall: 1 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Rect Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Rect Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Rect Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Rect Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 I E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Spec • Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf " Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 VPC File:CA0114030-01 OEI.vpc VPC Version :2.6 Date: 03/28/2001 • Design Report Time: 3:17 PM r Page: 5 of 63 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1. 1 E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 I E 0.649 psf Spec Frm Brc Seismic: Secondary Weight 3.25 - Wall: 1 2:1 E 1.503 psf - Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 3.07 + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) - Wall: 2, Canopy: 1 2:1 E 1.503 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 3.07 + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) - Wall: 2, Canopy: 1 4:1 E 1.503 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 3.07 + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) - Wall: 4, Canopy: 1 4:1 E 1.503 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 3.07 + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) - Wall: 4, Canopy: 1 A E 1.126 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.18 + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) - Roof: A A E 1.126 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.18 + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) - Roof: A B E 1.126 psf Entire Frm Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.18 + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) - Roof: B B E 1.126 psf Entire Brc Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.18 + Seismic (Includes 1.000 Collateral 2.500 Frame Weight) - Roof: B Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting: Metal Roof Panels Girts are supporting: Metal Wall Panels Per Article 2.9 in the Builder Agreement, VP" Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Framing No. Do Not Use 'Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L 2 System 1.333 1.0 D + 1.0 W l> 3 System 1.333 1.0 D + 1.0 <W I 4 System 1.333 1.0 D+ 1.0 W3> .5 System 1.333 1.0 D + 1.0 <W3 6 System 1.333 1.0 D + 1.0 CG + 0.714 E> 7 System 1.333 1.0 D + 1.0'CG + 0.714 <E 8 System Derived 1.333 1.0 D + 1.0 WP + 1.0 WB 1> 9 System Derived 1.333 1.0 D + i.0 WP + 1.0 <WB1 10 System Derived 1.333 1.0 D + 1.0 CG + 0.214 I,> + 1.0 EB> 11 System Derived 1.333 1.0 D + 1.0 CG + 0.214 <E + 1.0 <EB Design Load Combinations - Bracing No. Do Not Use Origin Factor Application Description 1 System 1.333 1.0 W1> 2 System 1.333 1.0 <W 1 3 System 1.333 0.714 I,> 4 System 1.333 0.714 <E Design Load Combinations - Purlin No. Do Not Use , Origin Factor ApplicationDescription 1 System 1.000 1.0 D + 1.0 CG + 1.0 L 2' System Derived 1.333 1.0 D+ 1.0 Wl>+ 1.0 WB1> 3 System Derived 1.333 1.0 D + 1.0 <W2 + 1.0 WB1> 4 System Derived 1.333 1.0 D+ 1.0 W3>+ 1.0 WB1> 5 System Derived 1.333 1.0 D+ 1.0 WI>+ 1.0 <WB1 6 System Derived 1.333 ' 1.0 D + 1.0 <W2 + 1.0 <WB1 7 System Derived 1.333 1.0 D+ 1.0 W3>+ 1.0 <WB1 8 System Derived 1.333 1.0 D + 1.0 CG + 0.714 EB> 9 System Derived 1.700 1.200 D + 1.200 CG + 0.500 L + 1.0 EB> 10 System Derived L333 1.0 D + 1.0 CG + 0.714 <EB 1 I System Derived 1.700 1.200 D + 1.200 CG + 0.500 L + 1.0 <EB VPC File:CA0114030-01 OELvpc - VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 6 of 63 Design Load Combinations - Girt No. Do Not Use Origin Factor Application Description 1 System . 1.333 1.0 Wl> 2 System, 1.333 1.0 <W2 3 System 1.333 1.0 W3> 4 System 1.333 1.0 <W4 Design Load Combinations - Roof -Panel No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 L 2 System 1.333 1.0 D + 1.0 Wl> 3 System 1.333 1.0 D + 1.0 <W2 4 System 1.333 1.0 D+ 1.0 W3> Design Load Combinations - Wall - Panel No. Do Not Use Origin Factor Application Description 1 System _ 1.333 1.0 Wl> 2 System 1.333 1.0 <W2 Deflection Load Combinations - Framing No. Do Not Use Origin Factor Def H Def V Application Description 1 System 1.000 60 '0 0.750 W1> 2 System 1.000 60 0 0.750 <W 1 3 System 1.000 60 0 0.750 WP 4 System 1.000 60 0 0.750 W3> 5 System 1.000 60 0 0.750 <W3 6 System 1.000 60 0 0.600 F> 7 -System 1.000 60 0 0.600<E Deflection Load Combinations - Girt No. Do Not Use Origin Factor Deflection Application Description I System 1.000 120 0.750 Wl> 2 System. -1.000 120 0.750 <W2 3 System 1.000 120 0.756 W3> 4 System 1.000 120 0.750 <W4 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity -Cases CU Collateral Load for Wind Cases L Live Load AL^ Altemate Span Live Load, Shifted Right AAL Af'temate Span Live Load, Shifted Left S. Snow Load USI* Unbalanced Snow Load 1, Shifted Right *US] Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left W Wind Load W1> Wind Load, Case 1, Right <WI Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive FL Floor Live Load FL* Alternate Span Flooi Live Load, Shifted Right *FL . Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(1) Auxiliary Live Load, Right, Right, Aisle 1 *AL>(1) Auxiliary Live Load, Right, Left, Aisle I <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(I) *Auxiliary Live Load, Left, Left, Aisle 1 AL*(]) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 VPC File:CA0114030-OIOE1.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 7 of 63 <•AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL•(3) Aux Live, Right, Aisle 3 'AL(3) Aux Live, Left, Aisle 3 AL ->(4) Auxiliary Live Load, Right, Right, Aisle 4 -AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL•(4) Auxiliary Live Load, Left, Right, Aisle 4 <•AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL•(4) Aux Live, Right, Aisle 4 •AL(4) Aux Live, Left, Aisle 4 AL'>(5) Auxiliary Live Load, Right, Right, Aisle 5 'AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL'(5) Auxiliary Live Load, Left, Right, Aisle 5 <'AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL•(5) Aux Live, Right, Aisle 5 •AL(5) Aux Live, Left, Aisle 5 AD Auxiliary Dead Load U User Defined Load Ul User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load -'5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 R Rain Load T Temperature Load User Applied Surface Loads (Local Coordinate Svstem) OUT OF Side Sha a Units Type Description Ma X -Loc Y -Loc Frm Brc Grt Pur Pnl Supp. Dir. Loc. A LN plf Wl> additional wind at eaves 74.83 0/0/0 -35/9/13 N N N Y Y N OUT OF A LN plf Wl> additional wind at eaves 74.83 110/0/0 -35/9/13 N N N Y Y N OUT OF A PT k WI> kicker force to purlin 1.66 5/10/8 -11/10/4 N N N Y N N OUT OF A PT k WI> kicker force to purlin 1.66 5/10/8 -11/10/4 N N N Y N N RIGHT OF A LN plf WI> gable end wind --add to make 1.3 82.53 1/0/0 0/0/0 N Y N N N N RIGHT OF A LN plf WI> gable end wind --add to make 1.3 0.00 1/0/0 -35/9/13 N Y N N N N RIGHT OF A LN plf <W 1 gable end wind --add to make 1.3 132.00 1/0/0 0/0/0 N Y N N N N LEFT OF A LN plf <Wl gable end wind --add to make 1.3 0.00 1/0/0 -35/9/13 N Y N N N N LEFT OF B LN plf Wl> additional wind trib 74.83 0/0/0 -35/9/13 N N N Y Y N OUT OF B _ LN plf Wl> additional wind trib 74.83 110/0/0 -35/9/13 N N N Y Y N OUT OF B PT k WI> gable kicker force 1.66 104/1/8 -11/10/4 N N N Y N N OUT OF B PT k W1> gable kicker force 1.66 104/1/8 -11/10/4 N N N Y N N LEFT OF B ` LN plf <W 1 gable end wind --add to make 1.3 132.00 109/0/0 0/0/0 N Y N N N N RIGHT OF B LN plf <W 1 gable end wind --add to make 1.3 0.00 109/0/0 -35/9/13 N Y N N N N RIGHT OF B LN plf WI> gable end wind --add to make 1.3 82.53 109/0/0 0/0/0 N Y N N N N LEFT OF B LN plf Wl> gable end wind --add to make 1.3 0.00 109/0/0 -35/9/13 N Y I N N N N I LEFT OF VPC Fj1e:CA0114030-01 OEI.vpc VPC Version :2.6 Date: 03/23/2001 Design Report Time: 3:17 PM Page: 8 of 63 Ik— 1)rfin d Frames Pnint 1 .nadc fnr ('rncc CZ , t;....• 1 Side Units Type Description Magi LocI Offset H or V Supp. Dir. Coef. Loc. 1 k WI>wind-roof only 3.0017/11/14 -438.23 NA NA N RIGHT 1.000 OF 1 k <W] wind -roof only -3.0017/11/14 3/1/2 NA NA N LEFT 1.000 OF 4 k WI> wind -roof only 3.0017/11/14 N NA NA N RIGHT 1.000 OF 4 k <WI wind -roof only -3.0017/11/14 DOWN NA NA N LEFT 1.000 OF I eer Dl fin d Fra— Lint+ 1 -dc fnr finer Cnrt:n.,• 1 Side Units Type Description Magi LocI Mag2 Loc2 Supp. Dir. Coef. Loc. 10000 plf WI> reduce canopy uplift ->Resolved From Plane 438.23 0/0/0 -438.23 3/1/2 N DOWN 1.000 OF 10000 plf <Wl reduce canopy uplift ->Resolved From Plane -438.23 0/0/0 438.23 3/1/2 N DOWN 1.000 OF 10001 plf WI> reduce canopy uplif->Resolved From Plane 438.23 0/0/0 -438.23 3/1/2 N DOWN 1.000 OF 10001 plf <WI reduce canopy u lif->Resolved From Plane 438.23 0/0/0 438.23 3/1/2 N DOWN 1.000 OF VPC Fi1e:CA0114030-01 0E1'.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 9 of 63 -I leer Defined Frame Pnint I.nndc fnr Cr- C-6— 7 Side Units Type Description Mag] LocI Offset H or V Supp. Dir. Coef. Loc. 1 k WI>wind-roof only 6.0017/11/14 0/0/0 NA NA N RIGHT 1.000 OF I k <WI wind -roof only -6.0017/11/14 0/0/0 NA NA N LEFT 1.000 OF 4 k WI>wind-roof only 6.0017/11/14 0/0/0 NA NA N RIGHT 1.000 OF 4 k <Wlwind-roof only -6.0017/11/14 0/0/0 NA NA N LEFT 1.000 OF llser Defined Frame line l.nndc fnr (ince Certinn• 7 Side Units Type Description Ma 1 LocI Mag2 Loc2 Supp. Dir. I Coef. Loc. 10000 plf WI> reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN l .000 OF 10000 plf <W1 reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10001 plf W1> reduce canopy uplif->Resolved.From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10001 plf <W] reduce canopy u lif->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF J VPC Fi1e:CA0114030-010E1.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 10 of 63 User nefined Frame Pnint I.nndc far (ince Cortinn• 4 I Icer nefined Frame l.inP l.nndc fnr mace Carfinn• 2 Side Side Units Type Description Mag) LocI Offset Su . Dir. Coef. Loc. WI> 1 k W1> ind-roof only 6.00 17/11/14 N OF N RIGHT 1.000 OF -814.97 l k <W1 ind-roof only -6.00 17/11/14 NA 7or N LEFT 1.000 OF -814.97 4 k WI> ind-roof only 6.0017/11/14 plf NA reduce canopy u lif->Resolved From Plane N RIGHT 1.000 OF DOWN 4 k <W1 ind-roofonl -6.0017/11/14 N N LEFT 1.000 OF I Icer nefined Frame l.inP l.nndc fnr mace Carfinn• 2 Side Units Type Description Mag] LocI Mag2 Loc2 Stipp. Dir. Coef. Loc. 10000 plf WI> reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10000 plf <W I reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10001 plf WI> reduce canopy uplif->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 .OF 10001 plf <Wl reduce canopy u lif->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF VPC File:CA0114030-0]OEl.vpc VPC Version :2.6 Date: 08/28/2001 am- Design Report Time: 3:17 PM Pager 11 of 63 I Icer Defined Framr Pnint l.nadc fnr rrncc Crrtinn- d Side Units Type Description Magi LocI Offset H or V Supp. Dir. Coef. Loc. 1 k Wl>wind-roofonly reduce canopy uplift ->Resolved From Plane 6.0017/11/14 0/0/0 NA NA N RIGHT 1.000 OF 1 k <Wl wind -roof only -6.0017/11/14 0/0/0 NA NA N LEFT 1.000 OF 4 k Wl> wind -roof only 6.0017/11/14 0/0/0 NA NA N RIGHT 1.000 OF 4 k <W1 wind -roof only -6.0017/11/14 0/0/0 NA NA N LEFT 1.000 OF llcer Defined Framr Line l.nadc fnr Crncc Certinnr d Side Units '_Type - Description Mag] LocI Mag2 Loc2 Supp. Dir. Coef. Loc. 10000 plf Wl> reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10000 plf <Wl reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10001 plf Wl> reduce canopy uplif->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10001 plf <Wl reduce canopy u lif->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF N NO VPC File:CA0114030-01 0E1.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 12 of 63 l Icer Defined Frame Point 1—fie fnr f•rncc 4artinn• r Side Units Type Description Mag] LocI Offset H or. V Supp. I Dir. Coef. Loc. 1 k WI> wind -roof only 3.0017/11/14 0/0/0 NA NA N RIGHT 1.000 OF 1 k <W I wind -roof only -3.00 17/11/14 NA NA N LEFT 1.000 OF 4 k W1> wind -roof only 3.0017/11/14. 0/0/0 NA NA N RIGHT 1.000 OF 4 k <WI wind -roof only -3.0017/11/14 0/0/0 NA NA . N LEFT 1.000 OF User Defined Frame i .inr I.nadc for (ince Rami— C Side Units Type Description Magl LocI Mag2 Loc2 Supp. Dir. Coef. Loc. 10000 plf WI> reduce canopy uplift ->Resolved From Plane 438.23 0/0/0 -438.23 3/1/2 N DOWN 1.000 OF 10000 plf <W1 reduce canopy uplift ->Resolved From Plane -438.23 0/0/0 -438.23 3/1/2 NDOWN 1.000 OF 10001 plf W I> educe canopy uplif->Resolved From Plane- -438.23 0/0/0 -438.23 3/1/2 N DOWN 1.000 OF 10001 plf <W 1 reduce canopy u lif->Resolved From Plane -438.23 0/0/0 438.23 3/1/2 N DOWN 1.000 OF G VPC File:CA0114030-01OEl.vpc VPC Version :2.6 9 N M Date: 08/28/2001 Design Report Time: 3:17 PM Page: 13 of 63 0 4 rr n r VPC File:CA0114030-OlOEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 14 of 63 QReacfions7, xpandedbReport .. ' r= - ,m Shape : 70 x 110 x 18 Roof Only Builder Contact: Gary Fowler Project: Kathleen Woodard Name: Modem Building Company Reference: Address: 3083 Southgate Lane Jobsite: Grape Way PO Box 772 City, State Zip: Chico, California 95927 City, State Zip: Chico, California 95926 MBMA End Use: Manufacturing Production County, Country: Butte, United States Loads and Codes -Shape: 70 x 110 x 18 Roof Only Building Code: 1997 Uniform Building Code Building Use: Standard Occupancies Live Load Wind Load Live Load: 20.00 psf Reducible Wind Speed: 80.00 mph Collateral Gravity: 1.00 psf Wind Exposure: C Collateral Uplift: 0.00 psf Wind Enclosure: Open 1.333 Base Elevation: 0/0/0 Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall'Girts and Panels Purlins are supporting: Metal Roof Panels Girts are supporting:Metal Wall Panels Built Up: 89AISC Cold Form: 89AIS1 Snow Load Ground Snow Load: 0.00 psf Snow Exposure Category: 3 Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Seismic Load Seismic: Zone 3 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0883 Brace Redundancy Factor: 1.5000 % Snow Used in Seismic: 0.00 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Framing No. Do Not Use Origin Factor 1 System 1.000 2 System 1.333 3 System 1.333 4 System 1.333 5 System 1.333 6 System 1.333 7 System 1.333 8 System Derived 1.333 9 System Derived 1.333 10 System Derived 1.333 11 System Derived 1.333 Design Load Combinations - Bracing Application I.0D+I.0CG+I.0L I.0D+1.0Wl> 1.0D+1.0<WI' 1.0D+1.0W3> 1.0D+1.0<W3 1.0D+I.0CG+0.714E> 1.0 D + 1 .0 CG + 0.714 <E 1.0D+1.0WP+1.0WB1> 1.0D+I.0WP+1.0<WBI 1.0D+1.0CG+0.214E>+1.0EB> 1.0D+I.0CG+0.214<E+1.0<EB Description No. Do Not Use Origin Factor Application Description 1 System 1.333 1.0 Wl> 2 System 1.333 1.0 <W1 3 System • 1.333 0.714 E> 4 System 1.333 0.714 <E Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load ALA Alternate Span Live Load, Shifted Right ^AL Alternate Span Live Load, Shifted Left S Snow Load US]* Unbalanced Snow Load 1, Shifted Right *US] Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left W Wind Load Wl> Wind Load, Case 1, Right <W 1 Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect VPC File:CA0114030-OlOEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 15 of 63 EG+ Vertical Seismic Effect, Additive FL Floor Live Load *FL Alternate Span Floor Live Load, Shifted Left AL Auxiliary Live Load *AL> Auxiliary Live Load, Right, Left <*AL Auxiliary Live Load, Left, Left *AL Aux Live, Left *All(]) Auxiliary Live Load, Right, Left, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 *All(3) Auxiliary Live Load, Right, Left, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 U User Defined Load U2 User Defined Load - 2 U4 User Defined Load - 4 U6 User Defined Load - 6 U8 User Defined Load - 8 R Rain Load, EG- Vertical Seismic Effect, Subtractive FL* Alternate Span Floor Live Load, Shifted Right FD Floor Dead Load AL*> Auxiliary Live Load, Right, Right <AL* Auxiliary Live Load, Left, Right AL* Aux Live, Right AL*>(]) Auxiliary Live Load, Right, Right, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 AL*(1) Aux Live, Right, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 <AL•(5) Auxiliary Live Load, Left, Right, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 AD Auxiliary Dead Load UI User Defined Load - 1 U3 User Defined Load - 3 U5 User Defined Load - 5 U7 User Defined Load - 7 U9 User Defined Load - 9 T Temperature Load VPC File: CA0114030-01 OEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 16 of 63 Overall Building Description Overall Shape Description Roof 1 Roof 2 From Grid To Grid Width Length 1-D 70/0/0 110/0/0 Eave Ht. Eave Ht. 2 Pitch Pitch 2 Dist. to Ride Peak Hei ht J A B ]-A ' 18/0/0 18/0/0 3.000:12 3.000:12 35/0/0 26/9/0 Shape .Overall Width Overall Length Floor Area (sq. ft. Wall Area (sq. ft. Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof ;Min. Roof Pitch Pitch Peak Hei ht 70 x 110 x 18 Roof Only 70/0/0 110/0/0 7700 7092 8617 18/0/0 18/0/0 3.000:12 3.000:12 26/9/0 VPC File:CA0114030-O1OE1.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 17 of 63 Wall : 2 ( Grid:A ) © ® 1 © ©- Portal Brace reactions ARE included with frame reactions. See respective frame cross-sections for reactions. i VPC File:CA0114030-01 OEI .vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 18 of 63 Wall: 4, Frame at: 1/0/0 Frame ID:Rigid Frame with Endposts Frame Type:Rigid Frame, End Posts Values shown are resisting forces of the foundation. RPartinnc - I .nad T- at V-- 1--. t Type Exterior Column Interior Column Interior Column Exterior Column X -Loc. 0/0/0 23/6/0 46/6/0 70/0/0 Grid =Grid2 1-D I -C 1-B 1-A Base Plate W x L (in.) 8 x 8 9ir.19- 8 x 8 Base Plate Thickness (in.) 0.375 0375 $-3q5- 0.375 Anchor Bolt Qty/Diam. (in.) -2-0.750 2-0.75 2 G.W69 2-0.750 Column Base Elev. 100'-0" 118'-0" 118'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz V- Hx Hz Vy Hx Vy D Frm 0.91 2.040.91 2.04 CG Frm 0.31 0.55 1-A Ld -0.31 1 0.55 L Frm 3.62 6.97 Hx Hz Vy Hx. -3.62 6.97 E> Frm -0.69 -0.51 - (k) (k) k 0.69 0.51 <E Frm 0.69 0.5.1 10.69 D + CG + L -0.51 Wl> Frm -7.13 -10.45 1 ^ -4.84 i 1.61 -6.86 <W1 Frm -1.61 -6.86 - i -. 7.13 -10.45 W3> Frm -2.34 -0.24 3 D + <W1 -0.06 -3.60 <W3 Frm 0.06 -3.60 6.21 2.34 -0.24 WP Frm -3.98 -6.71 1.80 3.98 -6.71 WB1> Frm - - 5 D + <W3 0.97 <WB1 Frm 1.42 1.80 EB> Frm 0.73 2.22 i <EB Frm 195 7 D+CG+<E 1.71 Frame Reactions - Load Cases at Frame Cross Section: l �j.30.O( ACE 1-4 VPC File:CA0114030-010El.vpc VPC Version :2.6 X -Loc 0/0/0 23/6/0 46/6/0 70/0/0 Grid -Grid2 l -D 1-C 1-B 1-A Ld Description Hx Vy Hx Hz Vy Hx Hz Vy Hx. Vy Cs (application factor not shown) (k) - (k) (k) k (k (k) k (k) 1 D + CG + L 4.84 9.56 -4.84 9.56 2 D + W 1 > -6.21 -8.41 0.69 4.82 3 D + <W1 -0.69 -4.82 -. _ 6.21 -8.41 4 D+ W3> -1.42 1.80 - -0.97 -1.56 5 D + <W3 0.97 -1.56 1.42 1.80 6 D + CG + Fj 0.73 2.22 i -1.71 195 7 D+CG+<E 1.71 2.95 `-` -0.73 2.22 8 D + WP + WB 1> -3.07 -4.67 3.07 -4.67 9 D + WP + <WBI -3.07 -4.67 I - 3.07 4.67 10 D + CG + Fj + EB> 1.07 2.48 i I -1.37 2.70 11 ID + CG + <E + <EB 1.37 2.70 J_ -1.07 2.48 �j.30.O( ACE 1-4 VPC File:CA0114030-010El.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM go— Page: 19 of 63 Maximum Reactions Summary - Framino X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k (k (k k k (in -k (in -k 0/0/0 1-D 6.21 2 4.84 ] - 8.41 2 9.56 1 23/6/0 1-C - - - I 3 2 46/6/0 1-B 3 .. 2 70/0/0 1-A 4.84 1 6.21 3 8.41 3 9.56 1 VPC File:CA0114030-010E1'.vpc. VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM go- Page: 20 of 63 Wall :4, Frame at:.28/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactions - Load Type at Frame Cross Section: 2 Type Exterior Column Exterior Column X -Loc 0/0/0 70/0/0 Grid -Grid2. 2-D 2-A Base Plate W x L (in.) 8 x 13 8 x 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Bolt Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. .100'-0" 100'-0" X -Loc Load Tye Desc. Hx Vy Hx Vy D Fmn 1.53 3.36 -1.53 3.36 CG Fmn 0.57 1.03 -0.57 1.03 - Hx L Frm 6.72 12.96 -6.72 12.96 Cs F> Frm -1.28 -0.96 -1.28 0.96 (k <E Frm 1.28 0.96 1.28 -0.96. 17.34 W1> Frm -13.65 -19.69 2.54 -12.51 D+W1> <WI Frm -2.54 -12.51 13.65 -19.69 W3> Frm 4.34 -0.43 -0.12 -6.71 12.12 <W3 Frm 0.12 -6.71 4.34 -0.43 - -2.81 WP Frm -7.39 -12.48 7.39 -12.48 - 5 WB1> Frm. - - - - 2.93 <WB1 Fmn - D + CG + Fj 1.18 3.70 EB> Fmn 7 D+CG+<E <EB Frm -1.18 3.70 Frame Reactions - Load Cases at Frame Cross Section: 2 VPC File:CA0114030-01OEl.vpc VPC Version :2.6 X -Loc 0/0/0 70/0/0 Grid -Grid2 2-D 2-A Ld Description Hx Vy Hx Vy Cs (application factor not shown (k) (k) (k 1 D + CG + L 8.82 17.34 -8.82 17.34 2 D+W1> -12.12 -16.33 1.01 -9.15 3 D+<Wl -1.01 -9.15 12.12 -16.33 4 D+W3> -2.81 2.93 -1.65 -3.35 5 D + <W3 1.65 -3.35 2.81 2.93 6 D + CG + Fj 1.18 3.70 -3.01 5.07 7 D+CG+<E 3.01 5.07 -1.18 3.70 8 D + WP + WBI> -5.86 -9.12 5.86 -9.12 9 D + WP + <WBI -5.86 -9.12 5.86 -9.12 10 D + CG + E> + EB> 1.82 4.18 -2.37 4.59 11 D + CG + <E + <EB 2.37 4.59 -1.82 4.18 - - VPC File:CA0114030-01OEl.vpc VPC Version :2.6 Date: 03/28/2001 Design Report Time: 3:17 PM Page: 21 of 63 Maximum Raartinnc Summary - Frami— X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Rx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k (k (k) (k k in -k (in -k 0/0/0 2-1) 12.12 2 8.82 1 16.33 2 17.34 1 70/0/0 2-A 8.82 1 12.12 3 16.33 3 17.34 1 VPC File:CA0114030-010El.vpc VPC Version :2.6 Wall : 4, Frame at: 55/0/0 Frame ID:Rigid Frame le Date: 08/28/2001 Design Report Time: 3:17 PM Page: 22 of 63 Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactions - Load Type at Frame Cross Section: 3 Type Exterior Column Exterior Column X -Loc 0/0/0 70/0/0, Gridl - Grid2 3-D 3-A Base Plate.W x L (in.) 9 x 13 9 x 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Bolt Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Tye Desc. Hs I Hz Vy Hx I Hz Vy D Frm 1.50 Grid -Grid2 3.52 -1.50 3-D 3.52 CG Frm 0.56 1.03 -0.56 Description 1.03 L Frm 6.63 Hx 12.96 -6.63 Vy 12.96 'F> Frm -1.28 (k) -0.96 -1.28 (k) 0.96 <E Frm 1.28 D+CG+L 0.96 1.28 -0.96 Wl> Frm -13.53 17.51' -19.65 2.42 D+ Wl> -12.55 <Wl Frm -2.42 0.92 -12.55 13.53 -9.03 -19.65 W3> Frm -4.31 -0.43 -0.15 12.03 -6.71 <W3 Frm 0.15 D + W3> -6.71 4.31 -0.43 WP Frm -7.28 -3.19 -12.48 7.28 D+<W3 -12.48 WBI> Frm - -1.28 -1.70 -1.28 -1.70 <WBI Frm 1.52 2.02 1.52 2.02 EB> Frm -2.48 -3.32 -2.48 -3.30 <EB I Frm 2.48 1 3.32 2.49 3.30 Frame'Reactions - Load Cases at Frame Cross Section: 3 VPC File:CAOI 14030 -OI OEI.vpc VPC Version :2.6 X -Loc 0/0/0 70/0/0 Grid -Grid2 3-D 3-A Ld Description Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k (k) k (k) (k) (k 1 D+CG+L 8.69 17.51 -8.69 17.51' 2 D+ Wl> -12.03 -16.12 0.92 -9.03 3 D + <W 1 -0.92 -9.03 12.03 -16.12 4 D + W3> -2.81 3.10 -1.65 -3.19 5 D+<W3 1.65 -3.19 2.81 3.10 6 D + CG + E> 1.15 3.87 -2.98 5.23 7 D + CG + <E 2.98 5.23 -1.15 3.87 8 D + WP + WBl> -5.78 -1.28 -10.66 5.78 -1.28 -10.66 9 D + WP + <WB1 -5.78 1.52 -6.94 5.78 1.52 -6.94 10 D + CG + E> + EB> 1.79 -2.48 1.03 -2.34 -2.48 1.45 11 D + CG + <E + <EB 2.34 1 2.48 8:07 -1.79 2.49 7.64 VPC File:CAOI 14030 -OI OEI.vpc VPC Version :2.6 + Date: 08/28/2001 le Design Report Time: 3:17 PM Page: 23 of 63 Maximum Reactions Summary - Framino X -Loc Grid Hrz left Load Hrz Right Load Hrz in Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k (k in -k in -k 0/0/0 3-1) 12.03 2 8.69 1 2.48 10 2.48 11 16.12 2 17.51 1 70/0/0 3-A 8.69 1 12.03 3 2.48 10 2.49 11 16.12 3 17.51 1 Bracine X -Loc Grid Description 0/0/0 70/0/0 D-3 A-3 Portal Brace is attached to column. Reactions ARE included with frame reactions. Portal Brace is attached to column. Reactions ARE included with frame reactions. VPC File:CA0114030-01 OEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM -go- Page: 24 of 63 Wall: 4, Frame at: 82/0/0 Frame ID:Rigid Frame r 10 Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactions - Load Type at Frame Cross Section: 4 Type Exterior Column X -Loc 0/0/0 Grid -Grid2 4-D Base Plate W x L (in.) 9 x 13 Base Plate Thickness (in.) 0.375 Anchor Bolt Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-01, Exterior Column 70/0/0 4-A 9 x 13 0.375 4-0.750 100'-0" Load Type Desc. I -Ix Hz I Vy Hx Hz V D Frm 1.50 4-D 3.52 -1.50 4-A 3.52 CG Frm 0.56 Hx 1.03 -0.56 Hx 1.03 L Frm 6.63 (application factor not shown 12.96 -6.63 (k 12.96 E> Frm -1.28 1 -0.96 -1.28 0.96 <E Frm 1.28 17.51 0.96 1.28 -12.03 -0.96 ; Wl> Frm -13.53 -19.65 2.42 D+ <W 1 -12.55 <Wl Frm -2.42 12.03 -12.55 13.53 4 -19.65 W3> Frm 4.31 3.10 -0.43 -0.15 -3.19 -6.71 <W3 Frm 0.15 -6.71 4.31 -0.43 WP Frm -7.28 1.15 -12148 7.28 -2.98 -12.48 WBl> Frm - -1.28 1.69 - -1.28 1.72 <WB1 Frm 1.52 -2.01 -5.78 1.52 -2.04 EB> Frm -2.48 3.27 D + WP + <WB1 -2.48 3.34 <EB Frm 2.48 -3.27 10 2.48 -3.34 Frame Reactions - Load Cases at Frame Cross Section: 4 VPC File:CA0114030-01 OEI.vpc VPC Version :2.6 X -Loc 0/0/0 70/0/0 Grid -Grid2 4-D 4-A Ld Description Hx Hz I Vy Hx I Hz Vy Cs (application factor not shown (k) (k) (k (k) (k 1 D+CG+L 8.69 17.51 -8.69 17.51 2 D+WI> -12.03 -16.12 0.92 --9.03 3 D+ <W 1 -0.92 -9.03 12.03 -16.12 4 D+W3> -2.81 3.10 -1.65 -3.19 5 D+<W3 1-.65 -3.19 2.81 3.10 6 D + CG + F> 1.15 3.87 -2.98 5.23 7 D+CG+<E 2.98 5.23 -1.15 3.87 8 D+ WP+ WB1> -5.78 -1.28 -7.27 5.78 -1.28 -7.24 9 D + WP + <WB1 -5.78 1.52 -10.97 5.78 1.52 -11.00 10 D + CG + E> + EB> 1.79 -2.48 7.62 -2.34 -2.48 8.10 11 D + CG + <E + <EB 2.34 1 2.48 1 1.48 -1.79 2.48 1.00 VPC File:CA0114030-01 OEI.vpc VPC Version :2.6 Date: 08/28/2001 VILL ?JM I z M Design Report Time: 3:17 PM Aaaum Page: 25 of 63 Maximum Reactions Rummary - Frnmino X -Loc Grid Hrz left Load Hrz Right Load Hrz 1n Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k (k k k (k k (in -k) (in -k 0/0/0 4-D 12.03 2 8.69 1 2.48 10 2.48 11 16.12 2 17.51 1 70/0/0 4-A 8.69 1 12.03 3 2.48 10 2.48 ] 1 16.12 3 ' 17.51 1 Bracinn X -Loc . Grid Description 0/0/0 70/0/0 D-4 A-4 Portal Brace is attached to column. Reactions ARE included with frame reactions. Portal Brace is attached to column. Reactions ARE included with frame reactions. VPC File:CAOI 14030-010El.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM --go- Page: 26 of 63 Wall : 4, Frame at: 109/0/0 Frame 1D:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation: Reactions - Load Type at Frame Cross Section: 5 Type X -Loc Grid] - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev. Exterior Column Exterio- Column 0/0/0 70!0/0 5-D 5-A 8 x 8 8 x 8 0.375 0.375 2-0.750 2-0.750 100'-0" 100'-0" Load Tye Desc. Hx Vy Hx • Vy D Frm 0.91 2.04 -0.91 2.04 CG Frm 0.31 0.55 -0.31 0.55 L Frm 3.62 6.97 -3.62 6.97 E> Frm -0.69 -0.51 -0.69 0.51 <E Frm 0.69 0.51 0.69 -0.51 W1> Frm -7.13 -10.45 1.61 -6.86 <W1 Frm -1.61 -6.86 7.13 -10.45 W3> Frm -2.34 -0.24 -0.06 -3.60 <W3 Frm 0.06 -3.60 2.34 -0.24 WP Frm -3.98 -6.71 3.98 -6.71 WB1> Frm - 7 D + CG + <E <WB1 Frm -0.73 2.22 8 EB> Frm -4.67 3.07 -4.67 <EB Fmn -3.07 -4.67 3.07 Frame Reactions - Load Cases at Frame Cross Section: 5 VPC File:CA0114030-O10El.vpc VPC Version :2.6 X -Loc .0/0/0 70/0/0 Grid -Grid2 5-D 5-A Ld Description Hx Vy Hx Vy Cs (application factor not shown) (k) (k) (k (k 1 D + CG + L 4.84 9.56 -4.84 9.56 2 D + W 1 > -6.21 -8.41 0.69 4.82 3 D + <W1 -0.69 4.82 6.21 -8.41 4 D + W3> -1.42 1.80 -0.97 -1.56 5 D+<W3 0.97 -1.56 1.42 1.80 6 D + CG + Fj 0.73 2.22 -1.71 2.95 7 D + CG + <E 1.71 2.95 -0.73 2.22 8 D + WP + WB 1> -3.07 -4.67 3.07 -4.67 9 D + WP + <WB1 -3.07 -4.67 3.07 -4.67 10 D + CG + E> + EB> 1.07 2.48 -1.37 2.70 11 D + CG + <E + <EB 1 1.37 1 2.70 1 -1.07 1 2.48 VPC File:CA0114030-O10El.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 27 of 63 Maximum Reactions Summary - Framinv X -Loc Grid Hrz left Load Hrz Right Load I+rz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k (k) (k) (k k in -k (in -k 0/0/0 5-D 6.21 2 4.84 1 8.41 2 9.56 1 70/0/0 5-A 4.84 . 1 6.21 3 8.41 3 9.56 1 VPC File:CA0114030-010ELvpc VPC Version :2.6 Date: 08/28/2001 1 Vk Z. -7.r Design Report Time: 3:17 PM Page: 28 of 63 Wall: 4 (Grid:D ) Portal Brace reactions ARE included with frame reactions. See respective frame cross-sections for reactions. VPC File:CA01 ]4030-01 OEI.vpc . VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 29 of 63 B_ ractng``iSiimmaryRe ort �.... v - f- �;A DESCRIPTION: Diagonal Roof Bracing is typically used by VP Buildings to resist lateral wind loads and seismic forces acting perpendicular to the rigid frames. This Diagonal "X" - Bracing transmits the applied loads throughout the roof planes, delivering them to vertical bracing systems, and eventually into the foundation. Vertical Bracing systems are typically diagonal '•X•• -Bracing similar to roof plane bracing, although may also utilize vertical diaphragms, moment -resisting frames, concentric braced frames utilizing tension/compression members or tension only members, or other types of bracing systems, as permitted by Specifications. ANALYSIS: VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind loads and seismic loads acting on the structure. All diagonal members are assumed to be considered to have pinned connections, while moment frames are typically assumed to be AISC Type 1 Construction (rigid frames). with pinned base connections. DESIGN: Diagonal Bracing is designed for axial forces, using the prevailing AISC Allowable forces acting on the Net Area of each member. Moment frames are also designed in accordance with AISC allowed working stresses. MATERIAL: Typical Rod Bracing used by VP Buildings is 65 ksi Structural Steel. Angle bracing is typically 50 ksi steel, tube bracing is 46 ksi, and moment frames are typically designed and constructed from 50 ksi steel. Shape : 70 x 110 x 18 Roof Only Loads and Codes -Shape: 70 x 110 x 18 Roof Only City: Chico County: Butte State: California Building Code: 1997 Uniform Building Code Built Up: 89AISC Building Use: Standard Occupancies Cold Form: 89AIS1 Dead and Collateral Loads Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.13 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 80.00 mph Wind Exposure (Factor): C(1.151) Parts Wind Exposure Factor: 1.151 Wind Enclosure: Open Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 7/0/0 Basic Wind Pressure: 18.87 psf Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Exposure Category (Factor): 3 (1.00) Snow Importance: 1.000 Ground /Roof Conversion: 1.00 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting: Metal Wall Panels Country: United States Rainfall: 4.00 in per hour Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N/A Seismic.Load Seismic: Zone 3 Seismic Importance: 1.000 Framing Seismic Period: 0.3601 Bracing Seismic Period: 0.2058 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0883 Brace Redundancy Factor: 1.5000 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.2000 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Bracing No. Do Not Use Origin Factor Application Description 1 System 1.333 1.0 W1> 2 System 1.333 1.0 <W 1 3 System 1.333 0.714 F> 4 System 1.333 0.714 <E VPC File:CA0114030-010El.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 30 of 63 Bracing Member Desinn Summarv: Rnnf : A Allnw_ f) --t-- = I nQ Member Type From FL To FL Start X Start Y End X End Y Bracing Shape Length (ft) Design Axial (k) Diaph Action(k) Total Axial (k) Stress Ratio Ld Cs Design Status Diagonal 3 4 55/0/0 0/0/0 82/0/0 19/8/2 R 0.375 33.41 -1.84 0.00 -1.84 0.47 2 Yes Diagonal 3 4 55/0/0 19/8/2 82/0/0 0/0/0 R0.375 33.41 -1.73 0.00 -1.73 0.45 3 Yes Strut 3 4 55/0/0 0/0/0 82/0/0 0/0/0 - 27.00 *1.34 0.00 1.34 - - Strut 1 2 0/0/0 0/0/0 28/0/0 0/0/0 28.00 *0.70 0.00 0.70 Strut . 2 3 28/0/0 0/0/0 55/0/0 0/0/0 27.00 !1.34 0.00 1.34 Strut 4 5 82/0/0 0/0/0 110/0/0 0/0/0 - 28.00 *0.17 0.00 •0.17 Diagonal 3 4 55/0/0 19/8/2 82/0/0 36/0/15 R 0.5 31.59 4.51 0.00 4.51 0.65 4 Yes Diagonal 3 4 55/0/0 36/0/15 82/0/0 19/8/2 R 0.5 31.59 -4.51 0.00 -4.51 0.65 3 Yes Strut 3 4 55/0/0 19/8/2 82/0/0 19/8/2 - 27.00 *2.95 0.00 2.95 - - Strut 1 2 0/0/0 19/8/2 28/0/0 19/8/2 28.00 *0.42 .0.00 0.42 Strut 2 3 28/0/0 19/8/2 55/0/0 19/8/2 27.00 *1.11 0.00 1.11 Strut. 4 5 82/0/0 19/8/2 110/0/0 19/8/2 28.00 *0.30 0.00 0.30 - Strut 3 4 55/0/0 36/0/15 82/0/0 36/0/15 27.00 *0.00 0.00 0.00 Strut 1 2 0/0/0 36/0/15 28/0/0 36/0/15 28.00 *0.34 0.00 0.34 Strut 2 3 28/0/0 36/0/15 55/0/0 36/0/15 27.00 *0.94 0.00 0.94 - Strut 4 5 82/0/0 36/0/15 110/0/0 36/0/15 1 28.00 *0.30 0.00 0.30 Axial t orce Moved to Secondary Member VPC File:CA0114030-OIOEI.vpc VPC Version :2.6 _ Date: 08/28/2001 Design Report Time: 3:17 PM Page: 31 of 63 Bracing Member Design Summarv: Rnnf : R Allnw_ nvnrctrp- = 1 ni Member Type From FL To FL Start X Start Y End X End Y Bracing Shape Length (ft) Design Axial (k) Diaph Action(k) Total Axial (k) Stress Ratio Ld Cs Design Status Diagonal 2 3 28/0/0 0/0/0 55/0/0 19/8/2 R 0.375 33.41 -1.68 0.00 -1.68 0.43 3 Yes Diagonal 2 3 28/0/0 19/8/2 55/0/0 0/0/0 R0.375 33.41 -1.84 0.00 -1.84 0.47 2 Yes Strut 2 3 28/0/0 0/0/0 55/0/0 0/0/0 - 27.00 *1.34 0.00 1.34 - - Strut 1 2 0/0/0 0/0/0 28/0/0 .0/0/0 28.00 *0.17 0.00 0.17 Strut 3 4 55/0/0 0/0/0 82/0/0 0/0/0 27.00 *1.34 0.00 1.34 Strut 4 5 82/0/0 ' 0/0/0 110/0/0 0/0/0 - 28.00 *0.70 0.00 0.70 Diagonal 2 3 28/0/0 19/8/2 55/0/0 36/0/15 R 0.5 31.59 4.51 0.00 -4.51 0.65 3 Yes Diagonal 2 3 28/0/0 36/0/15 55/0/0 19/8/2 R 0.5 31.59 4.51 0.00 4.51 0.65 4 Yes Strut 2 3 28/0/0 19/8/2 55/0/0 19/8/2 - 27.00 *2.95 0.00 2.95 - Strut 1 2 0/0/0 19/8/2 28/0/0 19/8/2 28.00 *0.30 0.00 '0.30 Strut 3 4 55/0/0 - 19/8/2 82/0/0 19/8/2 27.00 *1.11 0.00 1.11 Strut 4 5 82/0/0 19/8/2 110/0/0 19/8/2 28.00 *0.42 0.00 0.42 Strut 2 3 28/0/0 36/0/15 55/0/0 36/0/15 27.00 *0.00 0.00 0.00 Strut 1 2 0/0/0 36/0/15 28/0/0 36/0/15 28.00 *0.30 0.00 0.30 Strut 3 4 55/0/0 36/0/15 82/0/0 36/0/15 27.00 *0.96 0.00 0.96 Strut 4 5 82/0/0 36/0/15 110/0/0 36/0/15 - 28.00 *0.36 0.00 0.36 ` Axial Force Moved to Secondary Member VPC File:CA0114030-O10El.vpc VPC Version :2.6 Date: 08/28/2001 Design Repart Time: 4:21 PM Page: 32 of 63 Bracing Member Design Summarv: Sidewall : 2 Allow. Overstress: = 1.03 Member From To Start Start End End Bracing Length Axial Shear Moment Stress Ld Design Type X Y X Y Shape (fl) k) k On -k) Ratio Cs Status Portal Beam 2 3 28/0/0 18/0/0 55/0/0 18/0/0 3P 6x5/16x0.I345x8 27.00 11.44 5.64 337.94 0.84 4 Yes Knee Brace 2 3 28/0/0 13/0/0 33/0/0 18/0/0 2L 3.0 x 3.0 x 0.1875 - 0.375 7.07 12.66 0.00 •0.00 0.84 3 Yes Knee Brace 2 3 55/0/0 13/0/0 50/0/0 18/0/0 2L 3.0 x 3.0 x 0.1875 - 0.375 7.07 12.66 0.00 0.00 0.84 4 Yes The following apply to all portal braces unless otherwise specified: Lateral supports for portal beam at kicker locations are required ' Four 3/4 inch A325 bolts for portal beam to frame connection at each end. All portal beam stiffeners are full depth 3/16 inch thick, both sides of the web with one side 3/16 inch weld to the web and flanges. These stiffeners are located over the end supports and struts. - Struts are double angles with 3/8 inch separation, connected at both ends with two 3/4 inch A325 bolts, 3 inches apart. This is a slip critical connection with a 34.5.kip capacity ( including 1.33 stress increase). - Spacers between double angles are used automatically if the design length is greater than 24 inches. If the design length is 24 inches or less, angles are designed as single. - Clips are 3/8 inch thick at the column web and bottom flange of a portal beam where angles are connected. Portal Brace Lx = 27.00 ft Kx = 1.0 CMx= 1.0 Ly = 17.00 ft Ky = 1.0 CMy = 1.0 Lb = 17.00 ft Shear Stress Ratio = 0.201 Bending coefficient (Cb) = 2.30 VPC File:CAO] 14030-010El.vpc VPC Version :2.6 Portal Brace Forces & Deflections ° Page: 3? Designer: Date: 08/28/01 w = 11.15kip down O= Member Number O O 2❑❑ O O 7 O =Global Joint Number - P-3.2kip 0 2O 22 ❑= Member Joint Number 3 YN[-11 4 ❑ - Angle - 39.81 degrees (Between Horizontal and Kicker CL) 1 2 ' 1 RX1 = 1.56kip O RX2 = 1.64kip �RY2 RY1 = 2kip = 2.3kip Forces Deflections End1 End2 End1 End2 Member Area Length I Axial Shear Moment Axial Shear Moment X Y Rotation X Y Rotation (int) (in) (in4) (kip) ki ki -in) (kip) (kip) kip -in (in) in (rad) (in) (in) (rad) 1 9.84 156 42.7 -1.98 1.56 0.00 1.98 -1.56 243.76 0.00 0.00 -0.02 3.09 0.00 -0.01 2 9.84 156.00 42.67 2.28 1.64 0.00 -2.28 -1.64 255.44 0.00 0.00 -0.03 3.12 0.00 -0.01 3 9.84 60.00 42.67 2.70 -4.06 -243.76 -2.70 4.06 .0.00 3.09 0.00 -0.01 3.43 0.00 -0.01 4 9.84 60.00 42.67 -2.63 -4.26 -255.44 2.63 4.26 0.00 3.12 0.00 -0.01 3.42 0.00 -0.01 5 3.28 72.00 39.31 7.26 2.70 0.00 -7.26 -2.64 192.34 3.43 0.00 -0.01 3.42 -0.38 0.00 6 3.28 180.00 39.31 1.64 -2.05 -192.34 -1.64 2.22 -191.66 3.42 -0.38 0.00 3.42 0.35 0.00 7 3.28 72.00 39.31 -4.26 2.70 191.66 4.26 -2.63 0.00 3.42 0.35 0.00 3.42 0.00 -0.01 8 2.18 93.72 1.92 -7.32 0.00 7.32 0.00 3.09 0.00 3.42 -0.38 9 2.18 93.72 1.92 7.67 0.00 -7.67 0.00 3.12 0.00 3.42 0.35 Portal Brace Force Calculations Location: sidewall B flange 9.0 in. Mx 78.2 kip in. Includes Omega = 2.8 P 3.20 k T brace 8.15 k 0.375 in. ds (req'd) D 5.00 ft. Fx brace 5.76 k 2.5 in. d total H 18.00 ft. Fy brace 5.76 k Frame Reactions: theta 45 deg. Rx 1:60 k . D _ 1.50 k Lb1 5.00 ft. Ry 2.13 k Cg 0.56 k Lb2 17.00 ft. P beam 7.36 k E 0.91 k Lx 27.00 ft. Mx beam 218 k -in D+Cg+.3E 2.33 k Kx 1.00 P column 3.63 k Lx column 185.3 in. Cb1 1.75 My column 250 k -in Mx column 432 k -in Cb2 2.3 P is due to: = 0.6 Fu * to * width * # sides / cos (theta) Building code: 35.23 k Cb3 1.75 seismic - UBC 97 Portal Brace Gusset to Web Stiffener Design D column 19.39 in. B flange 9.0 in. Mx 78.2 kip in. Includes Omega = 2.8 Ma = .6*55ksi*Se*1.7 >= Mx (set equal to Mx) Se = is*ds^2/6 A325 -SC is 0.375 in. ds (req'd) 4.09 in. # stiffeners 2 ds 2.5 in. d total 5.00 in. Pax weld 37.10 k O.K. Kicker Angle to Portal Beam Connection using 2.811.7 Design force: Job Number CA0114030-01 Page 32.2 Date 08/28/2001 Prepared by AEH Reviewed by Design shear force for kicker connections: 13.42 k = (2.8) (T brace) / 1.7 Bolt Shear: Fs = 15 ksi per AISI Class "A" A325 -SC Tension on Angles: Allowables Bolt size: 0.750 in. Angle size 3.000 in. Tension on gross arez 67.50 k O.K. # of bolts: 2 thickness 0.188 in. Tension on net area: 47.42 k O.K. spacing: 3.0 in. # angles 2 Block shear: 50.24 k O.K. # slip planes: 2 Fy 50 P allow 26.51 k O.K. = Fs Ab Nb Ns Kicker angle clip design: width: 4.0 in. weld: 0.188 in. KL/r 55.42 thickness: 0.375 in. # sides: 1 Cc 107.00 distance from clip bolt to web: 6.0 in.. Fa 23.48 ksi Tension on gross area: 45.00 k O.K. = 0.6 Fy * width * thickness Tension on net area: 38.09 k O.K. = 0.5 * Fu * (width - holes) * thickness Shear rupture: 41.25 k O.K. _ (.3 Fu * long. shear area) + (.5 Fu * lat. Shear area) Clip to beam weld: 29.25 k O.K. = 0.6 Fu * to * width * # sides / cos (theta) Clip axial .load capacity: 35.23 k O.K. = Fa * width * thickness Date: 08/28/2001 Design Report Time: 4:21 PM Page: 33 of 63 R-rino M-hor rl-ian Q.--- Cidnwnll.. A A11-, n...._.. I - Member From To Start Start I End End Bracing Length Axial Shear. Moment Stress Ld Design Type X Y X Y Shape ft (k) (k) (in -k) Ratio Cs Status Portal Beam 3 4 55/0/0 18/0/0 82/0/0 18/0/0 3P 6x5/16x0.1345x8 27.00 11.40 -5.62 -336.97 0.84 3 Yes Knee Brace 3 4 1 55/0/0 13/0/0 60/0/0 18/0/0 2L 3.0 x 3.0 x 0.1875 - 0.375 7.07 12.62 0.00 0.00 0.83 4 Yes Knee Brace 3 4 82/0/0 13/0/0 77/0/0 18/0/0 2L 3.0 x 3.0 x 0.1875 - 0.375 7.07 12.62 0.00 0.00 0.83 3 Yes Portal Brace Lx = 27.00 ft Ly = 17.00 ft Lb = 17.00 ft Kx = 1.0 Ky = 1.0 Shear Stress Ratio = 0.200 CMx = 1.0 CMy,= 1.0 Bending coefficient (Cb) = 2.30 VPC File:CA0114030-01OEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 34 of 63 Second'ar,.Yy�;Svmmaryl_Reporf� � '� :� '.�•- : � , _� � , ,; f ' ` ,A. �.�r Loads and Codes -Shape: 70 x 110 x 18 Roof Only City: Chico County: Butte State: California Country: United States Building Code: 1997 Uniform Building Code Built Up: 89AISC Rainfall: 4.00 in per hour Building Use: Standard Occupancies Cold Form: 89AIS1 Allow. Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Dead and Collateral Loads Collateral Gravity: 1.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 80.00 mph Wind Exposure (Factor): C (1.151) Parts Wind Exposure Factor: 1.151 Wind Enclosure: Open Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip.Width: N/A Parts / Portions Zone Strip Width: 7/0/0 Basic Wind Pressure: 18.87 psf Roof Covering + Second. Dead Load: 2.13 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Exposure Category (Factor): 3 (1.00) Snow Importance: 1.000 Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Live Load Live Load: 20.00 psf Reducible LL for Below Eave Canopy:N/A Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 Framing Seismic Period: 0.3601 Bracing Seismic Period: 0.2058 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.0883 Brace Redundancy Factor: 1.5000 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.2000 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Purlin No. Do Not Use Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L 2 System Derived 1.333 1.0 D+ 1.0 W1>+ 1.0 WBl> 3 System Derived 1.333 1.0 D + 1.0 <W2 + 1.0 WB 1> 4 System Derived 1.333 1.0 D+ 1.0 W3>+ 1.0 WBl> 5 System Derived 1.333 1.0 D + 1.0 W 1> + 1.0 <WB 1 6 System Derived 1.333 1.0 D + 1.0 <W2 + 1.0 <WB1 7 System Derived 1.333 1.0 D + 1.0 W3> + 1.0 <WB1 8 System Derived 1.333 1.0 D + 1.0 CG + 0.714 EB> 9 System Derived 1.700 1.200 D + 1.200 CG + 0.500 L + 1.0 EB> 10 System Derived 1.333 1.0 D + 1.0 CG + 0.714 <EB 11 System Derived 1.700 1.200 D + 1.200 CG + 0.500 L + 1.0 <EB Design Load Combinations - Girt No. Do Not Use Origin Factor Application Description 1 System 1.333 1.0 W1> 2 System 1.333 1.0 <W2 3 System 1.333 1.0 W3> 4 System .1.333 1.0 <W4 Deflection Load Combinations - Girt No. Do Not Use Origin Factor Deflection Application Description 1 System 1.000 120 0.750 W1> 2 System 1.000 120 0.750 <W2 3 System 1.000 120 0.750 W3> 4 System 1.000 120 0.750 <W4 VPC Fi.Ie:CA0114030-01 OEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM —go- Page: 35 of 63 Wall: 1 M N Maximum Secondary. Designs for Shape 70 x 110 x ]8 Roof Onl on Side 1 Maximum Secondary Deflections for Shape 70.x 110 x 18 Roof Onl on Side 1 Design Id Exterior I Interior I Exterior Des Len Description Design Detail % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status La (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 23.50 8.50x0.059 C Sim Yes 0 0.53 0.00 0.53 0.00 3 1,2 23.00 8.500.065 C Sim Yes 0 0.99 0.00 0.99 0.00 3 1,3 23:50 8.500.059 C Sim Yes 0 0.50 0.00 0.50 0.00 3 Maximum Secondary Deflections for Shape 70.x 110 x 18 Roof Onl on Side 1 Design Id Segment Deflection in. Ratio Location(ft) Load Case Description 1 1 0.76 ( U373) 12.00 3 W3> 1 2 1.42 ( U195) 35.00 3 W3> 1 3 0.70 ( U400 58.00 3 W3> VPC File:CA0114030-01OEI.vpc VPC Version :2.6 Date: 08/28/2001 Design Repast Time: 3:17 PM go- Page: 36 of 63 Roof: A -:r Maximum Second ary Desiens for Shaoe 70 x 110 x 18 Roof Only on Side A VPC File:CA0114030-01 OEl.vpc VPC Version :2.6 Exterior Interior Exterior Des Len Description Design Detail % % % % Ld Lap % % % % L.d % % % % Ld Lap Id (ft) Status La (in. Bnd Shr Cmb We Cs (in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. I,1 28.00 8.500.082 ZCon Yes 42 0.96 0.00 1.02 0.00 4 0.58 0.18 0.58 0.65 1 36 1,2 27.00 8.50x0.065 Z Con Yes 12 0.58 0.16 0.58 0.65 1 12 0.82 0.42 0.97 0.00 4 0.43 0.20 0.43 0.66 1 12 1,3 27.00 8.500.065 Z Con Yes 12 0.43 0.20 0.43 0.66 1 12 0.82 0.42 0.97 0.00 4 0.58 0.16 0.58 0.65 1 12 1,4 28.00 8.500.082 Z Con Yes 42 0.58 0.18 0.58 0.65 1 36 0.96 0.00 0.96 0.00 4 2,1 28.00 8.500.082 Z Con Yes 42 0.85 0.27 0.85 0.00 1 0.66 0.21 0.66 0.74 1 42 2,2 27.00 8.500.059 Z Con Yes 12 0.66 0.19 0.66 0.74 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 2,3 27.00 8.50x0.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 2,4 28.00 8.504.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.85 0.27 0.85 0.00 1 3,1 28.00 8.504.092 Z Con Yes 42 0.88 0.00 0.97 0.00 2 0.61 0.16 0.61 0.63 1 42 3,2 27.00 8.500.059 Z Con Yes 12 0.61 0.14 0.61 0.63 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 3,3 27.00 8.500.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 3,4 .28.00 8.500.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.85 0.27 0.85 0.00 1 4,1 28.00 8.504.082 Z Con Yes 42 0.85 0.27 0.85 0.00 1 0.66 0.21 0.66 0.74 1 42 4,2 27.00 8.504.059 Z Con Yes 12 0.66 0.19 0.66 0.74 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 4,3 27.00 8.500.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 4,4 28.00 8.500.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.85 0.27 0.85 0.00 1 5,1 28.00 8.500.082 Z Con Yes 42 0.85 0.27 0.85 0.00 1 0.66 0.21 0.66 0.74 1 42 5,2 27.00 8.500.059 Z Con Yes 12 0.66 0.19 0.66 0.74 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 5,3 27.00 8.500.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 5,4 28.00 8.500.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.85 0.27 0.85 0.00 1 6,1 28A0 8.50x0.082 Z Con Yes 42 0.85 0.27 0.85 0.00 1 0.66 0.21 0.66 0.74 1 42 6,2 27.00 8.50x0.059 Z Con Yes 12 0.66 0.19 0.66 0.74 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 6,3 27.00 8.500.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 6,4 28.00 8.500.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.85 0.27 0.85 0.00 1 7,1 28.00 8.500.082 Z Con Yes 42 0.75 0.24 0.75 0.00 1 0.59 0.19 0.59 0.67 1 36 7,2 27.00 8.500.059 Z Con Yes 12 0.59 0.17 0.59 0.67 1 12 0.84 0.48 0.84 0.00 1 0.49 0.25 0.49 0.76 1 12 7,3 27.00 8.500.059 Z Con Yes 12 0.49 0.25 0.49 0.76 1 12 0.84 0.48 0.84 0.00 1 0.59 0.17 0.59 0.67 1 12 7,4 28.00 8.500.082 Z Con Yes 42 0.59 0.19 0.59 0.67 1 36 0.75 0.24 0.75 0.00 1 8,1 28.00 8.500.082 Z Con Yes 42 0.65 0.21 0.65 0.00 1 0.51 0.17 0.51 0.59 1 24 8,2 27.00 8.500.059 Z Con Yes 12 0.51 0.15 0.51 0.59 1 12 0.94 0.46 0.94 0.00 1 0.44 0.23 0.44 0.69 1 12 8,3 27.00 . 8.500.059 Z Con Yes 12 0.44 0.23 0.44 0.69 1 12 0.94 0.46 0.94 0.00 1 0.51 0.15 0.51 0.59 1 12 8,4 28.00 8.500.082 Z Con Yes 42 0.51 0.17 0.51 0.59 1 24 0.65 0.21 0.65 0.00 1 9,1 28.00 8.500.082 EZ Sim Yes 0 0.88 0.00 0.88 0.00 2 9,2 27.00 8.50x0.082 EZ Sim Yes 0 0.88 0.00 0.89 0.00 2 9,3 27.00 8.50x0.082 EZ Sim Yes 0 0.88 0.00 0.88 0.00 2 9,4 1 28.00 8.500.082 EZ Sim I Yes 1 0 10.8810.00 10.8810.00 2 VPC File:CA0114030-01 OEl.vpc VPC Version :2.6 Roof: B Date: 08/28/2001 Design Report Time: 3:17 PM Page: 37 of 63 1R- �r�^ ; 7r -n^ �r n^ -oto^ Maximum Secondary Desiens for Shane 70 x 110 x 1R Rnnf Only nn Ride R VPC File:CA0114030-01 OEI.vpc VPC Version :2.6 Exterior Interior Exterior Des Len Description Design Detail % % % %Ld % % % % % % LaUp Id ft Status La in.) Bnd Shr Cmb We Cs (inLap . Bnd _ Shr Cmb We CLI Cs Bnd Sh%r Cmb We% CsLd l,l 28.00 8.500.082 Z Con Yes 42 0.96 0.00 0.96 0.00 4 0.58 0.18 0.58 0.65 1 36 1,2 27.00 8.500.065 Z Con Yes 12 0.58 0.16 0.58 0.65 1 12 0.82 0.42 0.97 0.00 4 0.43 0.20 0.43 0.66 1 12 13 27.00 8.50x0.065 Z Con Yes 12 0.43 0.20 0.43 0.66 1 12 0.82 0.42 0.97 0.00 4 0.58 0.16 0.58 0.65 1 12 1,4 28.00 8.50x0.082ZCon Yes 42 0.58 0.18 0.58 0.65 1 36 0.96 0.00 1.02 0.00 4 2,1 28.00 8.50x0.082 Z Con Yes 42 0.85 0.27 0.85 0.00 1 0.66 0.21 0.66 0.74 1 42 2,2 27.00 8.50x0.059 Z Con Yes 12 0.66 0.19 0.66 0.74' 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 2,3 27.00 8.500.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 2,4 28.00 8.504.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.85 0.27 0.85 0.00 1 3,1 28.00 8.500.082 Z Con Yes 42 0.85 0.27 0.85 0.00 1 0.66 0.2.1 0.66 0.74 1 42 3,2 27.00 8.500.059 Z Con Yes 12 0.66 0.19 0.66 0.74 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 3,3 27.00 8.500.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 3,4 28.00 8.50x0.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.99 0.00 0.99 0.00 2 4,1 28.00 8.500.082 Z Con Yes 42 0.85 0.27 0.85 0.00 1 0.66 0.21 0.66 0.74 1 42 4,2 27.00 8.500.059 Z Con Yes 12 '0.66 0.19 0.66 0.74 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 4,3 27.00 8.500.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 4,4 28.00 8.500.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.85 0.27 0.85 0.00 1 5,1 28.00 8.500.082 Z Con Yes 42 0.85 0.27 0.85 0.00 1 0.66 0.21 0.66 0.74 1 42 5,2 27.00 8.500.059 Z Con Yes 12 0.66 0.19 0.66 0.74 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 5,3 27.00 8.500.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 5,4 28.00 8.500.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.85 0.27 0.85 0.00 1 6,1 28.00 8.500.082 Z Con Yes 42 0.85 0.27 0.85 0.00 1 0.66 0.21 0.66 0.74 1 42 6,2 27.00 8;50x0.059 Z Con Yes 12 0.66 0.19 0.66 0.74 1 12 0.83 0.52 0.83 0.00 1 0.54 0.28 0.54 0.85 1 12 6,3 27.00 8.504.059 Z Con Yes 12 0.54 0.28 0.54 0.85 1 12 0.83 0.52 0.83 0.00 1 0.66 0.19 0.66 0.74 1 12 6,4 28.00 8.500.082 Z Con Yes 42 0.66 0.21 0.66 0.74 1 42 0.85 0.27 0.85 0.00 1 7,1 28.00 8.500.082 Z Con Yes 42 0.75 0.24 0.75 0.00 1 0.59 0.19 0.59 0.67 1 36 7,2 27.00 8.500.059 Z Con Yes 12 0.59 0.17 0.59 0.67 1 12 0.84 0.48 0:84 0.00 1 0.49 0.25 0.49 0.76 1 12 7,3 27.00 8.504.059 Z Con Yes 12 0.49 0.25 0.49 0.76 1 12 0.84 0.48 0.84 0.00 1 0.59 0.17 0.59 0.67 1 12 7,4 28.00 8.500.082 Z Con Yes 42 0.59 0.19 0.59 0.67 1 36 0.75 0.24 0.75 0.00 1 8,1 28.00 8.500.082 Z Con Yes 42 0.65 0.21 0.65 0.00 1 0.51 0.17 0.51 0.59 1 24 8,2 27.00 8.500.059 Z Con Yes 12 0.51 0.15 0.51 0.59 1 12 0.94 0.46 0.94 0.00 1 0.44 0.23 0.44 0:69 1 12 8,3 27.00 8.500.059 Z Con Yes 12 0.44 0.23 0.44 0.69 1 12 0.94 0.46 0.94 0.00 1 0.51 0.15 0.51 0.59 1 12 8,4 28.00 8.500.082 Z Con Yes 42 0.51 0.17 0.51 0.59 1 24 0.65 0.21 0.65 0.00 1 9,1 28.00 8.50x0.082 EZ Sim Yes 0 0.88 0.00 0.88 0.00 2 9,2 27.00 8.50x0.082 EZ Sim Yes 0 0.88 0.00 0.88 0.00 2 9,3 27.00 8.50x0.082 EZ Sim Yes '0 0.88 0.00 0.89 0.00 2 9,4 1 28.00 8.504.082 EZ Sim I Yes 1 0 1 1 1 0.88 10.00 10.88 10.00 1 2 VPC File:CA0114030-01 OEI.vpc VPC Version :2.6 _ Date: 08/28/2001 Design Repart Time: 3:17 PM Page: 38 of 63 Purlin Anchoraue Forces (Evaluated Usine D + Ce + L) Shape Force(k) Resistance(k) Numb. Purlins Roof Angle (Pitch) A B . 0.0000 0.0000 10.0060 9.9160 9 9 14.036 ( 3.000:12 ) 14.036 3.000:12 VPC File:CA0114030-01OEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Repart Time: 3:17 PM Page: 39 of 63 Wall : 2 - Canopy 1 Maximum Secondary. Designs for Shane 70 x 110 x 18 Roof Only on Side 2 Maximum Secondary Deflections for Shape 70 x 110 x 18 Roof Only on Side 2 Design,ld Exterior Interior Exterior Des Len Description Design Detail % % % % Ld Lap % % % % Ld % % % % Ld Lap Ad ft 2 Status La in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb Wcp Cs in. 1,1 28.00 8.500.059 Z Con Yes 12 0.67 0.00 0.67 0.00 2 0.31 0.14 0.31 0.39 1 12 1,2 27.00 8.500.059 Z Con Yes 12 0.31 0.12 0.31 0.39 1 12 0.58 0.26 0.58 0.00 2 0.20 0.10 0.20 0.31 1 12 1,3 27.00 8.500.059 Z Con Yes 12 0.20 0.10 0.20 0.31 1 12 0.58 0.26 0.58 0.00 2 0.31 0.12 0.31 0.39 1 12 1,4 28.00 8.500.059 Z Con Yes 12 0.31 0.14 0.31 0.39 1 12 0.67 0.00 0.67 0.00 2 2,1 28.00 8.500.059 EZ Sim Yes 0 0.39 0.00 0.39 0.00 2 2,2 27.00 8.500.059 EZ Sim Yes 0 0.39 0.00 0.39 0.00 2 2,3 27.00 8.500.059 EZ Sim Yes 0 0.39 0.00 0.39 0.00 2 2,4 28.00 8.500.059 EZ Sim I Yes 1 0 1 1 1 10.39 10.00 10.39 10.00 1 2 Maximum Secondary Deflections for Shape 70 x 110 x 18 Roof Only on Side 2 Design,ld Segment Deflection(in.) Ratio Location(ft) Load Case Description I 1 1 . 2 - - - - - 13 1 4 2 1 2 2 2 3 2 4 - Purlin Anchorage Forces (Evaluated Using b + Ca + Shape I Force(k) Resistance(k) Numb. Purlins l Roof Angle (Pitch) 0.0000 1 1.4400 1 2 1 14.036 ( 3.000:12 ) VPC F1le:CA0114030-01 OEI.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 40 of 63 Wall :4 - Canopy 1 Maximum Secandary IneR10n5 for Shane 70 r 110 x 1R Rnnf On1w nn cion e Mari mum Sarnnd- nl nPvtinne fnr Sh- 7n . 11(1 � 14 D --fn- I.. -- c:A- e Design Id Exterior Interior Exterior Des Len Description Design Detail % % % %Ld Lap % % % % Ld % % % % Ld Lap Id ft 2 Status La in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 28.00 8.500.059 Z Con Yes 12 0.67 0.00 0.67 0.00 2 0.31 0.14 0.31 0.39 1 12 1,2 27.00 8.500.059 Z Con Yes 12 0.31 0.12 0.31 0.39 1 12 0.58 0.26 0.58 0.00 2 0.20 0.10 0.20 0.31 1 12 1,3 27.00 8.500.059 Z Con Yes 12 0.20 0.10 0.20 0.31 1 12 0.58 0.26 0.58 0.00 2 0.31 0.12 0.31 0.39 1 12 1,4 28.00 8.500.059 Z Con Yes 12 0.31 0.14 0.31 0.39 1 12 0.67 0.00 0.67 0.00 2 2,1 28.00 8.504.059 EZ Sim Yes 0 0.39 0.00 0.39 0.00 2 2,2 27.00 8.500.059 EZ Sim Yes 0 0.39 0.00 0.39 0.00 2 2,3 27.00 8.504.059 EZ Sim Yes 0 0.39 0.00 0.39 0.00 2 2,41 28.00 8.500.059 EZ Sim I Yes 1 0 1 1 1 10.39 10.00 10.39 10.00 1 2 Mari mum Sarnnd- nl nPvtinne fnr Sh- 7n . 11(1 � 14 D --fn- I.. -- c:A- e Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 1 2 1 3 1 4 2 1 2 2 2 3 2 4 Purlin Anchorage Forces (Evaluated Using D+Cg+L) dnape I l-orce(k) Resistance Numb. Pur;ins I Roof Angle (Pitch) 0.0000 1.4400 1 2 1 14.036 ( 3.000:12 ) 1 .f+k".hidF;ir`eTd3..4.QF4�'3i�. ,J��*tPM Psa' ,�rlSi:�X-'N4w`"1Ti VPC File:CA0114030-01 OEI.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 41 of 63 ;ra�ming�Surnmary�Report�-''� f •u< _ - - ,�• _ �_ Loads and Codes -Shape: 70 x 110 x 18 Roof Only City: Chico - County: Butte State: California Country: United States Building Code: 1997 Uniform Building Code Built Up: 89AISC Rainfall: 4.00 in per hour Building Use: Standard Occupancies Cold Form: 89AIS1 Allow. Overstress: Frm: 1.03, Sec: 1.03, Bic: 1.03 Dead and Collateral Loads Collateral Gravity: 1.00 psf Collateral Uplift: 0.00 psf - Wind Load Wind Speed: 80.00 mph Wind Exposure (Factor): C (1.151) Parts Wind Exposure Factor: 1.151 Wind Enclosure: Open Wind Importance Factor: 1.000 Base Elevation: 0/0/0 Primary Zone Strip Width: N/A Parts / Portions Zone Strip Width: 7/0/0 Basic Wind Pressure: 18.87 psf Live Load Roof Covering + Second. Dead Load: 2.13 psf Live Load: 20.00 psf Reducible Frame Weight (assumed for seismic):2.50 psf LL for Below Eave Canopy:N/A Snow Load Ground Snow Load: 0.00 psf Design Snow (Sloped): 0.00 psf Snow Exposure Category (Factor) Snow Importance: 1.000 Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Seismic Load Seismic: Zone 3 Seismic Importance: 1.000 3(l.00) Framing Seismic Period: 0.3601 Bracing Seismic Period: 0.2058 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor:1.0883 Brace Redundancy Factor: 1.5000 Frame Seismic Factor (Cs): 0.2000 Brace Seismic Factor (Cs): 0.2000 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations - Framing No. Do Not Use Origin Factor 1 System 1.000 2 System 1.333 3 System 1.333 4 System 1.333 5 System 1.333 6 System 1.333 7 System 1.333 8 System Derived 1.333 9 System Derived 1.333 10 System Derived 1.333 11 . System Derived 1.333 Deflection Load Combinations - Framing Application 1.0D+I.0CG+I.0L I.0D+1.0WI> 1.0D+1.0<W1 1.0D+1.0W3> 1.0D+1.0<W3 1.0D+1.0CG+0.714E> I.0D+I.0CG+0.714<E 1.0D+I.0WP+1.0WBI> 1.0D+I.0WP+1.0<WB1 1.0D+I.0CG+0.214E>+1.0EB> 1.0D+I.0CG+0.214<E+1.0<EB No. Do Not Use Origin Factor Def H Def V - 1 System 1.000 60 0 0.750 W1> 2 System 1.000 60 0 0.750 <W 1 3 System 1.000 60 0 0.750 WP 4 System 1.000 60 0 0.750 W3> 5 System 1.000 60 0 0.750 <W3 6 System 1.000 . 60 0 0.600 F> 7 System 1.000 60 0 0.600 <E Application VPC File:CA0114030-01 OEI.vpc VPC Version :2.6 Description Description Date: 08/28/2001 1 vk Design Report Time: 3:17 PM Page: 42 of 63 Wall: 4, Frame at: 1/0/0 Frame Cross Section: 1 LJ) M rr\mivirz I,r\IJJJ JCI, I IVIV HI rMMIVIC LI IVCIJI I' Dimension Key 1 3'-0" 2 17'-3" 3 8 1/2" 4 P-8 1/8" 5 2 @ 3'-6 13/16" 6 3 1/8" 7 1'-1 7/8" 8 26'-9" 9 3'-1 1/8" 3.000:12 Frame Clearances Horiz. Clearance between members I (CX001) and 6(CX002): 64'-5" Vert. Clearance at member I (CX001): 15'-7 13/16" Vert. Clearance at member 6(CX002): 15'-7 13/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 8.2>S • D 1. t9t54 . VPC File:CA0114030-01 OEl.vpc VPC Version :2.6 Q Date: 08/28/2001 Design Repart Time: 3:17 PM go- Page: 43 of 63 Frame Location Desi-nParameters: Location I Avg. Bay Space Description Angle Group Trib. Override Design Status 1/0/0 1 14/6/0Rigid Frame with Endposts 90.0000 Automatic Desien DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type I Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building cave to building cave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. DESCRIPTION: VP Buildings FRAMES are typically solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: ' The boundary conditions established for VP Buildings FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building cave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns and Interior Columns, if any, are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: VP Buildings FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 91h Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in VP Buildings FRAME welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depth (in.) Depth2 (in.) Length (ft) Weight () Flg Fy (ksi) Web Fy (ksi) Splice .lt.l • Codes Jt.2 Shape 1001 5.00 0.1345 0.1345 9.00 9.00 3.82 38.4 50.00 50.00 SS SS 3P 1003 5.00 0.1345 0.1345 9.00 9.00 3.82 38.4 50.00 50.00 SS SS 3P 1 6.00 0.2500 0.1345 7.00 25.G0 17.45 337.6 50.00 50.00 BP KN 3P 2 5.00 0.1875 0.1345 27.00 21.00 10.35 163.3 50.00 50.00 KN SS 3P 3 5.00 0.1345 0.1345 21.00 9.00 25.00 288.0 50.00 50.00 SS SP 3P 4 5.00 0.1345 0.1345 9.00 21.00 25.00 288.0 50.00 50.00 SP SS 3P 5 5.00 0.1875 0.1345 21.00 27.00 10.35 163.3 50.00 50.00 SS KN 3P 6 6.00 0.2500 0.1345 7.00 25.00 17.45 337.6 50.00 50.00 BP KN 3P 7 5.00 0.1345 0.1345 9.00 9.00 5.88 40.4 50.00 50.00 BP SS 3P 8 5.00 0.1345 1 0.1345 1 9.00 1 9.00 1 5.88 1 40.4 50.00 1 50.00 1 BP I SS I 3P Total Frame Weight= 1735.5 (p) (Includes all plates) Frame Pricing Weight = 1860.2 (p) (includes all pieces) Frame Member Releases Member I Joint 1 Joint 2 7 8 No No Yes Yes Boundary Condition Summary Member X -Loc Y -Loc . Supp. X Supp. Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad. 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 6 70/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 7 23/6/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 0 23/6/0 23/10/8 Yes No No 0.0000 0.0000 0.0000 8 46/6/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 0 46/6/0 23/10/8 Yes No No 0.0000 0.0000 0.0000 1001 70/0/0 18/0/0 Yes Yes Yes 0.0000 0.0000 0.0000 1003 0/0/0 1 18/0/0 1 Yes I Yes Yes 0.0000 0.0000 0.0000 VPC File:CA0114030-010ELvpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 44 of 63 Frame Reactions - Load Cases at Frame (rncc CPoHnn• t X -Loc 0/0/0 0/0/0,18/0/0 23/6/0 46/6/0 70/0/0 Grid -Grid2 I -D 1-D I -C 1-B I -A Ld Description Hx I Vy Hx Load Mzz Hx Hz Vy Hx le I Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k -k) (k) (k) (k) (k (k) I (k) (k) (k 1 D + CG + L 4.84 9.56 - 1.12 - 3 T'a, -21.8 3 0.05 -0.25 - 0.05 -4.84 9.56 2 D + W 1> -6.21 -8.41 0.25 -0.78 21.8 0.21 0.66 0. D+<W3 0.96 0.05 0.69 -4.82 3 D + <W 1 -0.69 -4.82 0.25 -0.78 21.80.G6 -0.05 0.26 .05 7 -0.96 0.05 6.21 -8.41 4 D + W3> -1.42 1.80 - 0.21 -5.9 D+WP+WBI> - 0.05 5.9 - 0.05 -0.97 -1.56 5 D + <W3 0.97 -1.56 - 0.21 -5.9 10 D+CG+E>+EB> .05 0.26 - 0.05 1.42 1.80 6 D + CG + E> 0.73 2.22 -0.05 0.24 -7.2 1 7.2 0.05 0. 6 0.06 0.05 -1.71 2.95 7 D + CG + <E 1.71 2.95 0.05 0.26 -0.05 0.05 1.12 -0.06 0.05 -0.73 2.22 8 D+WP+WBI> -3.07 -4.67 - 0.21 5.9 70/0/0 - 0.05 1 6.21 05 3.07 -4.67 0NO2.05 9 D + WP + <WBI -3.07 -4.67 1 -5.9 - 0.05 9.56 170/0/0 3.07 -4.67 10 D + CG + Fj + EB> 1.07 2.48 -0..0,0.25 5 7.2 0.05 0.02 0.05 1.37 2.70 11 D + CG + <E + <EB 1.37 2.70 : OA 1 0.26 -7.2 1 -0.02 0.05 33.0 1 -1.07 2.48 Maximum Reactinns Summary _ Framino X -Loc X -Loc 70/0/0,18/0/0 Load Grid] -Grid2 Load I -A Load Ld Description Hx V y Mzz Cs (application factor not shown) (k) (k) Load 1 D+CG+L - 1.12 33.0 2 D + W 1> -0.25 -0.78 -21.8 3 D + <W 1 -0.25 -0.78 -21.8 4 D+W3> - 0.21 5.9 5 D+<W3 - 0.21 5.9 6 D+CG+Fj -0.05 0.26 7.2 7 D + CG + <E 0.05 0.24 7.2 8 D+WP+WBI> - 0.21 5.9 9 D+WP+<WBI - 0.21 5.9 10 D+CG+E>+EB> -0.01 0.26 7.2 11 D+CG+<E+<EB 1 0.01 1 0.25 1 7.2 Maximum Reactinns Summary _ Framino X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 1 2 (k) 16.64 k) 182.16 (k) N/A k 2.500 (k) F -BS -0. 1875,W -OS -0. 1875 k 1 (in -k 15.62 in -k N/A 0/0/0 1-D 6.21 2 4.84 1 6 2 S5 16.64 8.41 2 9.56 1 - - - - 0/0/0 18/0/0 0.05 6 0.25 2 0.78 2 1.12 1 33.0 1 21.8 2 70/0/0 1-A �484 1 6.21 3 8.41 3 9.56 170/0/0 18/0/0 5 2 0.05 7 0.78 2 1.12 1 21.8 2 33.0 1 ase Plate Summary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in. in.) (in. Bolts (in. Flange Web 0/0/0 1-D 1 0.375 8 8 2 0.750 A36 OS -0.1875 OS -0.1875 (in. (in.) (in. Description 70/0/0 1-A 6 0.375 8 8 2 0.750 A36 OS -0.1875 OS -0.1875 Weh CtiffPner Gumma ry Mem. Stiff. I Desc. Loc. Web Depth bA A a Thick. Width Side Welding No. No. (ft) (in.) (in. (in.) (in. Description I I S3 15.62 24.500 N/A N/A N/A 0.1875 2.500 Both F-FP,W-OS-0.1875 1 2 S5 16.64 24.500 182.16 N/A N/A 0.1875 2.500 Both F -BS -0. 1875,W -OS -0. 1875 6 1 S3 15.62 24.500 N/A N/A N/A 0.1875 2.500 Both F-FP,W-OS-0.1875 6 2 S5 16.64 24.500 182.16 N/A N/A 0.1875 2.500 Both F -BS -0. I 875,W -OS -0. 1875 8.34, of ,SEH VPC File:CA0114030-01OE1.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM go- Page: 45 of 63 Bolted Connections (A32S Bolts) Mem. No. Jt.Thick. No. (in.) Width (in.) Length (in.) Bolt Diam. (in.) Rows Out 4 Bolt Out Stiff. Out Rows In 4 Bolt In Stiff. In Pitch (in.) Type Conn. Capacity Out (in -k) Capacity In (in -k) 1001 2 0.375 6.00 10.28 0.750 1 0 0 1 0 0 2.50 CIP STD 112.3 112.3 1003 2 0.375 6.00 10.28 0.750 1 0 0 1 0 0 2.50 CIP STD 112.3 112.3 1 2 0.375 6.00 28.24 0.750 4 0 0 4 0 0 2.50 KN(Face) STD 874.8 874.8 2 1 0.375 6.00 28.92 0.750 4 0 0 4 0 0 2.50 KN(Face) STD 874.8 874.8 3 2 0.375 6.00 10.29 0.750 1 0 0 1 0 0 2.50 SP STD 112.3 112.3 4 1 0.375 6.00 10.29 0.750 1 0 0 1 0 0 2.50 SP STD 112.3 112.3 5 2 0.375 6.00 28.92 0.750 4 0 0 4 0 0 2.50 KN(Face) STD 874.8 874.8 6 1 2 0.375 1 6.00 1 28.24 1 0.750 1 4 1 0 0 4 0 1 0 1 2.50 KN(Face) STD 874.8 874.8 Flanee Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 2 1 /l /9 32/2/15 FB3040 3 1/0/0 24/2/2 FB3000 3 10/0/0 15/2/2 FB2090 3 19/0/0 6/2/2 FB2064 3 23/6/0 1/8/2 FB2050 4 1/6/0 1/8/2 FB2050 4 10/6/0 10/8/2 FB2074 4 19/6/0 19/8/2 FB2104 5 3/6/0 28/8/2 FB3020 5 7/0/13 1 32/2/15 1 FB3040 Frame Design Member Summary - Cnntrnllino Lnnd r.- and M-;-.- 1 --Mond cr-.o. - M -h- n .......:...... -- r--- 1,.:... , Mem. No. Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x Mom -y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum % % No. ft in. Case k k in -k in -k ksi ksi I ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1001 3.82 9.00 1 0.3 1.1 -33.0 0.6 0.11 0.90 4.39 0.00 30.00 16.55 26.61 26.61 0.165 0.054 1003 3.82 9.00 1 0.3 -1.1 -33.0 0.0 0.11 0.90 4.39 0.00 30.00 16.55 26.61 26.61 0.165 0.054 1 15.67 25.00 1 -9.8 -4.4 -823.0 0.0 1.55 1.30 16.48 0.00 6.04 2.51 19.06 25.85 0.998 0.520 2 0.75 27.00 1 -6.7 6.0 -867.7 0.0 1.23 1.65 21.35 0.00 20.19 2.12 22.14 24.13 1.018 0.776 3 0.00 ' 21.00 2 5.5 4.5 564.1 0.0 1.33 1.61 24.05 0.00 40.00 4.67 24.21 24.21 0.994 0.345 4 24.91 21.00 3 5.5 4.5 564.1 0.0 1.33 1.61 24.05 0.00 40.00 4.67 24.21 24.21 0.994 0.345 5 8.77 27.00 1 -6.7 -6.0 -867.7 0.01 1.23 1.65 21.35 0.00 20.19 2.12 22.14 24.13 1.018 0.776 6 15.67 25.00 d -9.8 4.4 -823.0 0.0 1.55 1.30 16.48 0.00 6.04 2.51 19.06 25.85 0.998 0.520 7 2.94 9.00 2 -0.1 0.1 -8.6 0.0 0.02 0.07 1.14 0.00 26.26 22.06 35.47 35.47 0.033 0.003 8 2.94 9.00 2 -0.1 0.0 -15.3 0.0 0.02 0.04 2.031 0.00 26.26 22.06 35.471 35.471 0.058 1 0.002 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. I Lx in. Ly -1 in. Ly -2 in. Klx /Rx Klyl /Ry Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cbl 1001 3.82 9.00 2.52 3.67 1.05 45.87 28.9 0.0 25.0 27.4 0.0 7.53 45.9 1.30 0.0 1.29 0.89 1.00 1.00 1.06 1003 3.82 9.00 2.52 3.67 1.05 45.87 28.9 0.0 25.0 27.4 0.0 .7.53 45.9 1.30 0.0 1.29 0.89 1.00 1.00 1.00 1 15.67 25.00 6.30 9.96 1.20 188.00 188.0 19.7 28.3 157.2' 16.5 49.94 188.0 1.53 19.7 1.50 0.86 0.95 1.75 1.02 2 0.75 27.00 5.46 10.03 0.85 404.13 19.7 20.3 40.3 23.3 24.0 40.63 19.7 1.14 20.3 1.14 0.80 0.95 1.02 1.07 3 0.00 21.00 4.13 7.72 0.82 404.13 54.0 0.0 52.4 65.6 0.0 23.45 54.0 1.12 0.0 0.00 0.61 1.00 1.18 0.00 4 24.91 21.00 4.13 7.72 0.82 404.13 54.0 0.0 52.4 65.6 0.0 23.45 54.0 1.12 0.0 0.00 0.61 1.00 1.18 0.00 5 8.77 27.00 5.410.03 0.85 404.13 20.3 19.7 40.3 24.0 23.3 40.63 20.3 1.14 19.7 1.14 0.80 0.95 1.07 1.02 6 15.67 25.00 6.30 9.96. 1.20 188.00 188.0 19.7 28.3 157.2 16.5 49.94 188.0 1.53 19.7 1.50 0.86 0.95 1.75 1.02 7 2.94 9.00 2.52 3.67 1.05 70.50 70.5 0.0 19.2 66.8 0.0 7.53 70.5 1.31 0.0 0.00 0.89 1.00 1.00 1.00 8 2.94 9.00 2.52 3.67 1.05 70.50 70.5 0.0 19.2 66.8 0.0 7.53 70.5 1.31 0.0 0.00 0.89 1.00 1.00 1.00 VPC F11e:CAOI 14030-OIOEI.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 46 of 63 User Defined Frame Point Loads for Cross Section: 1 Side Units Type Description Magl LocI Offset H or V Su Dir. Coef: Loc. 1 k WI> wind -roof only 3.00 17/11/14 _VA NA N RIGHT 1.000 OF 1 k <W1 wind -roof only -3.00 17/11/14 NA NA N LEFT 1.000 OF 4 k WI>wind-roof only 3.00 17/11/14 NA NA N RIGHT 1.000 OF 4 k <W1 wind -roof only -3.00 17/11/14 NA NA N LEFT 1.000 OF User Defined Frame Line Loads for Cross Section: 1 Side Units Type Description Ma 1 LocI Mag2 Loc2 Supp. Dir. Coef. Loc. 10000 plf WI> reduce canopy uplift ->Resolved From Plane -438.23 0/0/0 438.23 3/1/2 N DOWN 1.000 OF 10000 plf <W] reduce canopy uplift ->Resolved From Plane -438.23 0/0/0 -438.23 3/1/2 N DOWN 1.000 OF 10001 plf WI> reduce canopy uplif->Resolved From Plane -438.23 0/0/0 438.23 3/1/2 N DOWN 1.000 OF 10001 plf <W] reduce canopy u lif->Resolved From Plane -438.23 0/0/0 438.23 3/1/2 N DOWN 1.000 OF Maximum Frame Deflection Summary for Cross Section: 1 Description Deflection (in.) I Ratio IMemberl Joint I Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for S an 1 2.152 1.698 ( H/92) (L/469 1 3 1 2 2 1 1 W 1> WI> * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File: CAO 114030-01 OEI.vpc VPC Version :2.6 _ Date: 08/28/2001 Design Report Time: 3:17 PM Page: 47 of 63 Wall : 4, Frame at: 28/0/0 Frame Cross Section: 2 N-51 ME V 35•-0•--� N FRAME CROSS SECTION AT FRAME LINE(S) 2 Dimension Key 1 3'-0" 2 17'-3" 3 . 8 1/2" 4 l'-8 1/8" 5 2 c@ 3'-6 13/16" 6 3 1/8" 7 1 '-I 7/8" 8 26'-9" 9 3'-1 1/8" 3.000:12 Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX003): 63'-11" Vert. Clearance at member 1(CX003): 15'-10 5/8" Vert. Clearance at member 6(CX003): 15'-10 5/8" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) ,U - of %04 VPC File:CA0114030-01.OEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 48 of 63 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status 28/0/0 1 27/0/0 IRigid Frame 90.0000 Automatic Design DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Frame Member Sizes Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth] in. Depth2 in. Length ft Weight (p) Fig Fy (ksi) Web Fy ksi Splice Jt.] Codes 1t.2 Shape 1 7.00 0.3125 0.1345 12.00 28.00 17.45 470.9 50.00 50.00 BP KN 3P 2 5.00 0.3750 0.1345 25.00 25.00 10.35 223.0 50.00 50.00 KN SS 3P 3 5.00 0.1875 0.1345 25.00 9.00 25.00 354.4 50.00 50.00 SS SP 3P 4 5.00 0.1875 0.1345 9.00 25.00 25.00 354.4 50.00 50.00 SP SS 3P 5 5.00 0.3750 0.1345 25.00 25.00 10.35 223.0 50.00 50.00 SS KN 3P 6 7.00 0.3125 0.1345 12.00 28.00 17.45 470.9 50.00 50.00 BP KN 3P 1001 5.00 0.1345 0.1345 9.00 9.00 3.82 38.4 50.00 50.00 SS SS 3P 1003 5.00 0.1345 1 0.1345 1 9.00 1 9.00 1 3.82 38.4 50.00 1 50.00 1 SS I SS 3P Total Frame Weight = 2173.4 (p) (Includes all plates) Frame Pricing Weight = 2371.5 (p) (Includes all pieces) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad. 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 6 70/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 1001 70/0/0 18/0/0 Yes Yes Yes 0.0000 0.0000 0.0000 1003 0/0/0 18/0/0 Yes Yes Yes 0.0000 0.0000 0.0000 Frame Reactions - Load Cases at Frame Cross Section: 2 Maximum Reactions Summary - Framinp X -Loc X -Loc Hrz left 0/0/0 0/0/0,18/0/0 Load 70/0/0 70/0/0,18/0/0 Hrz Out Grid] -Grid2 Uplift 2-D Vrt Down 2-D Mom cw Load 2-A Load 2-A Ld Description Hx Vy Hx Vy Mzz Hx Vy Hx Vy Mzz Cs (application factor not shown) (k) (k) (k) (k (in -k) (k (k) (k) (k) (in -k) 1 D + CG + L 8.82 17.34 - 2.06 -60.8 -8.82 17.34 - 2.06 60.8 2 D+ Wl> -12.12 -16.33 0.46 -1.48 41.2 1.01 -9.15 -0.46 -1.48 -41.2 3 D + <W 1 -1.01 -9.15 0.46 -1.48 41.2 12.12 -16.33 -0.46 -1.48 -41.2 4 D+W3> -2.81 2.93 - 0.36 -10.4 -1.65 -3.35 - 0.36 10.4 5 D + <W3 1.65 -3.35 - 0.36 -10.4 2.81 2.93 - 0.36 10.4 6 D + CG + E> 1.18 3.70 -0.09 0.42 -12.8 -3.01 5.07 -0.09 0.46 12.8 7 D + CG + <E 3.01 5.07 0.09 0.46 -12.8 -1.18 3.70 0.09 0.42 12.8 8 D+WP+WBI> -5.86 -9.12 - 0.36 -10.4 5.86 -9.12 - 0.36 10.4 9 D + WP + <WBI -5.86 -9.12 - 0.36 -10.4 5.86 -9.12 - 0.36 10.4 10 D + CG + Fj + EB> . 1.82 4.18 -0.03 0.43 -12.8 -2.37 4.59 -0.03 0.45 12.8 11 D + CG + <E + <EB 2.37 1 4.59 1 0.03 1 0.45 -12.8 1 -1.82 1 4.18 1 0.03 1 0.43 12.8 Maximum Reactions Summary - Framinp X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k in -k in -k 0/0/0 2-D 12.12 2 8.82 1 16.33 2 17.34 1 - - - 0/0/0 18/0/0 0.09 6 0.46 2 1.48 2 2.06 1 60.8 1 41.2 2 70/0/0 2-A 8.82 1 12.12 3 16.33 3 17.34 1 - - - - 70/0/0 18/0/0 0.46 2 1 0.09 7 1.48 2 2.06 1 41.2 2 60.8 1 VPC File:CA0114030-01OEI.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 49 of 63 Base Plate Summar X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding Description 1 No. (in.) (in.) (in.) Bolts in. N/A Flange Web 0/0/0 2-D 1 0.375 8 13 4 0.750 A36 OS -0.1875 OS -0.1875 70/0/0 2-A 6 0.375 8 13 4 0.750 A36 OS -0.1875 OS -0.1875 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft Web Depth (in.) h/t a/h a (in. Thick. in. Width in. Side Welding Description 1 1 S3 15.85 27.375 N/A N/A N/A 0.3750 3.000 Both F-FP,W-OS-0.1875 1 2 S4 0 Alternate Web Thick.= 0.2500 0.3750 3.000 Opposite Fillet W -OS -0.1875 1 3 S5 16.64 27.375 203.53 N/A N/A 0.1875 3.000 Both F -BS -0. I 875,W -OS -0. 1875 1 4 Sl 11.08 22.354 166.20 3.00 67.72 0.2500 2.500 Opposite Fillet Std 2 1 Sl 5.54 24.250 180.30 3.00 72.75 0.3750 2.000 Opposite Fillet Std 5 1 Sl 3.29 24.250 180.30 3.00 72.75 0.3750 2.000 Opposite Fillet Std 6 1 S3 15.85 27.375 N/A N/A N/A 0.3750 3.000 Both F-FP,W-OS-0.1875 6 2 S4 STD Alternate Web Thick.= 0.2500 0.3750 3.000 Opposite Fillet W -OS -0.1875 6 3 S5 16.64 27.375 203.53 N/A N/A 0.1875 3.000 Both F -BS -0.1 875,W -OS -0.1 875 6 4 1 Sl 1 11.08 1 22.354 1 166.20 1 3.00 1 67.72 1 0.2500 1 2.500 Opposite Fillet I Std Bolted Connections (A325 Bolts) Mem'Jt- No. No. Thick. (in.) Width (in.) Length (in.) Bolt Diam. (in.) Rows Out 4 Bolt Out Stiff. Out Rows In 4 Bolt In Stiff. In Pitch in. Type Conn. Capacity Out in -k) Capacity In (in -k 1 2 0.625 7.00 26.11 0.750 3 0 0 4 0 0 2.50 KN(Face) STD 1640.2 1972.7 2 1 0.625 6.00 26.93 0.750 3 0 0 4 0 0 2.50 KN(Face) STD 1640.2 1972.7 3 2 0.375 6.00 10.30 0.750 1 0 0 2 0 0 2.50 SP STD 113.4 147.9 4 1 0.375 6.00 10.30 0.750 1 0 0 2 0 0 2.50 SP STD 113.4 147.9 5 2 0.625 6.00 26.93 0:750 3 0 0 4 0 0 2.50 KN(Face) STD 1640.2 1972.7 6 2 0.625 7.00 26.11 0.750 3 0 0 4 0 0 2.50 KN(Face) STD 1640.2 1972.7 1001 2 0.375 6.00 10.28 0.750 1 0 0 1 0 0 2.50 CIP STD 112.3 112.3 1003 2 1 0.375 1 6.00 1 10.28 1 0.750 1 1 0 0 1 1 1 0 1 0 1 2.50 CIP STD 112.3 112.3 Flange Brace Summary Member From Member .loint 1 From Side Point 1 Part Design Note 2 0/10/8 32/2/15 (2)FB3030 Axial 2 4/5/5 28/8/2 FB3030 Shear 3 5/6/0 19/8/2 FB3004 % 3 14/6/0 10/8/2 FB2084 k 3 23/6/0 1/8/2 FB2054 ksi 4 1/6/0 1/8/2 FB2054 Shear 4 10/6/0 10/8/2 FB2084 -17.7 4 19/6/0 19/8/2 FB3004 2.15 5 3/6/0 28/8/2 FB3030 22.40 5 1 7/0/13 1 32/2/15 (2)FB3030 0.91 Frame Design Member Summar - Controllinp Load Case and Maximum Combined Stresses ner Member (Locations are from Joint 1 Mem. No. Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x Mom -y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum % % No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 15.90 28.00 1 -17.7 -8.1 -1541.9 0.0 2.20 2.15 20.20 0.00 9.10 6.21 22.40 26.40 1.015 0.345 2 0.91 25.00 1 -11.9 11.2 -1595.8 0.0 1.69 3.32 27.39 0.00 24.57 6.61 28.92 37.50 1.007 0.502 3 0.00 25.00 2 10.5 -8.8 1137.1 0.0 2.03 2.61 31.17 0.00 40.00 3.31 30.85 32.53 1.011 0.788 4 24.92 25.00 3 10.5 . 8.8 1137.1 0.0 2.03 2.61 31.17 0.00 40.00 3.31 30.85 32.53 1.011 0.788 5 8.46 25.00 1 -11.9 -11.2 -1595.8 0.0 1.693.32' 19.3 27.39 0.00 24.57 6.61 28.92 37.50 1.007 0.502 6 15.90 ' 28.00 1 -17.7 8.1 -1541.9 0.0 2.20 2.15 20.20 0.00 9.10 6.21 22.40 26.40 1.015 0.345 1001 3.82 9.00 1 0.5 2.0 -60.8 0.0 0.20 1.65 8.08 0.00 30.00 16.55 26.61 26.61 0.304 0.100 ] 003 3.82 9.00 1 0.5 -2.0 -60.8 0.0 0.20 1.65 8.08 0.00 30.00 16.55 26.61 26.61 0.304 1 0.100 Mem. No. Loc. I f1 Depth in. Area in.2 Rx in. Ry in. Lx in. Ly -1 I in. Ly -2 in. Klx /Rx Klyl /R Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cbl 1 15.90 28.00 8.06 11.52 1.49 190.76 190.8 20.4 24.8 128.1 13.7 76.32 190.8 1.84 20.4 1.81 0.88 0.87 1.75 1.02 2 0.91 25.00 7.01 10.19 1.06 400.54 20.4 16.7 39.3 19.3 15.8 58.27 20.4 1.30 16.7 1.30 1.00 0.94 1.02 1.06 3 0.00 25.00 5.19 9.38 0.87 400.54 54.0 0.0 42.7 62.2 0.0 36.48 54.0 1.16 0.0 0.00 0.81 1.00 1.18 0.00 4 24.92 25.00 5.19 9.38 0.87 400.54 54.0 0.0 42.7 62.2 0.0 36.48 54.0 1.16 0.0 0.00 0.81 1.00 1.18 0.00 5 8.46 25.00 7.01 10.19 1.06 400.54 16.7 20.4 39.3 15.8 19.3 58.27 16.7 1.30 20.4 1.30 1.00 0.94 1.06 1.02 6 15.90 28.00 8.06 11.52 1.49 190.76 190.8 20.4 24.8 128.1 13.7 76.32 190.8 1.84 20.4 1.81 0.88 0.87 1.75 1.02 1001 3.82 9.00 2.52 3.67 1.05 45.87 28.9 0.0 25.0 27.4 0.0 7.53 45.9 1.30 0.0 1.29 0.89 1.00 1.00 1.00 1003 3.82 9.00 2.52 3.67 .1.05 45.87 28.9 0.0 25.0 27.4 0.0 7.53 45.9 1.30 0.0 1.29 0.89 I.00 1.00 1.00 VPC File: CAO 114030-01OEl.vpc VPC Version :2.6 Date: 08/28/2001 go— Design Report Time: 3:17 PM Page: 50 of 63 User Defined Frame Point Loads for Cross Section: 2 Side Units Type Description Magi LocI Offset H or V Supp. Dir. Coef Loc. 1 k W1> wind -roof only 6.00 17/11/14 NA NA N RIGHT 1.000 OF I k <W 1 wind -roof only -6.00 17/11/14 NA NA N LEFT 1.000 OF 4 k Wl> wind -roof only 6.00 17/11/14 NA NA N RIGHT 1.000 OF 4 k <Wlwind-roof only -6.00 I7/11/14 NA NA N LEFT 1.000 OF User Defined Frame Line Loads for Cross Section: 2 Side Units Type Description Magi LocI Mag2 Loc2 Supp. Dir. Coef. Loc. 10000 plf WI> reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10000 plf <Wl reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10001 plf WI> reduce canopy uplif->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10001 pif <W1 reduce canopy u lif->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF Maximum Frame Deflection Summary for Cross Section: 2 Description Deflection (in.) I Ratio IMemberl Joint I Load Case I Load Case Description Max. -Horizontal Deflection Max.'Vertical Deflection for S an 1 2.453 1.801 ( H/81 )1 (U440 3 2 2 1 1 Wl> Wl> ' Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC Fi1e:CA0114030-010E1.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM Page: 51 of 63 Wall :4, Frame at: 55/0/0 Frame Cross Section: 3 M V FRAME CROSS SECTION AT FRAME LINE(S) 3 Dimension Key 1 3'-0" 2 17'-3" 3 8 1/2" 4 F-8 1/8" 5 2 @ T-6 13/16" 6 3 1/8" 7 1'-I 7/8" 8 26'-9" 9 T-1 1/8" 3.000:12 Frame Clearances Horiz. Clearance between members I (CX004) and 6(CX005): 66-1 " Vert. Clearance at member I (CX004): 15'-5 5/16" Vert. Clearance at member 6(CX005): 15'-5 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) VPC File:CA0114030-01 OEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 4:23 PM go- Page: 52 of 63 Frame Location Design Parameters: Location Avg. Bay Space I Description Angle I Group Trib. Override Design Status 55/0/0 27/0/0 lRigid Frame 90.0000 Automatic Design DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Frame Member Sizes Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depth in. Depth2 (in.) Length (ft) Weight Flg Fy si Web Fy ksi Splice Jt.l Codes Jt.2 Shape 1 8.00 0.5000 0.1345 12.00 17.00 17.45 621.3 50.00 50.00 BP KN 3P 2 5.00 0.3750 0.1345 27.00 25.00 10.35 246.3 50.00 50.00 KN SS 3P 3 5.00 0.1875 0.1345 25.00 9.00 25.00 354.4 50.00 50.00 SS SP 3P 4 5.00 0.1875 0.1345 9.00 25.00 25.00 354.4 50.00 50.00 SP SS 3P 5 5.00 0.3750 0.1345 25.00 27.00 10.35 246.3 50.00 50.00 SS KN 3P 6 8.00 0.5000 0.1345 12.00 17.00 17.45 621.3 50.00 50.00 BP KN 3P 1001 5.00 0.1345 0.1345 9.00 9.00 3.82 38.4 50.00 50.00 SS SS 3P 1003 5.00 0.1345 0.1345 9.00 9.00 1 3.82 1 38.4 50.00 1 50.00 1 SS I SS 3P Total Frame Weight = 2520.9 (p) (Includes all plates) Frame Pricing Weight = 2707.4 (p) (Includes all pieces) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Dis lacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 6 70/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 1001 70/0/0 18/0/0 Yes Yes Yes 0.0000 0.0000 0.0000 1003 0/0/0 18/0/0 Yes Yes Yes 0.0000 0.0000 0.0000 Frame Reactions - Load Cases at Frame Cross Section: 3 Maximum Reactions Summary - Framin2 X -Loc X -Loc Hrz left 0/0/0 Hrz Right 0/0/0,18/0/0 Hrz In 70/0/0 Hrz Out 70/0/0,18/0/0 Grid -Grid2 Vrt Down 3-D Mom cw Load 3-D Load 3-A (-Hx) Case 3-A Case Ld Description Hx Hz V Hx Vy Mzz lix Hz Vy Hx Vy Mzz Cs (application factor not shown) (k) (k) (k) (k) (k) (in -k) (k (k) (k) (k) (k - ink 1 D + CG + L 8.75 3-D 17.52 - 2.06 -60.8 78.75 10 17.52 - 2.06 60.8 2 D+WI> -12.07 - -16.12 0.46 -1.48 41.2 0.96 6 ' -9.02 -0.46 -1.48 41.2 3 D+<WI -0.96 2 -9.02 0.46 -1.48 41.2 12.07 2 -16.12 -0.46 -1.48 41.2 4 D+ W3> -2.81 10 3.10 - 0.36 -10.4 -1.65 1 -3.18 - 0.36 10.4 5 D + <W3 1.65 2 -3.18 - 0.36 -10.4 2.81 - 3.10 - 0.36 10.4 6 D + CG + Fj 1.16 1 3.87 -0.09 0.42 -12.8 -2.99 5.24 -0.09 0.46 12.8 7 D + CG + <E 2.99 5.24 0.09 0.46 -12.8 -1.16 3.87 0.09 0.42 12.8 8 D+WP+WBI> -5.82 -1.28 -10.66 - 0.36 -10.4 5.82 -1.28 -10.66 - 0.36 10.4 9 D + WP + <WB1 -5.82 1.52 -6.93 - 0.36 -10.4 5.82 1.52 -6.93 - 0.36 10.4 10 D + CG + E> + EB> 1.80 -2.48 1.05 -0.03 0.43 -12.8 -2.35 -2.48. 1.45 -0.03 0.45 12.8 11 D + CG + <E + <EB 1 2.35 1 2.48 1 8.06 1 0.03 1 0.45 -12.8 1 -1.80 1 2.49 1 7.66 1 0.03 0.43 1 12.8 Maximum Reactions Summary - Framin2 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out LoadUplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k (k) (k) (k) (k (in -k) (in -k 0/0/0 3-D 12.07 2 8.75 1 2.48 10 2.48 11 16.12 2 17.52 1 - - - - 0/0/0 18/0/0 0.09 6 ' 0.46 2 - - - 1.48 2 2.06 1 60.8 1 41.2 2 70/0/0 3-A 8.75 1 12.07 3 2.48 10 2.49 11 16.12 3 17.52 1 - - - 70/0/0 18/0/0 0.46 2 0.09 7 1 - - - - 1.48 2 2.06 1 41.2 2 60.8 1 VPC File:CA0114030-010E] .vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 4:21 PM go- Page: 53 of 63 Base Plate Summary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding Description 1 No. (in.) (in.) (in.) Bolts (in.) N/A Flange Web 0/0/0 3-D 1 0.375 9 13 4 0.750 A36 OS -0.1875 OS -0.1875 70/0/0 3-A 6 0.375 9 13 4 0.750 A36 OS -0.1875 OS -0.1875 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth (in.) h/t a/h a (in. Thick. (in. Width (in.) Side Welding Description 1 1 S3 15.45 16.000 N/A N/A N/A 0.3750 3.500 Both F-FP,W-OS-0.1875 1 2 S4 0 Alternate Web Thick.= 0.3750 0.5000 3.500 Opposite Fillet W -BS -0.1875 1 3 S5 16.64 16.000 118.96 N/A N/A 0.1875 3.500 Both F -BS -0.1875,W -OS -0.1875 1 4 S2 12.55 15.064 112.00 N/A N/A 0.3750 3.000 Both F -OS -0. I 875,W -OS -0. 1875 2 1 Sl 5.68 24.928 185.34 3.00 74.78 0.3750 2.000 Opposite Fillet Std 5 1 Sl 3.29 24.947 185.48 3.00 74.84 0.3750 2.000 Opposite Fillet Std 6 1 S3 15.45 16.000 N/A N/A N/A 0.3750 3.500 Both F-FP,W-OS-0.1875 6 2 S4 STD Alternate Web Thick.= " 0.3750 0.5000 3.500 Opposite Fillet W -BS -0.1875 6 3 S5 16.64 16.000 118.96 N/A N/A 0.1875 3.500 Both F -BS -0. I 875,W -OS -0. 1875 6 4 1 S2 1 12.55 1 15.064 1 112.00 1 N/A N/A 10.3750 1 3.000 1 Both I F -OS -0. I 875,W -OS -0. 1875 Bolted Connections (A325 Bolts) Mem. No. Jt.Thick. No. (in.) Width in. Length (in.) Bolt Diam. (in.) Rows Out 4 Bolt Out Stiff. Out Rows In 4 Bolt In Stiff. In Pitch (in.) Type Conn. Capacity Out (in -k) Capacity In (in -k 1 2 0.500 8.00 28.21 0.750 5 0 0 5 0 0 2.50 KN(Face) STD 1805.0 1805.0 2 1 0.500 6.00 28.96 0.750 5 0 0 5 0 0 2.50 KN(Face) STD 1805.0 1805.0 3 2 0.375 6.00 10.30 0.750 1 0 0 2 0 0 2.50 SP STD 113.4 147.9 4 1 0.375 6.00 10.30 0.750 1 0 0 2 0 0 2.50 SP STD 113.4 147.9 5 2 0.500 6.00 28.96 0.750 5 0 0 5 0 0 2.50 KN(Face) STD 1805.0 1805.0 6 2 0.500 8.00 28.21 0.750 5 0 0 5 0 0 2.50 KN(Face) STD 1805.0 1805.0 1001 2 0.375 6.00 10.28 0.750 1 0 0 1 0 0 2.50 CIP STD 112.3 112.3 110031 2 1 0.375 1 6.00 1 10.28 1 0.750 1 1 1 0 1 0 1 1 0 1 0 1 2.50 CIP STD 112.3 112.3 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 2 1/9/13 32/2/15 (2)FB3040 Axial 3 1/0/0 24/2/2 FB3024 Shear 3 10/0/0 15/2/2 FB2104 % 3 19/0/0 6/2/2 FB2070 k 3 23/6/0 1/8/2 FB2054 ksi 4 1/6/0 1/8/2 FB2054 Shear 4 10/6/0 10/8/2 FB2084 -4.8 4 19/6/0 19/8/2 FB 3004 1.05 5 3/6/0 28/8/2 FB3034 37.52 5 7/0/13 1 32/2/15 2 FB3040 0.44 Frame Design Member Summary - Controlling Load Case and MaYimnm Cnmhinad Ctr-PC n,.r Member n . c2tin-- - from 1-:-- t N Mem. No. Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. I Depth Load Axial Shear Mom -x I Mom -y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum % % No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial Shear I Bnd-X Bnd-Y Bnd+Ax Shear 1 13.00 16.20 11 -4.8 -2.3 -360.1 386.5 0.48 1.05 5.48 36.23 10.89 8.68 37.52 50.00 0.883 0.121 2 0.44 27.00 1 -12.0 11.5 -1705.7 0.0 1.65 3.16 26.55 0.00 24.19 6.34 28.41 37.50 0.994 0.498 3 10.00 18.55 5 -0.3 1.5 -657.4 0.0 0.06 0.62 28.96 0.00 27.01 6.07 28.11 33.82 1.032 0.102 4 24.92 25.00 3 10.5 .8.7 1114.8 0.0 2.02 2.60 30.56 0.00 40.00 3.31 30.85 32.53 0.991 0.786 5 9.45 27.00 1 -12.0 -11.5 -1705.7 0.0 1.65 3.16 26.55 0.00 24.19 6.34 28.41 37.50 0.994 0.498 6 13.00 16.20 10 4.8 2.3 -360.1 -387.5 0.48 1.05 5.48 36.33 10.89 8.68 37.52 50.00 0.885 0.121 1001 3.82 9.00 1 0.5 2.0 -60.8 0.0 0.20 1.65 8.08 0.00 30.00 16.55 26.61 26.61 0.304 0.100 1003 3.82 9.00 1 0.5 2.0 -60.8 0.0 0.20 1.65 8.08 0.00 30.00 16.55 26.611 26.61 0.304 1 0.100 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. I Lx in. Ly -1 in. Ly -2 in. K1x /Rx Klyl /Ry Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cbl 1 13.00 16.20 10.04 7.28 2.06 185.80 278.7 0.0 38.3 135.2 0.0 65.73 185.8 2.46 0.0 0.00 1.00 1.00 1.76 0.00 2 0.44 27.00 7.28 10.91 1.04 412.39 17.0 28.6 37.8 16.4 27.6 64.25 17.0 1.28 28.6 1.28 1.00 0.92 1.03 1.09 3 10.00 18.55 4.32 7.22 0.95 412.39 54.0 54.0 57.1 56.8 56.8 22.70 108.0 1.24 108.0 1.24 0.85 1.00 1.02 1.28 4 24.92 25.00 5.19 9.38 0.87 412.39 54.0 0.0 44.0 62.2 0.0 36.48 54.0 1.16 0.0 0.00 0.81 1.00 1.18 0.00 5 9.45 27.00 7.28 10.91 1.04 412.39 28.6 17.0 37.8 27.6 16.4 64.25 28.6 1.28 17.0 1.28 1.00 0.92 1.09 1.03 6 13.00 16.20 10.04 7.28 2.06 185.80 278.7 0.0 38.3 135.2 0.0 65.73 185.8 2.46 0.0 0.00 1.00 1.00 1.76 0.00 1001 3.82 9.00 2.52 3.67 1.05 45.87 28.9 0.0 25.0 27.4 0.0 7.53 45.9 1.30 0.0 1.29 0.89 1.00 1.00 1.00 ] 003 3.82 9.00 2.52 3.67 1.05 45.87 28.9 0.0 25.0 27.4 0.0 7.53 45.9 1.30 0.0 1.29 0.89 1.00 1.00 1.00 VPC F11e:CA0114030-01OEl.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 4:21 PM go— Page: 54 of 63 i lcrr nrri d iz nm Pnint i nadc f.r r,..— Co..Na..• 1 Side Units Type Description Mag) LocI Offset H or V Supp. Dir. Coef. Loc. 1 k Wl> wind -roof only 6.00 17/11/14 NA NA N RIGHT 1.000 OF 1 k <WI wind-roofonly -6.00 17/11/14 NA NA N LEFT 1.000 OF 4 k Wl> wind -roof only 6.00 17/11/14 NA NA N RIGHT 1.000 OF 4 k <Wl wind -roof only -6.00 17/11/14 NA NA N LEFT 1.000 OF I lsrr nPfinrd F -P 1 .inn 1 .nndc far rrncc cn.•tin..• 1 .Side Units Type Description Ma 1 LocI Mag2 Loc2 Sup Dir. Coef. Loc. 10000 plf Wl> reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 1.000 OF 10000 plf <Wl reduce canopy uplift ->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 .N DOWN 1.000 OF 10001 plf Wl> reduce canopy uplif->Resolved From Plane' -814.97 0/0/0 -814.97 3/1/2 N DOWN 11.000 OF 10001 plf <Wl reduce canopy u lif->Resolved From Plane -814.97 0/0/0 -814.97 3/1/2 N DOWN 11.000 OF Maximum Frame nP1lPrtinn G.mm far ('r— z Description Deflection (in.) I Ratio IMemberl Joint I Load Case I Load Case Description ax. Horizontal Deflection Max. Vertical Deflection for Span 1 2.708 2.151 ( H/72) U374 1 3 1 2 2 1 1 1 Wl> W1> • Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC Fi1e:CA0114030-010E1.vpc VPC Version :2.6 Date: 08/28/2001 &— Design Report Time: 3:17 PM Page: 55 of 63 Wall : 4, Frame at: 82/0/0 Frame Cross Section: 4 M V Dimension Key 1 3'-0" 2 .17'-3" 3 81/2" 4 l'-8 1/8" 5 2 @ T-6 13/16" 6 3 1/8" 7 1'-1 7/8" 8 26'-9" 9 3'-1 1/8"3.000:12 35'-0'_ FRAME CROSS SECTION AT FRAME LINE(S) 4 Frame Clearances Horiz. Clearance between members I(CX005) and 6(CX004): 66'-1" Vert. Clearance at member 1(CX005): 15'-5 5/16" Vert. Clearance at member 6(CX004): 15'-5 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) VPC File:CAOI 14030-OIOEI.vpc VPC Version :2.6 M I Date: 08/28/2001 go- Design Report Time: 4:21 PM Page: 56 of 63 Frame Location Design Parameters: Location Avg. Ba S ace Descri tionAn le GroupTrib. Override Desi Status 82/0/0 1 27/0/0 Rigid Frame 190.0000 Automatic Design DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (A1SC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, scanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Frame Member Sizes Mem. No. Fig Width (in.) Fig Thk (in.) Web Thk (in. Depth] (in.) Depth2 (in. Length fl) Weight (p) Fig Fy (ksi Web Fy (ksi) Splice Jt.l Codes .1t.2 Shape 1 8.00 0.5000 0.1345 12.00 17.00 17.45 621.3 50.00 50.00 BP KN 3P 2 5.00 0.3750 0.1345 27.00 25.00 10.35 246.3 50.00 50.00 KN SS 3P 3 5.00 0.1875 0.1345 25.00 9.00 25.00 354.4 50.00 50.00 SS SP 3P 4 5.00 0.1875 0.1345 9.00 25.00 25.00 354.4 50.00 50.00 SP SS 3P 5 5.00 0.3750 0.1345 25.00 27.00 10.35 246.3 50.00 50.00 SS KN 3P 6 8.00 0.5000 0.1345 12.00 17.00 17.45 621.3 50.00 50.00 BP KN 3P 1001 5.00 0.1345 0.1345 9.00 9.00 3:82 38.4 50.00 50.00 SS SS 3P 1003 5.00 0.1345 1 0.1345 1 9.00 1 9.00 3.82 1 38.4 50.00 1 50.00 1 SS I SS I 3P Total Frame Weight = 2520.9 (p) (Includes all plates) Frame Pricing Weight = 2707.4 (p) (Includes all pieces) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 6 70/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 1001 70/0/0 18/0/0 Yes Yes Yes 0.0000 0.0000 0.0000 ] 003 0/0/0 18/0/0 Yes Yes Yes 0.0000 0.0000 0.0000 Frame Reactions - Load Cases at Frame Cross Section: 4 Maximum Reactions Summary - Framing X -Loc X -Loc Hrz left 0/0/0 Hrz Right 0/0/0,18/0/0 Hrz In 70/0/0 Hrz Out 70/0/0,18/0/0 Uplift ' Grid] -Grid2 Vrt Down 4-D Mom cw Load 4-D Load 4-A (-Hx) Case 4-A Case Ld Description Hx Hz Vy Hx I Vy Mzz Hx Hz I Vy Hx Vy Mzz Cs (application factor not shown) (k) (k (k) (k) (k) (in -k (k) (k) (k) (k) (k 1 D + CG + L 8.75 4-D 17.52 - 2.06 -60.8 -8.75 10 17.52 - 2.06 60.8 2 D+WI> -12.07 - -16.12 0.46 -1.48 41.2 0.96 6 -9.02 -0.46 -1.48 -41.2 3 D + <W 1 -0.96 2 -9.02 0.46 -1.48 41.2 12.07 _ -16.12 -0.46 -1.48 -41.2 4 D + W3> -2.81 10 3.10 - 0.36 -10.4 -1.65 1 -3.18 - 0.36 10.4 5 D+<W3 1.65 2 -3.18 - 0.36 -10.4 2.81 3.10 - 0.36 10.4 6 D + CG + Fj 1.16 1 3.87 -0.09 0.42 -12.8 -2.99 5.24 -0.09 0.46 12.8 7 D + CG + <E 2.99 5.24 0.09 0.46 =12.8 -1.16 3.87 0.09 0.42 12.8 8 D+WP+WBI> -5.82 -1.28 -7.26 - 0.36 -10.4 5.82 -1.28 -7.24 - 0.36 10.4 9 D+WP+<WBI -5.82 1.52 -10.96 - 0.36 -10.4 5.82 1.52 -10.99 - 0.36 10.4 10 D + CG + Fj + EB> 1.80 -2.48 7.63 -0.03 0.43 -12.8 -2.35 -2.49 8.10 -0.03 0.45 12.8 11 D + CG + <E + <EB 1 2.35 1 2.48 1 1.48 1 0.03 1 0.45 1 -12.8 1 -1.80 1 2.48 1 1.01 1 0.03 0.43 12.8 Maximum Reactions Summary - Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift ' Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k (k) (k (k (k (k) (in -k) (in -k 0/0/0 4-D 12.07 2 8.75 1 2.48 10 2.48 11 16.12 2 17.52 1 - - - - 0/0/0 18/0/0 0.09 6 0.46 2 - - - - 1.48 2 2.06 1 60.8 1 41.2 2 70/0/0 4-A 8.75 1 12.07 3 2.49 10 2.48 11 16.12 3 17.52 1 - - - - 70/0/0 18/0/0 0.46 2 0.09 7 1.48 2 2.06 1 41.2 2 60.8 1 VPC File:CA0114030-010E1.vpc VPC Version :2.6 Date: 08/28/2001 Design Report . Time: 4:21 Plot go- Page: 57 of 63 Base Plate Summary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding Description 1 No. (in.) (in.) (in.) Bolts (in. N/A Flange Web 0/0/0 1 4-D 1 0.375 9 13 4 0.750 A36 OS -0.1875 OS -0.1875 70/0/0 4-A 6 0.375 9 13 4 0.750 A36 OS -0.1875 OS -0.1875 Web Stiffener Summar Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth in. h/t a/h a (in.) Thick. (in.) Width (in.) Side Welding Description 1 1 S3 15.45 16.000 N/A N/A N/A 0.3750 3.500 Both F-FP,W-OS-0.1875 1 2 S4 0 Alternate Web Thick.= 0.3750 0.5000 3.500 Opposite Fillet W -BS -0.1875 1 3 S5 16.64 16.000 118.96 N/A N/A 0.1875 3.500 Both F -BS -0. I 875,W -OS -0. 1875 1 4 S2 12.55 15.064 112.00 N/A N/A 0.3750 3.000 Both F -OS -0. I 875,W -OS -0. 1875 2 1 Sl 5.68 24.928 185.34 3.00 74.78 0.3750 2.000 Opposite Fillet Std 5 1 Sl 3.29 24.947 185.48 3.00 74.84 0.3750 2.000 Opposite Fillet Std 6 1 S3 15.45 16.000 N/A N/A N/A 0.3750 3.500 Both F-FP,W-OS-0.1875 6 2 S4 STD Alternate Web Thick.= 0.3750 0.5000 3.500 Opposite Fillet W -BS -0.1875 6 3 S5 16.64 16.000• 118.96 N/A _ N/A 0.1875 3.500 Both F -BS -0. I 875,W -OS -0. 1875 6 1 4 1 S2 1 12.55 1 15.064 1 112.00 1 N/A N/A 1 0.3750 1 3.000 1 Both I F -OS -0. 1875,W -OS -0. 1875 Bolted Connections (A325 Bolts) Mem. No. A. No. Thick. (in.) Width (in.) Length (in.) Bolt Diam. (in.) Rows Out 4 Bolt Out Stiff. Out Rows In 4 Bolt In Stiff. In Pitch (in.) Type Conn. Capacity Out (in -k) Capacity In (in -k 1 2 0.500 8.00 28.21 0.750 5 0 0 5 0 0 2.50 KN(Face) STD 1805.0 1805.0 2 1 0.500 6.00 28.96 0.750 5 0 0 5 0 0 2.50 KN(Face) STD 1805.0 1805.0 3 2 0.375 6.00 10.30 0.750 1 0 0 2 0 0 2.50 SP STD 113.4 147.9 4 1 0.375 6.00 10.30 0.750 1 0 0 2 0 0 2.50 SP STD 113.4 '147.9 5 2 0.500 6.00 28.96 0.750 5 0 0 5 0 0 2.50 KN(Face) STD 1805.0 1805.0 6 2 0.500 8.00 28.21 0.750 5 0 0 5 0 0 2.50 KN(Face) STD 1805.0 1805.0 1001 2 '0.375 6.00 10.28 0.750 1 0 0 1 0 0 2.50 CIP STD 112.3 112.3 1003 2 1 0.375 1 6.00 1 10.28 1 0.750 1 1 1 0 1 0 1 1 1 0 1 0 1 2.50 CIP STD 112.3 112.3 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Desimi Note 2 1/9/13 32/2/15 (2)FB3040 Axial 3 1/0/0 24/2/2 FB3024 Shear 3 10/0/0 15/2/2 FB2104 % 3 19/0/0 6/2/2 FB2070 k 3 23/6/0 1/8/2 FB2054 ksi 4 1/6/0 1/8/2 FB2054 Shear 4 1.0/6/0 10/8/2 FB2084 -4.8 4 19/6/0 19/8/2 FB3004 1.05 5 3/6/0 28/8/2 FB3034 37.34 5 7/0/13 1 32/2/15 2 FB3040 0.44 Frame Design Member Summary - Controlling Load Case and Maximum Cnmhined Stresses ner Member (I.nrarinns nre a,,... I-- i i Mem. No. Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x I Mom -y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum % % No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial I Shear Bnd-X Bnd-Y Bnd+Ax Shear 1 13.00 16.20 11 -4.8 -2.3 -366.7 386.4 0.48 1.05 5.58 36.23. 10.89 8.68 37.34 50.00 0.886 0.121 2 0.44 27.00 1 -12.0 11.5 -1705.7 0.0 1.65 3.16 26.55 0.00 24.19 6.34 28.41 37.50 0.994 0.498 3 10.00 18.55 5 -0.3 1.5 -657.4 0.0 0.06 0.62 28.96 0.00 27.01 6.07 28.11 33.82 1.032 0.102 4 24.92 25.00 3 10.5 8.7 1114.8 0.0 2.02 2.60 30.56 0.00 40.00 3.31 30.85 32.53 0.991 0.786 5 9.45 27.00 1 -12.0 -11.5 -1705.7 0.0 1.65 3.16 26.55 0.00 24.19 6.34 28.41 37.50 0.994 0.498 6 13.00 16.20 10 -4.8 2.3 -366.7 -387.6 0.48 1.05 5.58 36.33 10.89. 8.68. 37.34 50.00 0.888 0.121 1001 3.82 9.00 1 0.5 2.0 -60.8 0.0 0.20 1.65 8.08 0.00 30.00 16.55 26.61 26.61 0.304 0.100 1003 3.82 9.100 1 0.5 2.0 -60.8 0.0 0.20 1.65 8.08 0.00 30.00 16.55 26.611 26.61 0.304 0.100 Mem. No. Loc. ft Depth in. Area in.2. Rx in. Ry in. Lx in. Ly -1 in. Ly -2 in. Klx /Rx Klyl /Ry Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cbl 1 13.00 16.20 10.04 7.28 2.06 185.80 278.7 0.0 38.3 135.2 0.0 65.73 185.8 2.46 0.0 0.00 1.00 1.00 1.75 0.00 2 0.44 27.00 7.28 10.91 1.04 412.39 17.0 28.6 37.8 16.4 27.6 64.25 17.0 1.28 28.6 1.28 1.00 0.92 1.03 1.09 3 10.00 18.55 4.32 7.22 0.95 412.39 54.0 54.0 57.1 56.8 56.8 22.70 108.0 1.24 108.0 1.24 0.85 1.00 1.02 1.28 4 24.92 25.00 5.19 9.38 0.87 412.39 54.0 0.0 44.0 62.2 0.0 36.48 54.0 1.16 0.0 0.00 0.81 1.00 1.18 0.00 5 9.45 27.00 7.28 10.91 1.04 412.39 28.6 17.0 37.8 27.6 16.4 64.25 28.6 1 281 17.0 1.28 1.00 0.92 1.09 1.03 6 13.00 16.20 10.04 7.28 2.06 185.80 278.7 0.0 38.3 135.2 0.0 65.73 185.8 2.46 0.0 0.00 1.00 1.00 1.75 0.00 1001 3.82 9.00 2.52 3.67 1.05 45.87 28.9 0.0 25.0 27.4 0.0 7.53 45.9 1.30 0.0 1.29 0.89 1.00 1.00 1.00 1003 3.82 9.00 2.52 3.67 1.05 45.87 28.9 0.0 25.0 27.4 0.0 7.53 45.9 1.30 0.0 1.29 0.89 1.00 1.00 1.00 VPC File:CA0114030-010E1.vpc . VPC Version :2.6 Date: 08/28/2001 I Nk Design Report Time: 3:17 PM Page: 59 of 63 Wall : 4, Frame at: 109/0/0 Frame Cross Section: 5 0 V H Dimension Key 1 3'-0" 2 17'-3" 3 81/2" 4 F-8 1/8" 5 2 @ 3'-6 13/16" 6 3 1/8" 7 l'-1 7/8" 8 26'-9" 9 3'-1 1/8" 3.000:12 35'-0--� FRAME CROSS SECTION AT FRAME LINE(S) 5 Frame Clearances Horiz. Clearance between members 1(CX002) and 6(CX002): 64'-5" Vert. Clearance at member I (CX002): 15'-7 13/16" Vert. Clearance at member 6(CX002): 15'-7 13/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) VPC File:CA0114030-01OEI.vpc VPC Version :2.6 2 Lj3 Date: 08/24/2001 Design Report Time: 3:17 PM Page: 60 of 63 Frame Location Design Parameters: Location Avg. Bay Space I____Description Angle Group Trib. Override Design Status 109/0/0 1 14/6/0 lRigid Frame 90.0000 Automatic Desien DESCRIPTION: VP Buildings RIGID FRAMES (Type "RF") are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (A1SC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment -resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC "Specification for Structural Steel Buildings", 9th Edition. MATERIAL: Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607, Grade 50. Frame Member Sizes Mem. No. Fig Width (in.) Fig Thk (in.)in. Web Thk Depth] in. Depth2 in.) Length (ft) Weight Fig Fy ksi Web Fy (ksi Splice Jt.] Codes A.2 Shape 1001 5.00 34 0.15 0.1345 9.00 9.00 3.82 38.4 50.00 50.00 SS SS 3P 1003 5.00 0.1345 0.1345 9.00 9.00 3.82 38.4 50.00 50.00 SS SS 3P 1 6.00 0.2500 0.1345 7.00 25.00 17.45 337.6 50.00 50.00 BP KN 3P 2 5.00 0.1875 0.1345 27.00 21.00 10.35 163.3 50.00 50.00 KN SS 3P 3 5.00 0.1345 0.1345 21.00 9.00 25.00 288.0 50.00 50.00 SS SP 3P 4 5.00 0.1345 0.1345 9.00 21.00 25.00 288.0 50.00 50.00 SP SS 3P 5 5.00 0.1875 0.1345 21.00 27.00 10.35 163.3 50.00 50.00 SS KN 3P 6 6.00 0.2500 0.1345 7.00 25.00 1 17.45 1 337.6 50.00 1 50.00 1 BP I KN 3P "Dotal Frame Weight = 1654.7 (p) (Includes all plates) Frame Pricing Weight = 1753.9 (p) (Includes all pieces) Boundar Condition Summar Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Y(in.) Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0.0000 -Displacement 0.0000 0.0000 6 70/0/0 0/0/0 Yes Yes No 0.0000 0.0000 0.0000 1001 70/0/0 18/0/0 Yes Yes Yes 0.0000 0.0000 0.0000 1003 0/0/0 18/0/0 Yes Yes Yes 0.0000 0.0000 0.0000 Frame Reactions - Load Cases at Frame Cross Section: 5 Maximum Reactions Summary - Framine X -Loc X -Loc Hrz left 0/0/0 0/0/0,18/0/0 Load 70/0/0 70/0/0,18/0/0 Hrz Out Grid] -Grid2 Uplift 5-D Vrt Down 5-D Mom cw Load 5-A Load 5-A Ld 'Description Hx I V Hx I Vy Mzz Hx Vy Hx I Vy Mzz Cs (application factor not shown (k) k (k) (k (in -k k (k) (k) k (in -k) 1 D + CG + L 4.84 9.56 - 1.12 -33.0 4.84 9.56 - 1.12 33.0 2 D + W 1> -6.21 -8.41 0.25 -0.78 21.8 0.69 4.82 -0.25 -0.78 -21.8 3 D + <W 1 -0.69 -4.82 0.25 -0.78 21.8 6.21 -8.41 -0.25 -0.78 -21.8 4 D+W3> -1.42 1.80 - 0.21 -5.9 -0.97 -1.56 - 0.21 5.9 5 D + <W3 0.97 -1.56 - 0.21 -5.9 1.42 1.80 - 0.21 5.9 6 D + CG + E> 0.73 2.22 -0.05 0.24 -7.2 -1.71 2.95 -0.05 0.26 7.2 7 D + CG + <E 1.71 2.95 0.05 0.26 -7.2 -0.73 2.22 0.05 0.24 7.2 8 D+ WP+ WBI> -3.07 -4.67 - 0.21 -5.9 3.07 4.67 - 0.21 5.9 9 D + WP + <WB 1 -3.07 4.67 - 0.21 -5.9 3.07 -4.67 - 0.21 5.9 10 D + CG + E> + EB> 1:07 2.48 -0.01 0.25 -7.2 -1.37 2.70 -0.01 0.26 7.2 I 1 D + CG + <E + <EB 1.37 2.70 0.01 0.26 -7.2 -1.07 2.48 0.01 0.25 7.2 Maximum Reactions Summary - Framine X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k k k k k in -k) in -k 0/0/0 5-D 6.21 2 4.84 1 8.41 2 9.56 1 - - - - 0/0/0 18/0/0 0.05 6 0.25 2 0.78 2 1.12 1 33.0 1 21.8 2 70/0/0 5-A 4.84 1 6.21 3 8.41 3 9.56 1 - - - - 70/0/0 1 18/0/0 0.25 2 0.05 7 0.78 2 1'.12 1 21.8 2 33.0 1 VPC F11e:CA0114030-01 0E1.vpc VPC Version :2.6 Date: 08/28/2001 Design Report Time: 3:17 PM go- Page: 61 of 63 Base Plate Summary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding No. No. (in.) (in.) (in.) Bolts in. (in.) Flange Web 0/0/0 5-D 1 0.375 8 8 2 0.750 A36 OS -0.1875 OS -0.1875 70/0/0 5-A 6 0.375 8 8 2 0.750 A36 OS -0.1875 OS -0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Conn. (ft) in. 1001 2 (in.) in. in. 0.750 Description 1 1 S3 15.62 24.500 N/A N/A N/A 0.1875 2.500 Both F-FP,W-OS-0.1875 1 2 S5 16.64 24.500 182.16 N/A N/A 0.1875 2.500 Both F -BS -0. I 875,W -OS -0. 1875 6 1 S3 15.62 24.500 N/A N/A N/A 0.1875 2.500 Both F-FP,W-OS-0.1875 6 2 S5 16.64 24.500 1 182.16 N/A N/A 10.1875 2.500 1 Both F -BS -0. I 875,W -OS -0. 1875 Bolted Connections A325 Bolts Mem. No. Jt.Thick. No. (in. Width Length I (in.) Bolt Diam. (in.) Rows Out 4 Bolt Out Stiff. I Out Rows In 4 Bolt In Stiff. In Pitch (in.) Type Conn. Capacity Out (in -k) Capacity In in -k) 1001 2 0.375 6.00 10.28 0.750 1 0 0 1 0 0 2.50 CIP STD 112.3 . 112.3 1003 2 0.375 6.00 10.28 0.750 1 0 0 1 0 0 2.50 CIP STD 112.3 112.3 1 2 0.375 6.00 28.24 0.750 4 0 0 4 0 0 2.50 KN(Face) STD 874.8 874.8 2 1 0.375 6.00 28.92 0.750 4 0 0 4 0 0 2.50 KN(Face) STD 874.8 874.8 3 2 0.375 6.00 10.29 0.750 1 0 0 1 0 0 2.50 SP STD 112.3 112.3 4 1 0.375 6.00 10.29 0.750 1 0 0 1 0 0 2.50 SP STD 112.3 112.3 5 2 0.375 6.00 28.92 0.750 4 0 0 4 0 0 2.50 KN(Face) STD 874.8 874.8 6 2 0.375 6.00 28.24 0.750 1 4 0 0 4 1 0 1 0 2.50 KN(Face STD 874.8 874.8 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 2 1 /l /9 32/2/15 FB3040 Axial 3 1/0/0 24/2/2 FB3000 Shear 3 10/0/0 15/2/2 FB2090 % 3 19/0/0 6/2/2 FB2064 k 3 23/6/0 1/8/2 FB2050 ksi 4 1/6/0 1/8/2 FB2050 Shear 4 10/6/0 10/8/2 FB2074 0.3 4 19/6/0 19/8/2 FB2104 0.90 5 ' 3/6/0 28/8/2 FB3020 26.61 5 7/0/13 1 32/2/15 FB3040 3.82 Frame Design Member Summary - Controlline Load Case and Maximum Combined Stresses ner Member (I.nratinns arP frnm mint t ) Mem. No. Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x I Mom -y Axial Shear Bnd-X Bnd-Y --- Stress /Force --- Sum % % No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial Shear I Bnd-X Bnd-Y Bnd+Ax Shear 1001 3.82 9.00 1 0.3 1.1 -33.0 0.0 0.11 0.90 4.39 0.00 30.00 16.55 26.61 26.61 0.165 0.054 1003 3.82 9.00 1 0.3 -1.1 -33.0 0.0 0.11 0.90 4.39 0.00 30.00 16.55 26.61 26.61 0.165 0.054 1 15.67 25.00 1 -9.8 -4.4 -823.0 0.0 1.55 1.30 16.48 0.00 6.04 2.51 19.06 25.85 0.998 0.520 2 0.75 27.00 1 -6.7 6.0 -867.7 0.0 1.23 1.65 21.35 0.00 20.19 2.12 22.14 24.13 1.018 0.776 3 0.00 21.00 2 5.5 -4.5 564.1 0.0 1.33 1.61 24.05 0.00 40.00 4.67 24.21 24.21 0.994 0.345 4 24.91 21.00 3 5.5 4.5 564.1 0.0 1.33 1.61 24.05 0.00 40.00 4.67 24.21 24.21 0.994 0.345 5 8.77 27.00 16.7 5 -6.0 -867.7 0.0 1.23 1.65 21.35 0.00 20.19 2.12 22.14 24.13 1.018 0.776 6 15.67 25.00 1 -9.8 4.4 -823.0 0.0 1.55 1.30 16.48 0.00 6.04 2.51 19.06 25.85 0.998 0.520 Mem. No. Loc. ft Depth in. Area in.2 Rx in. Ry in. I Lx in. Ly -1 in. Ly -2 in. Klx /Rx Klyl /Ry Kly2 /Ry Sx in.3 Lbl in. Rt -1 in. Lb2 in. Rt -2 in. Qs Qa Cbl Cb2 1001 3.82 9.00 2.52 3.67 1.05 45.87 28.9 0.0 25.0 27.4 0.0 7.53 45.9 1.30 0.0 1.29 0.89 1.00 1.00 1.00 1003 3.82 9.00 2.52 3.67 1.05 45.87 28.9 0.0 25.0 27.4 0.0 7.53 45.9 1.30 0.0 1.29 0.89 1.00 1.00 1.00 1 15.67 25.00 6.30 9.96 1.20 188.00 188.0 19.7 28.3 157.2 16.5 49.94 188.0 1.53 19.7 1.50 0.86 0.95 1.75 1.02 2 0.75 27.00 5.46 10.03 0.85 404.13 19.7 20.3 40.3 23.3 24.0 40.63 19.7 1.14 20.3 1.14 0.80 0.95 1.02 1.07 3 0.00 21.00 4.13 7.72 0.82 404.13 54.0 0.0 52.4 65.6 0.0 23.45 54.0 1.12 0.0 0.00 0.61 1.00 1.18 0.00 4 24.91 21.00 4.13 7.72 0.82 404.13 54.0 0.0 52.4 65.6 0.0 23.45 54.0 1.12 0.0 0.00 0.61 1.00 1.18 0.00 5 8.77 27.00 5.46 10.03 0.85 404.13 20.3 19.7 40.3 24.0 23.3 40.63 20.3 1.14 19.7 1.14 0.80 0.951.02 6 15.67 25.00 6.30 9.96 1.20 188.00 188.0 19.7 28.3157.2 16.5 49.9 188.0 1.53 19.7 1.50 0.86 0.951.02 VPC File: CAO 114030-01OEl.vpc VPC Version :2.6 _ J Date: 08/28/2001 1 Vk Design Report - Time: 3:17 PM Page: 62 of 63 llser nefinvd Framn Pninl made f., 1--- Com...:,.... c Side Units Type Description Mag) LocI Offset H or V Sup Dir. Coef. Loc. 1 k WI>wind-roof only 3.00 17/11/14 NA NA N RIGHT 1.000 OF 1 k <W 1 wind -roof only -3.00 17/11/14 NA NA N LEFT 1.000 OF 4 k W1> wind -roof only 3.00 17/11/14 NA NA N RIGHT 1.000 OF 4 k <W 1wind-roof only -3.00 17/11/14 NA NA N LEFT 1.000 OF llcer nefined Frame Line I .nide fnr 1'rn eo,..:,..,. c Side Units Type Description Mag] LocI Mag2 Loc2 Su Dir. Coef. 1 —Lo c. 10000 plf WI> reduce canopy uplift ->Resolved From Plane 438.23 0/0/0 -438.23 3/1/2 N DOWN 1.000 OF 10000 plf <WI reduce canopy uplift ->Resolved From Plane 438.23 0/0/0 438.23 3/1/2 N DOWN 1.000 OF 10001 plf WI> reduce canopy uplif->Resolved From Plane 438.23 0/0/0 438.23 3/1/2 N DOWN 1.000 OF 10001 plf <Wl reduce canopy u lif->Resolved From Plane 438.23 0/0/0 438.23 3/1/2 N DOWN 1.000 OF Description Deflection (in.) I Ratio IMemberl Joint I Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 2.152 1.698 ( Hi92 ) ( U469) 1 1 3 2 1 2 1 1 WI> W t> Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC F11e:CA0114030-010E1.vpc VPC Version :2.6 Date: 08/23/2001 r Design Report Time: 3:17 PM ` Page: 63 of 63 Covering =�Su�_ mmary,Repott: tR ;:✓ -' �; ";;„ � -r; 9 , x,�, .,� Shape: 70 x 110 x 18 Roof Only Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Panel Rib 26 KXL Classic Beige Left to Right Peak Out 34/0/0 Location:2 Open 1 17/11/15 1 1 0/0/0 1 17/11/15 Wall: 2 Open Wall: 2 Not Applicable Canopy:] Panel Rib 26 Galvalume 'Standard Color System Generated Not Applicable 41/0/0 Wall: 3 Open Yes None No No Wall: 3 Not Applicable Wall: 4 Open Wall: 4 Canopy: 2 Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 41/0/0 Roof: A Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 41/0/0 Roof: B Panel Rib 1 26 1 Galvalume I Standard Color I System Generated I Not Applicable 1 41/0/0 Abbreviation Definitions Codes Definition LE From Left Edge RE From Right Edge FL From Frame FS From Start Dim Location Data Wall/Roof Start Dim. Bottom Elev. Top Elev. I End Dim. I Bottom I Elev. Top Elev. I First Pitch Second Pitch Ridge Distance Ridge Height psf Wall: 1 Location: 2 1 Full Width 1 0/0/0 1 17/11/15 1 1 0/0/0 1 17/11/15 Fastener Data Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Color Match Carbon Standard Option Standard Option No None No No Location: 2 Not Applicable. Wall: 2 Not Applicable Canopy:] Stainless Steel Capped Standard Option Standard Option Yes None No No Wall: 3 Not Applicable Wall: 4 Not Applicable Canopy: 2 Stainless Steel Capped Standard Option Standard Option Yes None No No Roof: A Stainless Steel Capped Standard Option Standard Option Yes None No No Roof: B Stainless Steel Capped I Standard Option I Standard Option Yes I None No I No VPC File:CA0114030-01 OEI.vpc VPC Version :2.6 COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 538-7541 747 Elliott Road, Paradise— Phone: 872-6307 CORRECTION NOTICE _»,71 OWNER a PERMIT A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any question pertaining to this Inspector IR Building Permit Number: O l - Z azo Owner Name: WDC:;5k6 mac( 'F)aw exr.'rn. - r. MC-. Residential Construction Requirements IMPORTANT This set of plans and specifications MUST be kept on the job site at all times and it is unlawful to make any changes or alterations on same without written permission from the Building Division, County of Butte. All materials and workmanship shall be in accordance with recognized good practices and of a quality prescribed for the specific use in the 1998 California Building Code (1997 U.B.C), 1998 California Plumbing Code ( 1997 U.P.C.), 1998 California Mechanical Code (1997 U.M.C.) and the 1998 California Electrical Code (1996 N.E.C.) COMPLY WITH ITEMS CHECKED BELOW Your parcel lies within a designated 100 -year flood plain. Finish floor, elect ' , H.V.A.C. equipment and services shall be a minimum of one foot abo a elevation shown on the attached Flood Elevation Certificate Post Floo evation Certificate will also be required Note: We will normally accept t o ing as co iance with the flood elevation requirements: 1. Building is anchor t ete ste 1 system with conventional anchor bolts. 2. Building plate on f stemw o be one foot or more above the 100 -year flood elevation. (Plate eight le an 24" above grade, or engineered design required). 3. Electrical, heating, v elation, plumbing and air conditioning equipment and facilities locate ove the plate. 4. At least 2 o nings in exterior walls, located on opposite or adjacent walls with a total net are not less than 1 square inch for every square foot of enclosed area. 5. T ottom of the openings shall be no higher than I foot above grade. 6. he openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. ��n•c'.-�.A. � �cc.o.�te..d� � �1� Z or�c -- t�(�ro ✓ed ao �I�.°'^r''1 � IJO c�ccivi Ca.� . cin �( OCc w��l re- ' re, a.z4A %ilk, � ets ae=L& OSs -n 4 Page 1 of 2 Z�[ . ,ifi�►'� of P.,Jecfr 'c6 -k will Building Permit Number: Gt'Z 320 Owner Name: Wo 1� o��►s >=xa rr►1 h er Parcel lies within the State Responsibility Area (SRA). Comply with attached requirements. RFire sprinklers are required in this structure. The following parcel map requirements shall be met: All structures and ,� eqq,u,�ipment including overhan s shall be clear of all easements. A setback ofG6s"'°e� from the side andat4�om the rear property lines and 20 feet (25 feet if Federal Aid Route) from the edge of the right of way shall be clear of structures and equipment except for a 2 foot overhang. 'Y—AIcmCit-lb ri"toe-E- � c 0_0 as PLrW- I p1af jj Expansive soil may be encountered on this site. This condition may require the Y� foundation to be designed by a California registered engineer or licensed architect. Page 2 of 2 ".f r JN s(o -7-s3 At -7 Oe.Z I�r^� \1 - N f� r 113 �' I � s PLANNING DIVISION -BUILDING PLAN APPROVAL Use: Date: 1 Parking: - Landscaping: Other:— Signature: k b tr- 10 l . tr- Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965 (530) 538-7541 (530) 538-2140 FAX SPECIAL INSPECTION NOTE Special Inspections — Uniform Building Code section 1701: In addition to the inspections required by Section 108, the owner or the engineer or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1701.5. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformanc.e..with..the.app.r-oved drawings and specifications. - - -- — - ?. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. I The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his knowledge, in conformance with'the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him, so inspections must also be made by the Butte County Building Division .5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ Structural Masonry High Strength Bolting ❑ Welding ❑ Bolts installed in Concrete ❑ Other: Name of Special Inspection company: �' ��g-�-Z Cow Ndei DE r ; 1 of 1 Ar-1 tj DRAWING RELEASE HISTORY TYPE DATE DESCRIPTION PERMIT SET- For Building Dept. Approv 1 B-30-011 AC DRAWING INDEX DRAWING TITLE PAGES Cover Sheet 1 — as Anchor Bolt Plan (AB) p _ Primary Structural (PS) PS I P S Secondary Structural (SS) 55)— 559 Covering (C) _ C Special Drawings (SP) 5PI Standard Erection Detail's, 5ro 1 — SFDOR F_RECTIOIV NOTrs Eu I VP BUILDINGS VARCO-PRUDEN SpCci AL. IN Speznv N '-- l 12IYj �=;pve, Sm--NGTI-4 "dW-TS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S•SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 - 1 Building Code: 97UBC Live Load: (Reducible) 20.00 psf Coll. Load:Gravity 1.00, Uplift 0.00 Wind Speed: 80.00 mph Wind Exposure: C Ground Snow: 0.00 psf l Snow Exposure Category: 3 - Seismic: Zone 3 Building Use:Standard Occupancies 1. MATERIALS STRUCTURAL STEEL PLATE COLD FORMED LIGHT GAGE SHAPES BRACE RODS STRUCTURAL CABLES HOT ROLLED MILL SHAPES HOLLOW STRUCTURAL SECTION (HSS) ROOF AND WALL SHEETS BOLTS GENERAL NOTES ASTM DESIGNATION A529 OR A572 OR A570 OR A607 A570 OR A607 A572 A475 A36 OR A572 A500 A653 OR A792 A307 AND A325 2. STRUCTURAL PRIMER SHOP PRIMER PAINT IS A RUST INHIBITIVE PRIMER AND IS VP BUILDINGS COLOR BRONZE. THIS -PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. 3. A325 BOLT TIGHTENING REQUIREMENTS GRADE 50 GRADE 55 GRADE 65, UNLESS NOTED GRADE EHS FY= 36 KSI OR GRADE 50 GRADE B GRADE 50 A325, UNLESS NOTED ALL HIGH STRENGTH BOLTED CONNECTIONS EXCEPT AS NOTED OTHERWISE ON THE DRAWINGS AND DETAILS ARE SUBJECT TO AXIAL TENSION AND OR SLIP CRITICAL. AS SUCH THE BOLTS MUST BE FULLY PRE -TENSIONED AND INSPECTED IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC/RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" AND THE APPLICABLE BUILDING CODE. WASHERS ARE NOT REQUIRED WHEN THE'TURN-OF-NUT" TIGHTENING PROCEDURE IS USED. IF OTHER BOLT TIGHTENING PROCEDURES ARE USED, LONGER BOLTS AND WASHERS AS REQUIRED BY THE SPECIFICATION WILL BE REQUIRED. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE PROPER BOLT TIGHTNESS. 4. BUILDER/ CONTRACTOR RESPONSIBILITIES VP BUILDINGS STANDARD PRODUCT SPECIFICATIONS APPLY AND UNLESS STIPULATED OTHERWISE IN THE CONTRACT DOCUMENTS, VP BUILDINGS DESIGN, FABRICATION, QUALITY CRITERIA STANDARDS AND TOLERANCES WILL GOVERN THE WORK. (A VP BUILDINGS SPECIFICATION BOOKLET IS AVAILABLE UPON REQUEST) IN CASE OF DISCREPANCIES BETWEEN VP BUILDINGS STRUCTURAL PLANS AND PLANS FOR OTHER TRADES, THE VP BUILDINGS PLANS SHALL GOVERN. IT IS THE RESPONSIBILITY OF THE BUILDER / CONTRACTOR TO OBTAIN APPROPRIATE APPROVALS AND NECESSARY PERMITS FROM CITY, COUNTY, STATE, OR FEDERAL AGENCIES, AS REQUIRED. APPROVAL OF VP BUILDINGS DRAWINGS CONSTITUTES THE BUILDER / CONTRACTOR'S ACCEPTANCE OF THE VP BUILDINGS INTERPRETATION OF THE CONTRACT PURCHASE ORDER. ONCE THE BUILDER / CONTRACTOR OR A/E FIRM HAS SIGNED VP BUILDINGS APPROVAL PACKAGE, CHANGES FROM THE PURCHASE ORDER BY THE BUILDER WILL BE BILLED TO THE BUILDER / CONTRACTOR FOR MATERIAL, ENGINEERING, AND HANDLING FEES. SUCH CHANGES MAY CAUSE THE PROJECT TO BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE. A PENALTY FEE MAY BE CHARGED IF THE PROJECT MUST BE MOVED FROM THE FABRICATION AND / OR SHIPPING SCHEDULE, AS LONG AS VP BUILDINGS DESIGN AND DETAILING APPROACH COMPLIES WITH THE PURCHASE ORDER. THE BUILDER / CONTRACTOR OR A/E FIRM ARE RESPONSIBLE FOR THE OVERALL PROJECT CONDITION. ALL INTERFACE AND COMPATIBILITY CONCERNING ANY MATERIALS NOT FURNISHED BY VP BUILDINGS ARE TO BE CONSIDERED AND COORDINATED BY THE BUILDER / CONTRACTOR OR A/E FIRM. UNLESS SPECIFIC DESIGN CRITERIA CONCERNING THIS INTERFACE BETWEEN MATERIALS IS FURNISHED AS PART OF THE PURCHASE ORDER, VP BUILDINGS ASSUMPTIONS WILL GOVERN. THE BUILDER / CONTRACTOR IS RESPONSIBLE TO INSURE THAT ALL OTHER PROJECT PLANS AN' fdlP E I V I COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITY. SU( SEALED ENGINEERING DESIGN DATA AND DRAWINGS FOR THE VP BUILDINGS BUILDING DOES N I L R CONSTITUTE AN AGREEMENT THAT VP BUILDINGS OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR THE CONSTRUCTION PROJECT. .THE BUILDER / CONTRACTOR IS RESPONSIBLE FOR SETTING OF ANCHOR BOLTS AND ERECTION OF STEEL SEP -4 2001 BUILDING COMPONENTS IN ACCORDANCE WITH VP BUILDINGS'FOR CONSTRUCTION" DRAWINGS. TEMPORARY SUPPORTS OR BRACING REQUIRED FOR THE BUILDING ERECTION WILL BE THE RESP�J,�(fgR N BUILDING C OF THE ERECTOR TO DETERMINE, FURNISH, AND INSTALL. ry� u t 5 VP BUILDINGS IS AN APPROVED FABRICATOR '=RICO. CALIFORNI^ WITH THE FOLLOWING CERTIFICATIONS- ICBO FA -240 ISO 9001 CERTIFIED CITY OF LOS ANGELES TYPE 1 FABRICATOR CITY OF SEATTLE CANADIAN WELDING BUREAU DIVISION 1 CERTIFICATION TH15 DRAWING. INCLUDING TINE INFORMATION HEREON. REMAINS THE PROPERTY OF VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE 13MLIANG DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR MY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. THE GENERAL CONTRACTOR ANDOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD QUALITY WORNMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS IE I—ION.INDLUDWOTHECORRECTUSEOFTEMPORARY BRAC This wet signature applies to \ sheets -- -1 _ thru5E.2:��ot these drawings. r —atfr VP BUILDINGS, INC. AISC CATG. MB CERTIFIED 8/30/2001 9:59:24 I.-- ev2 COVER SHEET Modern Building Company CUSTOMER Kathleen Woodard LOCATION Chico, California PROJECT Kathleen Woodard CA0114030-01OE1.vpc Q� SS/�yg F F� i No. C- 959 �~ ,,-CIVIL ,- p1-Z3zo iIAI,n w DATE ,02001 VP BU DIµr ?9CH N k^ - vARooawDex AL'" VPC VERSION: 2 , 6 PACE .^•� ++t� 1- eL rl Additions to Existing Structures: VP assumes no liability for snow accumulation loads that may be imposed on existing structures due to the proximity of this building. Bracing: All rod bracing shall be tensioned so that minimal sag exists AFTER all building elements have been installed. Bracing for seismic or wind loading of suspended objects that are not part of the VP structure must be designed by a qualified professional engineer. The design must meet code requirements and safely deliver the lateral loads to one of the VP primary bracing systems. In addition, the bracing must be designed and erected in a manner that will not impose torsional or minor axis loads, or cause local failures in any VP structural components. No material may be cut, drilled, or otherwise removed from any part of this VP building without the consent of VP. The engineer (CAN / CANNOT) rely on the VP roof deck to act as a diaphragm. VP accepts no responsibility for the design and installation of bracing for objects that are not fumished or specified by VP. Field Modifications: Do not field cut, drill, or otherwise remove material from any VP building components unless specifically instructed to do so on these VP drawings or with the advance written consent of VP. All field welding shall be done in compliance with AWS procedures by welders qualified to perform the weld as directed by the associated welding procedure specification (WPS). A WPS shall be prepared by the contractor for each welding variation specified, as required by code. Unless noted otherwise, use E70XX electrodes. The contractor shall provide for any code specified special inspections. Framed Openings: Continuous girls and purlins must not be cut without the advance written consent of VP. This includes but is not limited to cuts made for installation of field located framed openings for doors, louvers, windows, mechanical systems, and similar devices. Masonry: All fasteners and sealant for counter flashing of masonry or concrete is not by VP. The engineer responsible for the design of the masonry wall is also responsible for ensuring that the design of the wall (including its base detail) is compatible with the deflection criteria for this building. VP accepts no responsibility for the design of masonry walls. The VP eave purlins and rake channels are not designed to support lateral loads from masonry or other walls not by VP. Walls not by VP must not be attached to VP eave purlins or rake beams, other support material must be included. Independent Mezzanines: Independent mezzanines must be designed by a qualified professional engineer to meet all code requirements. The engineer must also ensure that proper isolation from the VP building has been provided to avoid impact due to differential movement. VP accepts no responsibility for the design of independent mezzanines. Parapets: Buildings with parapet walls and internal gutters must be fumished with rainwater overflow mechanisms (such as scuppers) to prevent the accumulation of water in the event of a gutter blockage. It is the responsibility of the contractor to make sure that the scuppers are of the appropriate size, quantity, location, and design to prevent water accumulation on the roof. Failure to do so can result in building collapse. VP accepts no responsibility for the design and installation of overflow mechanisms. Notes to be placed on Drawings 1) NBVP = Not by Varco Pruden 2)„ Field welding to be performed by qualified welders in accordance with AWSt.; ` requirements: Use E70XX electrodes. 3) Mechanical units, sprinkler systems or any other equipment or materials suspended from the VP Building system must be braced laterally in a manner capable of safely delivering the code prescribed seismic loads to the VP lateral. load resisting systems. The design and installation of these lateral bracing systems are not the responsibility of VP Buildings, Inc. - 4) Shimming may be required at splices in order to bring adjacent frame rafters into alignment. See detail EN20A1, 4 5) This building has been designed as a roof only building. Do not place this building. against an existing building or place a future building against this building such that it encloses one or more sides of this building. This building will need to be reanalyzed if wall or portions of a wall are enclosed. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF Building Code: 97UBC REMAINS 111E PROPERTY OF VP BU0.DNGS�CN� VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf R IS PROVIDED SOLELY FOR ERECTING THE BUILDING REQUIREMENTS SPECIFIED BY VP. DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND THE VP ENGINEER'S SEAL DOES Coll. Load:Gravity 1.00, Uplift 0.00 psf SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WI MOUT PRIOR WRITTEN NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mpb' APPROVAL OF VP BUILDINGS. OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP Wind Exposure: C THE GENERALCONTRACTOR ANGOR ERECTOR IS SOLELY EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psfRESPONSIBLE FOR ACCURATE, GOOD OUALITY WORKMANSHIP • FORMANCE REQUIREMENTS SPECIFIED BY VP. Snow Exposure Category: 3 IN ERECTING THIS BUILDING W CONFORMANCE WITH THIS NAL LGICABI.EVP REFEREERENCEDINUIDESTHIS DRAWING, . Seismic: Zone 3 AND INDUSTRY STANDARDS PERTAINING To PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY Buildino USe:Standard 0—inanrTes SPADING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 DATE I BY I DESCRIPTION NTS 8/30/2001 9:59:26 a te, PERMIT SET -%QS Erectioa ► o %fr ALDER Modern Building Company d LSTOMERKa Chleen Woodard nAnON Chico, California IOJECT Kathleen Woodard ALDERS POI _ENAME` CA0114030-010El . vpc i. Q?,O ESS11 I � � Z No. C-40959 In. 3 '9T CIVIL FCr31.IF0� .e t. Approval OBI '5/14/2001 vARmPwDEN iAC RSION: 2. 6 PAGE El 3osnvn XDia.A36 c'21R' 21/1'212'FLFL D1 (2)3/4" Dia. A36 A.Bolts D3 (4)3/4• Dia. A36 A.Bolts Elevatione100'-0• levation=100'-0• \ 1 Base Plate. - Size Location 8 x 8 x 0.375 1 -D,1 -A,5 -D,5 -A 8 x 13 x 0.375 2 -D,2 -A 9 x 13 x 0.375 3 -D,3 -A,4 -D,4 -A 034_�,Mpm C C EL 2 V2'(64mm) PROJECTION (U.O.N.) BOTTOM OF COLUMN VARIES BASE LA E ELEV. BOTTOM OF a COLUMN BASE PLAT , J IrL \ LST.FLL1.1=11 1/2' (13mm) ���III = 0' (Qnm) TYPICAL ANCHOR TYPICAL COLUMN BOLT PROJECTION BASE PLATE DETAIL 2 3 4 5 �1F I I I I I 1,3 I I 1 I I I I D3 I I I I 1 I I D3 I I I I I I I Dl I i I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I b3 I D3 I D3 i Di 281-0" 27'-0" 271-0" 28'-0" 110'-0'' ANCHOR BOLT PLAN J PERMIT SET- FOS IIept. APp • Finished Floor Elevation = 100'-0' (Unless Noted otherwise) 1. CONCRETE, GROUT, ANCHOR BOLTS, AND ANY OTHER EMBEDDED ITEMS ARE THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK. PRODUCT OF Building Code: 97UBC HEREON, OF V? BUILDINGS. REM INS THE PROPERTY REMAw57ME PROPERTY OF VP BUILgN0.5. VP Buildings, Inca TO BE FURNISHED BY OTHERS VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING IN EAPPLICABLE PURCHASE ORDER 3200Pla Players Merr..v�..h1.isTN38125 Ye "Y^• ANCHOR BOLT PLAN �� 2. ANCHOR BOLT DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION REQUIREMENTS sP£cieiED BY VP.* Coll. Load-Gravity1.00, Uplift 0.00 p psf AND SMALLDESCNOT BE. USEO FOq SMALLNOT BEMOOEW REPROOIOR + PER AISC SPECIFICATIONS .(FY = 36 KSI) . ANCHOR BOLT LENGTH, EFFECTS THE VP ENGINEER'S SEAL DOES NOT APPLY To THE PERFORMANCE Wind Speed: 80.00 mph PNP OTHER PURPOSE GINtn;OOS. T PRIOR W FITTER WRr APPROVAL OFweulLDwos. REV DATE Br DEscwvrloN BUILDER Modern Building Company '1D8� OF EMBEDDED ANCHOR BOLT EDGE DIMENSIONS AND METHOD OF TRANSFERRING - OR DESIGN OF ANY OTHER PRODUCT RODUC Wind Exposure: C CUSTOMER 0114030-0 THE GENERAL CONTRACTOR ANO�OgERECTOR ISSOLELY RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORX1,tANSMIP FORCES FROM ANCHOR BOLTS TO FOOTINGS ARE TO BE DETERMINED BY OTHERS. OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00sf p KBChleen Woodard IT%/14/2001' ' 3. DESIGN LOADS AND REACTIONS ARE FURNISHED ON OTHER DOCUMENTS. FORMANCE REQUIREMENTS SPECIFIED BY VP. Snow Exposure Category: 3 W ERECTING THIS BUILOINO IN CONFORMANCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING,' LOCATION Chico, California VP BUILDINGS DRAWNA'a1ECK AC 4. FOUNDATION MUST BE LEVEL, SQUARE AND SMOOTH. ANCHOR BOLTS MUST BE Seismic: Zone 3 ALL APPLICABLE VP ERECTION DUDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER PROJECT Kathleen Woodard vsRODPROEeO AC STEELELY PLACED AS SHOWN ON THIS DRAWING OR U ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRAcwG. PAGE AB -1 BUILDERS POI NTS VPC VERSION: 2.6 01 C14 C'q�4 o CX002 o CX008 o CX006 o CX007 o CX002 I , I Os I I o - � � j04g3►31 � � - . 10 to 0 0o 0.0 c o0 - IN330 �EPX001 ------------ --------------------- ------------------ 00 U }- -I-EPX001 c c c c c 1.0 10 06 I J 1 - .4 est C4 •OS to A o CD CD 0 0 0 0 0 0 0 CX001 p CX008 pxq CX007 N CX006 � CX002 v u r 1y 27'-0" 27'-0" 27'-0" 271-0" 11 110 1 -0" L PRIMARY AND ROOF BRACING ,PLAN y���y a m m Exp.3/31/03 OF CAO'F • DDimension Keytib g! �1�a VP Ref: Shape Name = 70 x 110 x 18 Roof Only - PERMIT SET- For�. #A*, ept. ApzyO,w�a. THE VP ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, ONLY TO THE WORK PRODUCT of Building Code: 97UBC - REMAINS THE PROPERTY OF VP BUILDINGS. VP BUII(iingS, InC. w� AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 pSf ITISPROVIDED SOLELY FOR ERECTINGTHEBUILDING 3200PIa Players Memphis A - SEE JOB DETAILS FOR BOLT LENGTHS. REQUIREMENTS SPECIFIED BY VP. DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND Y RIP sTN38125 PRIMARY AND ROOF'' S' NG PL THE VP ENGINEER'S SEAL DOES Coll. Load:Gravity 1.00, Uplift 0.00 pSf SHALL NOT BE MOOIFlED, REPRODUCED OR USED FOR 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME NOT APPLY TO THE PERFORMANCE ANYOTMER PURPOSEWITNOUT PRIOR WRITTEN .00 mph W APPROVAL OF BUIUXBUILDDESCRIPTIONN0.5. REV DATE BY DESCRIPTION Modern Building Company SIDE OF THE WEB AS THE HILLSIDE WASHER. oWind Speed: 80 R DESIGN OF ANY OTHER PR ) CA0114030-0 OR COMPONENT FURNISHED BY VP Wind Exposure: C THE GENERAL CONTRACTOR ANCVOR ERECTOR IS SOLELY CUSTOMERKd Chleen Woodard WE EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00RESPONSIBLE FOR ACCURATE, GOOD OUALITYWORRMANSHIP -' FORMANCE REQUIREMENTS pSf IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS LOCATION aS/14/2001 DRAWING, DETAILS REFERENCED IN THIS DRAWING, Chico, California wwcHECH SPECIFIED BY VP. Snow Exposure Category: 3 ALL APPLICABLE VP ERECTION DUDES. PROJECT VP BUILDIN S" Seismic: Zone 3 MID INDUSTRY STANDARDS PERTAINING TO PROPER Kathleen Woodard Yuma AC ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BU0.DER5 POI PAGE BRAcmG. NTS VPC VERSION: 2.6 PS -1 r. '- n,-.n,nnn� ,. ... ... FILENAME:__-•_...�.. ... �-. 0 Depthl 9" 9. 7- 2'-3- 1'-9- 9" 1'-9- 71 9v 9DOD Depthl. 9e 9" 2'-1- 1'-9- 9e 1'-9- 2'-3- 2'-1- 9e 9• Approx. Lgth 3'-7 11/16" 3'-7 11/16" 17'-5 3/8" 33'-2 5/16- 33'-2 5/16" 17'-5 3/8- 3'-9" 3'-9• OA325 Bolt Connection a Plate Schedule Id Qty Boit OFrame Member Schedule Rows Part Mem. Width Thick. Webthk CBX001 1001 5" .1345 .1345 CBX001 1003 5" .1345 .1345 CX001 1 6" .2500 .1345 RBX001 2 5" .1875 .1345 1 1/2" 3 5" .1345 .1345 RBX002 4 5" .1345 .1345 5 5" .1875 .1345 CX002 6 6" .2500 .1345 EPX001 7 51 .1345 .1345 EPX001 8 5" .1345 .1345 0 Depthl 9" 9. 7- 2'-3- 1'-9- 9" 1'-9- 71 9v 9DOD Depthl. 9e 9" 2'-1- 1'-9- 9e 1'-9- 2'-3- 2'-1- 9e 9• Approx. Lgth 3'-7 11/16" 3'-7 11/16" 17'-5 3/8" 33'-2 5/16- 33'-2 5/16" 17'-5 3/8- 3'-9" 3'-9• OA325 Bolt Connection a Plate Schedule Id Qty Boit Bolt Plate Rows Rows Tension Washer Dia. Length Thick. Out In Bolt A 4 3/4- 2" 3/8" 1 1 B 16 3/4" 2" 3/8" 4 4 C 2 3/4" 1 1/2" a 000;la 3 361-0 15116w Q .6 Frame.Clearances Horiz. Clearance between members 1(CX001) and 6(CX002)s 64'-5" Vert. Clearance at member l(CX001)s 15'-7 13/16" Vert. Clearance at member 6(CX002)s 15'-7 13/16" Finished Floor Elevation In 100'-00 (Unless Noted Otherwise) • A 36._ 0- 6 p 4'-6e 3.000:22 CS 00 0�O 3$OOl Rp ESS/p 231-6" 231-0" 1 231-6a c�De 'W}Jjc�gl 9 3'-1 1/8" 3.000:12 ` ,_ " _ �� y <4 8 26'-9" 70 0 CID tr ���< C2 7 1'-1 7/8" FRAME CROSS SECTION.AT FRAME LINES) 1 r^ 6 3 1/8" 5 2 e 3 ' - 6 13/16a Exp. 3/31/03,, d 4 1'-8 1/8- , 2 y 171/2" v �lC (\i t����\�• . 1 3' -0 - ,Dimension Key VP Ref: Shape Name = 70 x 110 x 18 Roof onlyWall 4 Frame l PERMIT SET- For Buil: 'g ept. a►pP.;�.b� :l 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, THE VP ENGINEER'S SEAL APPLIES THI.SDRAWING. INCLUDING THE INFORMATION HEREON, y Building Code: 97UBC REMAINSTHEPROPERTYOFVPBUILOINGS. VPBuildings, ONLY TO THE WORK PRODUCT OFI�• 49 AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. vP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf ITISPROVIDEDSOLELYFORERECTINGTHEBUILDING 3200Pla Players Memphis TN 38125 FRAME CROSS SECT ' F REQUIREMENTS SPECIFIED BY VP. DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND Y mP� ) 1 SEE JOB DETAILS FOR BOLT LENGTHS. THE VP ENGINEER'S SEAL DOES Coll. Load:Gravity 1.00, Uplift 0.00 psf SMALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WDHOVT PRIOR WRITTEN BUILDER j�, 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mph APPROVAL OF VP BUILDINGS, REV DATE BY DESCRIPTION Modern Building Company OR DESIGN OF ANY OTHER PRODUCT Cybih•4030-0 Wind Exposure: C THE GENERAL CONTRACTOR AND'OR ERECTOR IS SOLELY CUSTOMERKathleen Woodard DATE -SIDE OF THE WEB AS THE HILLSIDE WASHER. � oR COMPONENT FURNISHED ev VP EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 RESPONSIBLE FOR ACCURATE, GOOD OUALRY WORKMANSHIP FORMANCE REQUIREMENTS pSf IN ERECTING THIS BUILDING INCONFORMANCE WITH THIS LOCATION 5/14/2001 DRAWING DETAILSREFERENCEOINTHISORAWINO, Chico, California SPECIFIED BY VP. Snow Exposure Category: 3 ALL APRICABU VP ERECTION GUIDES. P,� VP BUILDII S. D, WN/CNECK Seismic: Zone 3 ECT AND INDUSTRY STANDARDS PERTAINING TO PROPER Kathleen Woodard YAPODARPEN AC ERECTION, INCLUDINGTHE CORRECT USE OF TEMPORARY BUILDERS K PAGE BRACING, NTS VPC VERSION: 2.6 PS -2 8/30/2001 9:59:29 FILENAMeCA0114030-OlOEl.vpc - OFrame Member Schedule Bolt Part Mem. Width Thick. Webthk CS008 1 7" .3125 .1345 RBX003 2 50 .3750 .1345 In Bolt 3 5" .1875 .1345 RBX004 4 5" .1875 .1345 3/4" 5 5" .3750 .1345 C%008 6 7" .3125 .1345 CB%002 1001 5" .1345 .1345 CBX002 1003 5" .1345 .1345 Depthl 1'-0" 2'-1- 2--1- 9" 2'-1- 1'-0" 9" 9- Depth2 2'-4" 2'-1" 9° 2'-1" 2'-1- 2'-4- 9" 9" f 17'-5 3/8" 3'-7 11/16" 3'-7 11/16" D 4 3. OOps000"312a :::_ " _6" 6 36.,0 15116 a oA 9 5 a • o 4 X_ cox0a a 0 Frame Clearances Boriz. Clearance between members 1(C%008) and 6(C%008): 63'-11" Vert. Clearance at member 1(C%008): 15'-10 5/8" Vert. Clearance at member 6(C8008): 15'-10 5/8" Finished floor Elevation = 100'-0° (Unless Noted Otherwise) A a 36,_ 6 E 4..6" 3.0p0:22 n 0'-0 0 in 0 C4 Ln 0 a u a M �X0p2 x - 9 3'-1 1/8" 3.000112C OA325 Bolt Connection a Plate Schedule Approx. Loth Id Qty Bolt Bolt Plate Rows Rows Tension Washer 17'-5 3/8" Dia. Length Thick. Out In Bolt 32'-11 1/4" A 14 3/4" 2 1/4° 5/8" 3 4 • B 6 3/4" 2" 3/8" 1 2 32'-11 1/4" C 4 3/4" 28 3/8" 1 1 17'-5 3/8" 3'-7 11/16" 3'-7 11/16" D 4 3. OOps000"312a :::_ " _6" 6 36.,0 15116 a oA 9 5 a • o 4 X_ cox0a a 0 Frame Clearances Boriz. Clearance between members 1(C%008) and 6(C%008): 63'-11" Vert. Clearance at member 1(C%008): 15'-10 5/8" Vert. Clearance at member 6(C8008): 15'-10 5/8" Finished floor Elevation = 100'-0° (Unless Noted Otherwise) A a 36,_ 6 E 4..6" 3.0p0:22 n 0'-0 0 in 0 C4 Ln 0 a u a M �X0p2 x - 9 3'-1 1/8" 3.000112C FRAME CROSS SECTION AT FRAME LINE(S) 2 ✓ 8 261-90 �B 7 11-1 7/8" •�# 17 I'*y r+T 6 3 1/8" • Ex : 3 ti 5 2 Ei 3'-6 13/16° 41 a 11-8 WSW 3 8 1/2"_ 1 3'-0" \� ElDimension Key PERMIT SST- For Building Dept. Approval VP Ref: Sha a Name = 70 x 110 x 18 Roof onlyWall 4 Frame 2 ' 1. USE 1/ DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, THE VP ENGINEER'SEAL S SEAL APPLIES AT Building Code: 97UBC TINISORAWING. INCLUOINGTHEWFORMATION HEREON, REMAINSTMEPROPERfYOFVPBUMOINGS. VP Buildings, Inc. AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. ONLY To THE woCT of VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf R IS PROVIDED SOLELY FOR ERECTWG THE BURgNO - 3200 Players Club Circle Memphis TN 38125 FRAME CR.088 SECTION AT FRAME LINE(S) �. SEE JOB DETAILS FOR BOLT LENGTHS. REQUIREMENTS SPECIFIED BY VP. Coll. Load:Gravity 1.00, Uplift 0.00 psf DESC.OTSNTHEAPRIGABLEPURG EORDERPND SHALL NOT BE MODIFIED, RE PRODUCED OR USED FOR USE 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME THE vp excixeeR's SEAL Does NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mph MY OTHER PURPOSE WRNOUT PRIOR WR APRROVAL OF VP BUILDINGS. - REV DATE 8Y DESCRIPDON BUILDER Modern Building Company ,pBe SIDE OF THE WEB AS THE HILLSIDE WASHER. OR DESIGN COMPO OF ANY OTHER PBY VCT OR COMPONENT FURNISERD BY VP Wind Exposure: C THE GENERAL CONTRACTOR ANMR ERECTOR IS SOLELY CUSTOMERKathleen Woodard OATF 4030-0 EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf .RESPONSIBLE FOR ACCURATE. GOOD DUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS LOCATION 55/14/2001 FORMANCE REQUIREMENTS SPECIFIED BY VP. Category: Cate or 3 Snow Exposure y DRAWING. DETAILS REFERENCED IN THISDRAWINO, ALL APPUCABLE VP ERECTION GUIDES, Chico, California VP BUILDINGS ORAWNA:HECK • ' Seismic: Zone 3 AND INDUSTRY STANDARDS PERTMNWGTOPROPER PROJECT Kathleen Woodard vAgL9P1ApEN AC a d u - ERECTION, INCLUDING THE CORRECT USE OF TEMPORARYBuilding eRAc"G, NTS BUILDERS POT vPOVEA5IDN: 2.6 PAGE PS -3 ,. 8/30/2001 9:59:32 FILENWE:CA0114030-010El.vpc n 9 3--1 1/8" 3.000:12 8 26'-9" 7 1'-1 7/8" 6 3 1/8" 5 2 E 3'-6 13/16" 4 1'-8 1/8" 3 8 1/2" 2 17'-3" 1 3--0" Dimension Rey D 4 3. p00.11 361-0 151 6 @ 4. 6 9 5 th C2 o 1 A CBgO� Frame Clearances Soriz. Clearance between members 1(CX007) and 6(CX006): 65'-9" Vert. Clearance at member l(CX007): 15'-5 13/16" Vert. Clearance at member 6(CX006)': 15'-5 13/16" Finished Floor Elevation o 100'-0" (Unless Noted Otherwise) A 4 ' 36', 0 lSll6+ 6 R 4'-6+ 3.000:12 a ^ n 5 9 0 4 1. USE 1/2 DIA; A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. , 70'-0" FRAME CROSS SECTION AT FRAME LINES) 3 70 x110 x THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF Building Code: 97UBC REMWNS THE PROPERTY OF VP BUILDINOS�n nentoN, Ug VP BIIdITI $, Inc. VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 pSf PT IS PROVIDED SOLELY FOR EREDTINOTHE BUILDING THE 'PURCHASE 3200p1a rsClubCircle MemphisTN38725 REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES Coll. Load:Gravit 1.00, U Y Uplift 0.00 pSf DESCRIBED IN APPLICABLE ORDER AND SHAU.NOT BE MODIFIED, REPRODUCEDORUSEDFOR OFrame Member Schedule ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REV DATE BY DESCRIPTION OR DESIGN OF ANY OTHER PRODUCT OA325 Bolt Connection S Plate Schedule Part Mem. Width Thick. Webthk Depthl Depth2 Approx. Loth Id Qty Bolt Bolt Plate Rows Rows .Tension Washer CX007 1 8" .5000 .1345 1'-0" 1'-5" 17'-5 3/8" BRACING. Dia. Length Thick. Out In Bolt RBX005 _ 2 5" .3750 .1345 2'-3" 2--1■ 33'-10 9/16" A 20 3/4" 2" 1/2" 5 5 3 5" .1875 .1345 2'-1" 9" B 6 3/4" 2" 3/8" 1 2 RBX006 4 5" .1875 .1345 9" 2'-1" 33'-10 9/16" C 4 3/4" 2" 3/8" 1 1 5 5" .3750 .1345 2'-1" 2'-3" CX006 6 e" .5000 .1345 1'-o" 1'-5" 17'-5.3/8" CBX002 1001 5" .1345 .1345 9" 9" 3'-7 11/16" CBX002 1003 5" .1345 .1345 9" 9" 3'-7 11/16" n 9 3--1 1/8" 3.000:12 8 26'-9" 7 1'-1 7/8" 6 3 1/8" 5 2 E 3'-6 13/16" 4 1'-8 1/8" 3 8 1/2" 2 17'-3" 1 3--0" Dimension Rey D 4 3. p00.11 361-0 151 6 @ 4. 6 9 5 th C2 o 1 A CBgO� Frame Clearances Soriz. Clearance between members 1(CX007) and 6(CX006): 65'-9" Vert. Clearance at member l(CX007): 15'-5 13/16" Vert. Clearance at member 6(CX006)': 15'-5 13/16" Finished Floor Elevation o 100'-0" (Unless Noted Otherwise) A 4 ' 36', 0 lSll6+ 6 R 4'-6+ 3.000:12 a ^ n 5 9 0 4 1. USE 1/2 DIA; A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. , 70'-0" FRAME CROSS SECTION AT FRAME LINES) 3 70 x110 x THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF Building Code: 97UBC REMWNS THE PROPERTY OF VP BUILDINOS�n nentoN, Ug VP BIIdITI $, Inc. VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 pSf PT IS PROVIDED SOLELY FOR EREDTINOTHE BUILDING THE 'PURCHASE 3200p1a rsClubCircle MemphisTN38725 REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES Coll. Load:Gravit 1.00, U Y Uplift 0.00 pSf DESCRIBED IN APPLICABLE ORDER AND SHAU.NOT BE MODIFIED, REPRODUCEDORUSEDFOR NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mph ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REV DATE BY DESCRIPTION OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP Wind Exposure: C THE GENERAL CONTRACTOR ANDOR ERECTOR IS SOLELY EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 pSf - RESPONSIBLE FOR ACCURATE, 0000 OUAUfY WORKMANSHIP ' FORMANCE REQUIREMENTS SPECIFIED BY VP. Snow Exposure Category: 3 B/ERECTWOTHIS BUILCINO IN CONFORMANCE WITH THIS DRAWING. DETARB REFERENCED IN THIS DRAWING, qLL APPLICABLE VP ERECTION GUIDES. Seismic: Zone 3 ANO WDUSTRY STANDARDS PERTAWDIO TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY C1 il.Ti..,. T11—C—A -A ---4— BRACING. NTC 0 in 0 C4 Ln 0 a u h T XXOp2 1 I oQRp ESS/p rm ?.*, + EXP. 3/3103 CIVIL aV' -. PERMIT SET- For BuildiE"ipt. Approval FRAME CROSS SECTION AT FRAME LINES) 3 ALDER Modern Building Company 'J08� CA0114030- ISTOMER Kathleen Woodard CATION Chico, California ��5/14/2001 ECT VP BUILDINGS DRAWIWCHECK 1OJ Kathleen Woodard YAraDmnFN AC ILLDERS POS IUPC VERSION: 2.6 PAGE PS -4 8/30/2001 9:59:34 "Le"IAA'E' CA0114030-OlOEl.vpc OA325 Bolt Connection a Plate Schedule Id Qty Bolt Bolt Plate Rows Rows Tension Washer Dia. Length Thick. Out In Bolt A 20 3/4• 2" 1/2• 5 5 B 6 3/4• 2• 3/8" 1 2 C 4 3/4" 2• 3/8" 1 1 T �4 6 000;ia w 3' 15/16 " 36..0 6 Frame Clearances Horiz. Clearance between members l(CX006) and 6(CX007)s 65'-9• Vert. Clearance at member 1(CX006)t 15'-5 13/16" Vert. Clearance at member 6(CX007)s 15'-5 13/16• Finished Floor Elevation . 100'-0" (Unless Noted Otherwise) - A 36.- 0 6 E 4.-6w 3.000:.12 Coon 0 In 0 C4 In 0 P1 u h tX0p2 --n, 701-0" Q OFESslin OFrame Member Schedule Part Mem. Width Thick. Webthk Depths Depth2 Approx. Lgth CX006 1 8" .5000 .1345 l'-0• 1'-5• 17'-5 3/8" RBX005 2 5" .3750 .1345 2'-3" 2'-1" 33'-10 9/161 6 3 5" .1875 .1345 2'-1- 9" RBX006 4 5• .1875 .1345 9- 2'-1" 33'-10 9/16" 5 51 .3750 .1345 2'-1• 2'-3" CX007 6 8" .5000 .1345 1'-0• 1'-5• 17'-5 3/8• CBX002 1001 5• .1345 .1345 9• 9• 3'-7 11/16" CBX002 1003 5" .1345 .1345 9• 9• 3'-7 11/16" 3'-0" D 0 Dimension ReyPERMIT OA325 Bolt Connection a Plate Schedule Id Qty Bolt Bolt Plate Rows Rows Tension Washer Dia. Length Thick. Out In Bolt A 20 3/4• 2" 1/2• 5 5 B 6 3/4• 2• 3/8" 1 2 C 4 3/4" 2• 3/8" 1 1 T �4 6 000;ia w 3' 15/16 " 36..0 6 Frame Clearances Horiz. Clearance between members l(CX006) and 6(CX007)s 65'-9• Vert. Clearance at member 1(CX006)t 15'-5 13/16" Vert. Clearance at member 6(CX007)s 15'-5 13/16• Finished Floor Elevation . 100'-0" (Unless Noted Otherwise) - A 36.- 0 6 E 4.-6w 3.000:.12 Coon 0 In 0 C4 In 0 P1 u h tX0p2 --n, 701-0" Q OFESslin 31-l'1/8• 3.000z12 ' Av-P FRAME' CROSS SECTION AT FRAME LINES) 4 ���� <y 8 261-9"n 7 1'-1 7/8• 6 3 1/8" 5 2 g 31-6 13/160By �- 9 3 8 1/2• - ' 2 17'-3- �j E61 1 3'-0" 0 Dimension ReyPERMIT SET- For Hui eroval VP Ref: .Sha a Name = 70 x 110 x 18 Roof Onl Wall 4 Frame 9 ) ' 1. USE 1/2 DIA. A325 BOLTS FOR PURLZN TO FRAME, GIRT TO FRAME, THE VP ENGINEER'S SEAL APPLIES Building Code: 97UBC - THIS DRAWING, INCLUDING THEINFORMADON HEREON, REMAINSTHEPROPERTY oFVPBUILDINGS. VP Buildings, Inc. AND GIRT TO CLIP•CONNECTIONS UNLESS NOTED OTHERWISE- ONLY To THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE Live Load:' (Reducible) 20.00 psf ITISPROVIDED SOLELY FOR ERECTING THE BUILDING THE 3200PlayersCIUbCITCIe MemphisTN3B125 FRAME CROSS SECTION AT FRAME LINE (UD�WN/CHECK SEE JOB DETAILS FOR BOLT LENGTHS. REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES Coll. Load:Gravity 1.00, Uplift 0.00 psf DESCRIBED IN APPLICABLE PURCHASE ORDER AND OR SHALLNOT BE MODIFIED, REPRODUCED OR USEDFOR 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME NOT APPLY TO THE PERFORMANCE Wind $ eed: 80.00 m h P p ANY OTHER PURPOSE WITHOUT PRIOR APPROVAL OF VP BUILDINGS. - REV DATE BY DESCRIPTION BUILDER Modern Building Company ' SIDE OF THE WEB AS THE HILLSIDE WASHER. ` OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP Wind E Exposure: C CUSTOMER Kathleen WOOdard THE GENERAL CONTRACTOR ANp/Oq ERECTOR SOLELY D EXCEPT TO ANY DESIGN OR PER GZOund $nOW: 0.00 psf RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORKMANSHIP W ERECTING THIS BUILDING IN CONFORMANCE , LOCATION Chico, California • FORMANCE REQUIREMENTS SPECIFIED BY VP. SnOW EXpOSUTe Category: 3 WITH TNIS pPAWING. DETAILS REFERENCEDIN THIS DRAWING, A APPLICABLEVP ERECTIONGUIOES, BUILDINGSSeismic: Zone 3 AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORAR PROJECTVP Kathleen Woodard VAiWFNDFN SUILUERS PO. � VPCVEASK)N: 2.6 lBuildina d BRACING�.�.$ 8/30/2001 9:59:37 FaENAME:CA0114030-OlOEl.vpc OFrame Member Schedule Part Nem. Width Thick CBX001 1001 5" .1345 CBX001 1003 5" .1345 CX002 1 6" .2500 RBX007 2 5" .1875 3 5" .1345 RBX008 4 5" .1345 5 5" .1875 CX002 6 6" .2500 0 9 3'-1 1/8" 3.000:12 8 26'-9" 7 1'-1 7/8" _6 3 1/8" 5 2 2 3'-6 13/16- 4 1'-8 V8- 3 8 1/2" 2 17'-3" 1 3'-0" .Dimension Key Webthk Depthl Depth2 Approx. Lgth .1345 9" 9" 3'-7 11/16" .1345 9" 9" 3'-7 11/16" .1345 7" 2'-1" 17'-5 3/8" .1345 2'-3" 1'-9" 33'-2 5/16" .1345 1'-9" 9" .1345 9" 1'-9" 33'-2 5/16" .1345 1'-9" 2'-3" .1345 7" 2'-1" 17'-5 3/8" OA325 Bolt Connection 6L Plate Schedule Id Qty Bolt Bolt Plate Rows Rows Tension Washer Dia. Length Thick. Out In Bolt A 4 3/4" 2" 3/8" 1 1 B 16 3/4" 2" 3/8" 4 4 s oo=1a 6� 3.0 36.,0 1511 6 2 0..6" 9 5 0 In a 0 1 4 T Cso0 0 in 0 Frame Clearances Horiz. Clearance between members 1(CX002) and 6(CX002): 64'-5" Vert. Clearance at member l(CX002): 15'-7 13/16" Vert. Clearance at member 6(CX002): 15'-7 13/16" Finished Floor Elevation I" 100'-0" (Unless Noted Otherwise) A 36,- 0 lsl j 6" 6 S 4'-6• 3.000.=2 n 1. USE 1/2 DIA. A325 BOLTS FOR PURLIN TO FRAME, GIRT TO FRAME, AND GIRT TO CLIP CONNECTIONS UNLESS NOTED OTHERWISE. SEE JOB DETAILS FOR BOLT LENGTHS. 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER. 70'-0" FRAME CROSS SECTION AT.FRAME LINES) 5 VP Ref: Shape 1 THE VP ENGINEER'S SEAL APPLIES Building Code: 97UBC ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf REQUIREMENTS SPECIFIED BY VP. Coll. Load-Gravity1.00, Uplift 0.00 sf THE VP ENGINEER'S SEAL DOES P p NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mph OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP Wind Exposure: C EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf FORMANCE REQUIREMENTS SPECIFIED BY VP. Snow Exposure Category: 3 Seismic: Zone 3 = 70 x 110 x 18 Roof Only Wall THIS DRAWINO, INCLUDING THE INFORMATION HEREON, REMAINS TTE PROPERTY OF VP BUBDPIGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED FOR' ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. TME GENERAL CONTRACTOR ANGOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD OUALNY WORKMANSHIP IN ERECTNG THIS BUILDING IN CONFORMANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, R ALL APICPBLE VP ERECTION GUIDES, AND W DUSTRY STANDARDS PERTAINING TO PROPER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. . VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REV DATE BY - DESCRIPTION NTS 8/30/2001 9:59:39 40 p1 yr PERMIT SET- For Building Dept. App, al FRAME CROSS SECTION AT FRAME LINE(S) 5 ALDER Modern Building Company 'JOBr CA0114030- 'OMERKathleen Woodard )CATION Chico, California ��5/14/2001 VP BUILDINGS DRAWNICHECK IOJECT Kathleen Woodard YAnoDRaGEN AC IILDERS POI I VPC VERSION: 2.6 PAGE PS -6 CA0114030-01OE1.vpC• �o 1 N e � e CD O 1 1 O en r� ro C 1 1 ' 27'-01 27'-O"- fl7R7711d17 n1R461IA17 . 5 —27'-0• —27'-0- fl147A11d17 f1747717d77 30P2901017 02E2711414 4OP2902417 O1E2611414 4OP2902417 O1E2611414 30P2901017 02E2711414 [-35P3107014(Typ.) 40P2902417(Typ.) - 4OP2902416 4OP2902417(Typ.) 4OP2902416 35P3107014(Typ.) -35P3107014(Typ.)--4OP2902416. 35P3107013 4OP2902417(Typ.) 4OP2902416 40P2902417(Typ.) 35P3107014(Typ.) 02E2711414 O1E2611414 O1E2611414 02E2711414 30P2901017 40P2902417 4OP2902417 30P2901017' 13- Vaca .aa�a. T ar+a tea. vaAiaViiY1I V6G6/11Y1/ • • Q Of ESS/Ob 27' -00 27' -0" —i77 -o" 27'-O• ( � Mltc q! ICIJ Cz N 40959 ROOF SECONDARY PLAN UP. 3/31/03 J a Ll�TF aQ 2 31-0 1 11—On Dimension Rey PERMIT SET- For Buil in D al VP Ref: Shape Name = 70 x 110 x 18 Roof only THE VP ENGINEER'S SEAL APPLIES MISDRAWING. INCLUDING ME INFORMATION HEREON, fth 1. UNLESS NOTED; USE 1/2 DIAMETER A-325 BOLTS FOR PURLIN LAP, Building Code: 97UBC REMAINS ME PROPERTY OF VP BUILDINGS. VP Buildings, Inc. ONLY TO THE WORK PRODUCT OF IT Is PRONGED SOLELY FOR ERECTING THE BUILDING PURLIN TO FRAME, FLANGE BRACE TO FRAME, AND FLANGE BRACE TO VP AND DES ION AND PERFORMANCE Live Load: (Reducible) 20.00 psf DESCRIBED SOLELYHE FOR EECTING HEBUIL ING 3200PIayersCtubCircle Memphis TN 38125 ROOF SECONDARY PLAN PURLIN CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. REQUIRE M ENTS EER'S SPECIFIED A BY VP. Coll. Load. -Gravity 1.00, Uplift 0.00 SHAI.LNOT BE MODIFIED. REPRODUCEDOR USED FOR THE VP ENGINEER'S SEAL DOES y p psf ANY OMERPURPOSE WITHOUT PRIOR WRITTEN 2. WIND, FLANGE, AND PURLIN BRACING ARE AN INTEGRAL PART OF THE NOT APPLY To THE PERFORMANCE Wind Speed: 80.00 m h APPROVAL OF VP BUILDINGS. REV DATE BY DESCRIPTION BUILDER +oe. OR DESIGN OF ANY OTHER PRODUCT p p Modern Building Company CA0114030-0 ROOF STRUCTURAL SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR OR COMPONENT FURNISHED BY VP Wind Exposure: C ME GENERAL CONTRACTOR ANdOR ERECTOR IS SOLELY CUSTOMERKathleen Woodard DATE TO ERECTION OF WALL AND ROOF SHEETS. REMOVAL OR ALTERATION OF £xcePT To ANY n£slcN OR PER- Ground Snow: 0.00 sf RESIT)NSIBLEFORACCUggTE,000DOUAI.T'WORHMANSMIP 5/14/2001 FORMANCE REQUIREMENTS p • INERECTINGTHISBUILDINGINCONFOR=EWWITHMIS LOCATION Ch1CO3 California ROOF .BRACING WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. SPECIFIED BY VP. Snow E DMWING DETAILS REFERENCED IN MIS DRAWING, ORAWN/CHECN xpOSUre Category: 3 AIL APPLICABLE VP ERECTION GUIDES, PROJECT VP BUILDINGS Seismic: Zone 3 AND INDUSTRY STANDARDS PERTAINING TO PROPER Kathleen Woodard vNILDSWODi AC ERECTION, INCLUDING ME CORRECT USE OF TEMPORARY BRACING. NTS BUILDER'S POE VPC VERSION: 2.6 PAGE SS -1 OPart Mark Rey' 1' G?FA700 I Non -Std Secondary Part Schedule Part Thick. Depth Lap OO1PG216115110.0590 8 1/2" 002PGH22114160.0650 8 1/2" 1 ..y 50 OFESS/pN �231-6". 231-00 231-6ft MI tC q! C-40959 m SECONDARY ELEVATION AT 1 3 u�. PA PERMIT SET- For Buil oval VP Ref: Shape Name = 70 x 110 x 18 Roof only,, Wall =,i,. 1. UNLESS NOTED, USE 1/2 DIAMETER A-325 BOLTS FOR GIRT LAP, THE VP ENGINEER'S SEAL APPLIES Building Code: 97UBC THISORAW[NO. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. VPBUIIdIngS.Inc. a GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, ONLY To THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING 320pPlayersCiubCircle MemphisTN38125 SECONDARY ELEVATION AT 1 JAMB AND HEADER CONNECTIONS' SEE JOB DETAILS FOR BOLT LENGTHS. REQUIREMENTS SPECIFIED BY VP. Coll. Load:Gravi ty 1.00, Uplift 0.00 psf OESCRIBEDIN THED:nI.:ABLE PURCH,LSE ORDER ANO SM%0NOT BENO mFIED. REPROIXIC EDORUSEOFOR 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL TME VP ENC INEER•S SEAL DOES NOT APPLY To THE PERFORMANCE Wind Speed: 80.00 mph APPROVA R F VP BSE DINGS. PRIOR WgRTEN APPROVAL OF VP BUILDINGS. REV ' DATE BY DESCRIPTION BUILDER Modern Building Company '108 CA0114030-0 SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP Wind ExpOSUre: G - 015TpA1EflKathleen Woodard _ THE GENERAL CONTRACTOR MOOR ERECTOR IS SOLELY AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf RESPONSIBLE FOR ACCURATE, GOOD OUALWORKMANSHIP T' NERECTING THIS BUILDINOWCONFORMANCE WITH THIS DABS/14/ZOOS LOCATION Chico, California PRIOR AUTHORIZATION IS PROHIBITED. FORMANCE REQUIREMENTS SPECIFIED BY VP. Snow'Exposure Category: 3 DRAWING. DETAILS REFERENCEDIN THIS DRAWING, pyL APPUCABLE VP ERECTION GUI DES, VP BUILDINGS PROJEOf Kathleen Woodard - - DRA,VTLCMECK AC _ Seismic: Zone 3 AND INDUSTRY STANDARDS PERTAINING TO PROPER VArmaaoEN ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTS BUILDERS POI T'PD" w" 2.6 PAGE SS -2 • 8/30/2001 9:59:46 FILENAME: CA0114030-OlOEl.vpc ' �— — — 70-0 a C' o. C-40959 m SECONDARY ELEVATION AT 5 p.3/ 1/03 CIV PERMIT SET- For Buildi' 8�t�rA'pDroval VP Ref: Shape Name = 70 x 110 x 18 Roof Only, Wall = 3 THIS DRAWING, INCLUDINO THE INFORMATION HEREON, - 1. UNLESS NOTED, USE 1/2 DIAMETER A-325 BOLTS FOR GIRT LAP, THE VP ENGINEER'S SEAL APPLIES r� ONLY TO THE WORK PRODUCT OF Building Code: 97UBC REMAINS THE PROPERTY OF W BUILDINGS. - VP BUIIdID9S, Inc. GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf RISPROVIDED SOLELY FOR ERECTWOTHE BUILDING 3200Pla Players Memphis TN 38125 SECONDARY ELEVATION T P JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. REQUIREMENTS SPECIFIED BY VP. DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND Ye P eI THE VP ENGINEER'S SEAL DOES Coll. Load -Gravity 1.00, Uplift 0.00 psf SHN.LNOT BE MODIFIED,REPRODUCEDORUSEDFOR ANY OTHER PURPOSE WTMOVT PRIOR WRITTEN _ BUILDER 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL NOT APPLY TO THE PERFORMANCE Wind S eed: 80.00 m h APPROVAL OFWR BUILGINGS. REV °ATE BY -DESCRIPTION OR DESIGN OF ANY OTHER PRODUCT p p Modern Building Company _,.CA0d14030-0 SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL OR COMPONENT FURNISHED BY VP Wind Exposure: C THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY. cusroMERKa thleen Woodard AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf RESPONSIBLE FOR ACCURATE. GOOD DUALm•WORKMANSHIP DATE 5/14/2001 FORMANCE REQUIREMENTS p IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS LOCATION Chico, California PRIOR AUTHORIZATION IS PROHIBITED. - DRAWING, DETAILS REFERENCED IN THIS DRAWING, SPECIFIED BY VP. SHOW Exposure Category: 3 pt1 APPLICABLE W ERECTION GUI DES, VP BUILDINGS DMWNCHECK Seismic: Zone 3 AND WDUSTRYSTANDARDS PEmAININGTOPROPER ' PROJECT Kathleen Woodard veRcoRa°EN AC ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BUILDERS H]/ PARE BUildinQ Use -Standard BRACING. NTS VPCVERSION: 2.6 SS -3 8/30/2001, 9:59:48 FILENAME: CA0114030-010El.vpc e O m .4 Bracing Member Schedule Part Description \ Design Lgth PPBS001 3P 60 x 5/160 flg - 0.13450 x 80 web 271-0° 01KBDO6050 2L 3.0 x 3.0 x 0.1875 - 0.375 61-5 1/2° r O A325 Bolt Schedule Id Qty Bolt Diam. Bolt Length 1 4 . 3/4° 2° 2 2 3/4° 2° 1 2 PPBR001 2 1 ObOyO o��� _ 9 O Open 71-0• 271-0° 1. 271-0 SECONDARY ELEVATION AT A OFESSI ---•-hl '��F Gf • , �( cF!� Il I- O e • ElDimension Key ' SET- R A��►I�, Approval VP Ref: Shape Name = 70 x 110 x 18 Roof Only, Wall = 2 • ' PERMIT For B, 1. UNLESS NOTED, USE 1/2 DIAMETER A-325 BOLTS FOR GIRT LAP, THE VP ENGINEER'S SEAL .APPLIES ONLY TO THE WORK PRODUCT OF Building Code: 97UBC THIS DRAWING, INCLUDING THE INFORMATION HEREON, REAMS THE PROPERTY OF VP BUILDINGS. VP Buildings, Inc. //���•yy y5 ,g_ GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE. TO GIRT, VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf G IS PROVIDED SOLELY FOR ERECTING THE BUILDING 3200 Players Club Circle Memphis TN 38125 SECONDARY ELEVATIQ JAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. REQUIREMENTS SPECIFIED BY VP. Coll. Load:Gravity 1.00, Uplift 0.00 psf DESCRIBED INTHPURCHASEORDER AND SNALL NOT BEEAPriICABLE MOUS dFIED, REPRODUCED OR ED FOR %I °� 1177 THE VP ENGINEER'S SEAL DOES ANY OTHER PURPOSE WMGUT PRIOR WRITTEN REV DATE Y BDESCRIPTION BUILDER 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mph APPROVA. OF VP BUILDINGS. Modern Building Company Vk SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP Wind Exposure: C THE GENERAL CONTRACTOR MIDOR ERECTOR IS SOLELY FOR CUSTOMERKathleen Woodard A 14030-0 TE p WE5'714/2001 AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf RESPONSME ACCURATE, GOOD OUMRY WORMANSHIP INERECTING THIS BUILDING INCONFORMANCEWITH THIS LownoN PRIOR AUTHORIZATION IS PROHIBITED. FORMANCE REQUIREMENTS sPEcxexeD BY VP. Snow Exposure Category: 3 DRAWINQDETAILS REFERENCED IN THIS DRAWING, Chi Co, California VP BUILDINGS DRAW /CHECK ' ALLAPPLICABLEVPERECTIONGUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER PRO.IECT KathleeTi Woodard YnRDDFw.cEn AC ' Seismic: Zone 3 ERECTION, INCLUDING THE CORRECT E OF TEMPORARY BRACING. US BUILDER'S POI I VPC VERSION: 2.6 PAGE SS -4 a NTS 0 m Bracing Member Schedule Part Description Design Lgth PPBX001 3P 6° x 5/160 flg - 0.1345." x 80 web 27'-0" 01XBD06050 2L 3.0 x 3.0 x 0.1875 - 0.375 6E-5 1/2" O A325 Bolt Schedule Id Qty Bolt Diam. Bolt Length 1 4 3/4" 2" 2 2 3/4" 2° e` 7E-0" 271-0" 27'-0" 271-0" g I n I_ n SECONDARY ELEVATION AT D r= -I m 1 2 PPSX001 2 c 1 o��'do CIVIL ��P 'OoboyO s Open e` 7E-0" 271-0" 27'-0" 271-0" g I n I_ n SECONDARY ELEVATION AT D r= -I m us CIVIL ��P 00 E]Dimension KeyPERMIT SET- For Bu t Approval ' VP Ref: Shape Name = 70 x 110 x 18 Roof only,Wall = 4 r . w h� 1. UNLESS NOTED, USE 1/2 DIAMETER A-325 BOLTS FOR GIRT LAP, THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF Building Code: 97UBC THISORAWING. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. VP Buildings, Inc. GIRT TO FRAME, FLANGE BRACE TO FRAME, FLANGE BRACE TO GIRT, VP AND RESIGN AND PERFORMANCE Live Load: (Reducible) 20.00sf p IT IS PROVIDED SOLELY FOR ERECTING DHE BUILDING 3200Players Club Circle Memphis TN 38125 SECONDARY ELEVATI _ .IAMB AND HEADER CONNECTIONS. SEE JOB DETAILS FOR BOLT LENGTHS. REQUIREMENTS SPECIFIED BY UP. Coll. Load:Gravit 1.00, y _ U lifC 0 -DO p p sf DESCRIBED IN THE APPLICABLEPURCMASEORDERAND SMALL NOT BE MODIFIED,REPRODUCEDORUSEDFOR- THE VP ENGINEER'S SEAL DOES ANY OTHER PURPOSE WTMOUT PRIOR WRITTEN REV DATE BY DESCRIPnON BUILDER JBB4S 2. WIND AND FLANGE BRACING ARE AN INTEGRAL PART OF THE WALL STRUCTURAL NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 p h APPROVAL OFVPBUILOMW. Modern Building Company SYSTEM AND SHOULD BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP Wind ExpOSure: C THE GENERAL CONTRACTOR ANGOR ERECTOR IS SOLELY CUSTGMERKathleen Woodard ¢a 0+0114030-0 DE++• AND ROOF SHEETS. REMOVAL OR ALTERATION OF WALL BRACING WITHOUT EXCEPT TO ANY DESIGN OR PER- Ground Snow: .0.00 sf p RESPONSIBLE FOR ACCURATE, GOOD OUALMY WORIIMANSMIP IN ERECTING THIS BUILDING LOCATION ,-5/14/2001 PRIOR AUTHORIZATION IS PROHIBITED. FORMANCE REQUIREMENTS SPECIFIED BY VP. Snow Exposure Category: xp g y : 3 M CONFORMANCE WITH THIS ORnWMODETAILSREFERENCEO IN THIS DRAWING, Chico, California VP BUILDINGS DRAwwcHEDR ' - ALLAPPLICABLE VP ERECTION GUIDES, ANDWDUSTRY STANDARDS PERTAINING TO PROPER PROJECT Kathleen Woodard vARmPRCEN AC Seismic: Zone 3 ERECTION,MCLUDINGTHECORRECTUSEOFTEMPORARY' BUILDER5P0. PARE BRACW0. v NT$ VPC VERSION: 2 6 SS -5 Covering Schedule Id Kit Qty Ia •Qty Start Panel Last Panel Direction #83 37 R38001261GTD R38001261GTD Left to Right #84 37 P03080263GTD P03080263GTD Left to Right #95 37 R380012610TD R3800126IGTD Right to Left Trim Schedule Id Kit Qty Parts T1 3'-1 1/8° OAAIOIO,OA331010,RFR10,RKF20,STC10A T2 110'-0° E020,TA1 T3 18'-00 DE1,DN1,DS10,,DST1 T4 3'-1 1/80 DE1,D810 ITS 1 BSI,OOC,MCCI,PRF1 T6 1 EA,PRF1 Color Details Patrician Bronze RC30M4 Patrician Bronze RC32B4 Match Wall Color RC38PI �c Match Wall Color RC38P1 Patrician Bronze RC38A1 Patrician Bronze RC38A2 PT��,�vva �.��..�•. �nviiMU�v-vivci.vy� �T5 F a ---F T2 ——H-- aE'— —QTS f ESS! 04/ Q MJTc 110'-00.. �0 Exp. 3/31/03 ROOF COVERING PLAN •(Field Repair Fastener) r�r=v- (1 bags) #55308 #17-14x1° B.S. Roof Fastener t �• AA ' VP Ref: Shape Name 70 x 110 x 18 Roof onlyPERMIT SET- For ,Build D Dt. Ap± roy& ' s 1. PRE -DRILLING 1/8 DIAMETER HOLES FOR ROOF STRUCTURAL FASTENERS MAY BE REQUIRED AT 11 GAGE PURLINS, NESTED PURLINS, PURLIN LAP THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE Building Code: 97UBC Live Load: (Reducible) 20.00 THIS CRAWWO, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPEIIY OF VP BUILDINGS. RISPROVIDED SOLELY FOR ERECTING THE BUILDING VP Buildings, Inc. ROOF COVERING PLA' }('�S LOCATIONS, AND/OR SECONDARY STRUCTURAL BEAMS RED V IREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES Coll. Load 1.00, pSf Uplift O.00 pSf DESCRIBED W THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE ED. REPRODUCED OR USED FOR PNY OTHER PURPO SEDINGS. PRIOR WRITTEN 3200Pla Players Memphis TN 38125 Y _ - REV GATE BY DESCRIPTION BUILDER Modern Building Company .roB9�„ 4030-0 2. ROOF SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, NOT APPLY TO THE PERFORMANCE Wind. Speed: 80.00 mph APPROVAL OF VP BUILDINGS. _ REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY vP" Wind E Exposure: C c""Kathleen Kathleen Woodard THE GENERAL CONTRACTOR MINOR ERECTOR IS SOLELY 3. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. EXCEPT TO ANY DESIGN OR PER- FORMANCE REQUIREMENTS Ground Snow: 0.00 psf RESPONSIBLE FOR ACCURATE, GOOD OUALRY WORKMANSHIP IN ERECTINO THIS BUILDING IN CONFORMANCE WITH THIS /14/2001 LOCATION Chico, California rVPING 4. FOR PR PANEL, PRE -DRILLING OF SIDELAP FASTENERS REQUIRED DUE TO Q SPECIFIED BY VP. Snow Exposure Category: 3 DRAWING, DETAR.S REFERENCED IN THIS DRAWING. ALL AFFUCABLE VP ERECTION GUIDES, - PROJECT- NA:NECN ,.THE ABSENCE OF A PURLIN BEARING EDGE. SEE SED RC03B1. - Seismic: Zone 3 AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY Kathleen Woodard AC PAGE NTS BUILDERS iK]/ VPC VERSION: 2 . ( 'Occupancies•BRACING. C-1 PT��,�vva �.��..�•. �nviiMU�v-vivci.vy� VIJV/6VV♦ 7:]7:31 LAU119UJ V-V1UG1.Vpc of- 'uul, V:oy:oo CAUl14000-U1U61.Vpc Open 110'-0" COVERING ELEVATION AT A " qOF ESs/0 MIT�� lc�` z m Exp. 3/31/03 .�.� 4 0CIVlL F CALIF i PERMIT SET— For Buildbt. proval VP Ref: Shape Name = 70 x 110 x 18 Roof In Wall = 2 1 . WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, THE VP ENGINEER'S SEAL APPLIES ONLY TO WORK Building Code: 97UBC .THIS DRAWING, INCLUDING THE INFO .A". HEREON, REMAINS THE PROPERTYOFVPBUILDINGS. VPBuildings, Inc. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. THE PRODUCT OF VP AND DESIGN -AND PERFORMANCE Live Load: (Reducible) 20.00 psf ITISPROVIDED SOLELY FOR ERECTING THE BUSDING DESCRISEDIN THEAPDFIPLICABLE 3200PIa eISCIUbCITCIe Memphis TN 38125 Y mP COVERING ELEVATION AT A .2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER, SPECIFICATION. REQUIREMENTS SPECIFIED BY VP. Coll. Load:Gravity 1.00, Uplift 0.00 psf PURCHASE ORDER AND SHALL NOT BENOED, RE PRODUCEDORUSEDFOR 3. PRE -DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL DOES NOT APPLY TO TXE PERFORMANCE Wind Speed: 80.00 mph ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REV DATE BY DESCRIPTION BUILDER Modern Building Company �CA0116030-0 , MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP Wind E Exposure: C - THE GENERAL CONTRACTOR CUSTOMER Kathleen Woodard ��S/14 ' LOCATIONS, AND/OR SECONDARY STRUCTURAL BEAMS EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf RESPONSIBLE FOR ACCURATE. GOOD DUALITY WORNMNISMIP ERECTING THIS /2001 _ FORMANCE REQUIREMENTS SPECIFIED BY VP. Snow -Exposure Category: 3 S Y : IN BUILDING IN CONFORMANCE Wml THIS DRAWINO. DETAILS REFERENCED IN THIS ORAWWG, LOCATION Chico, California VP BUILDINGS DRAWNCHECK - Seismic: Zone 3 ALL APPLICABLE VP ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER PROJECT Kathleen WOOda Id v.RwAact:N AC ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACWO. NTS BUIIAERS POS VPC PAGE PAGE C-4 8/30/2001 9:59:52 FILERAMeCA0114030-OlOEl.vpc 1101-00 L COVERING ELEVATION AT D f ESS104� 013 o. -4095 rn Old Exp. 3/31/03 F 'A PERMIT SET— For Bui d pproval VP Ref: Shape Name = 70 x 110 x 18 Roof Only,- Wall = 4 1. WALL SHEETS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM, G THE VP ENGINEER'S SEAL, APPLIES ONLY TO THE WORK PRODUCT OF Building Code: 97UBC THIS GNAWING, INCLUDING THE INFORMATION HEREON, REMAINSTHE PROPr ;RTY OF VP BUILDINGS. VP Buildings, Inc. REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. VO P AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf ITISPR VIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 320D Players Club Circle Memphis TN 38125 COVERING ELEVATION AT D 2. SEE JOB DETAILS FOR SHEETING AND TRIM FASTENER SPECIFICATION. IR ME REQUIREMENTS EOU E -NTS SPECIFIED BY VP, THE VP ENGINEER'S SEAL DOES Coll. Load:Gravity 1.00, Uplift 0.00 psf APPLICABLE PURCHASE ORDER AND � SMALL NOT ODIFIED.REPFIODW ORMEDFOR 3. PRE -DRILLING 1/8 DIAMETER HOLES FOR WALL STRUCTURAL FASTENERS NOT APPLYCT THE PERFORMANCE Wind Speed: 80.00 mph MY OTHEROE MURPOSEWITHOUT PRIOR WRITTEN APPROVAL OF W BUILDINGS. I Rev DATE FT DESCRIPTION I BUILDER Modern Building Company JOS MAY BE REQUIRED AT 11 GAGE GIRTS, NESTED GIRTS, GIRT LAP OR DESIGN OF ANY OTHER PRODUCT OACOMPONENTFURNISHED BY VP . Wind Exposure: C — THE GENERAL CONTRACTOR ARMOR ERECTOR IS SOLELY CUSTOME"'Kathleen Woodard CA0114030-0. LOCATIONS, AND/OR SECONDARY STRUCTURAL BEAMS EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf 1'1'FSPO R GOOD OUAUrY WORKMANSHIP , r=r. T.0. CONFORMANCE WIT11 THIS LOCATION DATE 5/14/2001 FORMANCE REQUIREMENTS U SPECIFIED BY VP. Snow Exposure Category: 3 ORA.ING. DETAILS REFERENCED IN THIS DRAWING. ALLAP ICABLEWERECTiO.G.IDES Chico, California — DRAWNCHECK Seismic: zone 3 AND INPUL STAY STANDARDS PERTAINING TO PROPER PR PROJECT Kathleen Woodard AC Building USe:Standard Occuna—, ER =00N. INCLUDING THE CORRECT USEOF TEMPORARY NTS ISUILDEFrS POS PAGE C-5 • 8/30/2001 9:59:54 FILENANIE: CA0114030-OlOEl.vpc e Ga8)..� sT�Lr- ~o %1QL.lIJ' �Nt•lcG7G�� —Z F 2 - )2 �A (2)1121 . �L•!Q � I rJ //) • ( e I ; i i DEM L-A 1� Ps a sP I L� 6L -c �Vlx 106FA Flu acs I O GIA. GJE • \ pF ESS/p� 6�Y `J� tZ x X325 8c,7s " No. -409591 p. 3/31/03 cwst ,. 'FOR CONSTRUCTION THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF Building Code: 97UBC THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OFWBURDINGS. VP Buildings, Inc. ]�� ,•'• VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY Live Load: (Reducible) 20.00 p5f DESCRIBED DINTHEOVIDED LELY FOR ER APPLICABLEPuAGO/0.�5EogoEnnrvD - 3200 Players Club Memphis TN 38725 DRAWING . THE VP ENGINEER'S SEAL DOES ES Coll. Load:Gravit 5.00, Uplift 0.00 Y p pBf SHALL NOT BE MOOIFIED.REPRODUCEDORUSEDFOR ANYOTHER PURPOSEWm10UTMIORWRVITEN REV DATE BY DESCRIPTION BUILDER O C gol D,O//_ 6V i� I. L! P l.0 Be ig CA017 -O • NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mph APPROVAL OF W BUILDINGS, - OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP _ Wind EXpOSllre:.0 F CUSTOMER {� L6 rN Woo K W �'l .,,. THE GENERAL CONTRACTOR AHD'OR ERECTOR IS SOLELY ` EXCEPT TO ANY DESIGN OR PER FOAMANCE REQUIREMENTS ROOF Snow: 25.00 psf RESPONSIBLE FOR ACCURATE, GOOD DUALITY WORKMANSHIP WERECRNO THIS BUILDING IN CONFORMANCE WITH THIS •GATE 7/18/2001 LOCATION �y� n • SPECIFIED BY VP. Snow Exposure Category: 1 ORAWWG DETABS REFERENCEON D IN TN150RAWINO, ALLAPPUCABLEWREFERNCE IDES, VPBUILDINGS DRAwNicHECN Seismic: Zone 3 - AND INDUSTRY STANDggpS PERTAINING TO PROPER ERECRON, INCLUDING THE CORRECT USE OF TEMPORARY /1G PROJECT i' Lac 1%�C�^1 vnRWARU]PH AC NTS .. .nn .nnn. .. BUILDERS PO.PAGE FILENAME _ VPC VERBION: 2 . 6 BRACING. • 5 I WALL BRACE ADD OR CAB HILLSIDE WASHER FLAT WASHER HEX NUT ROD OR CABLE BRACING AT COL. BASE BR02A1 3 -PLATE OR GAGE BRO]AIv3 A 10/65/]000 COUPUxG Nur AROR EN—FO, RED. srIDP swcE 7--)nm—'cmml I—'—� E aF Tei¢ u�mlopsvlSDW�x. FULL PEN WELD SPLICE COUPLING NUT SPLICE "SHOP SPLICE DETAILS" LLST, M OE wASH! Ia1I.9DC wA5H01, Ml ASNER, H:x HCH. NN ASHER NEX NIM. NN R00 REO'0. UCH 8x0 / A". EACH CND PAD ROD LENGTH ROD LENGTH (A$ S1OxN ON GSCTIOx pRAwnCS) (AS Smo,,H ON ERL:CIION ORAWN65) 13C 9QD THREAD BOTH ENDS ROD PADS 1) END WITHOUT TURNBUCKLE IUSOE WASHDL Ml ASHiA. —"'P" ExHFH HI EN RXTD. 01 D OOO ROD / RIRW —U! Pb RxN9ICx1E Pb ]•-D r -D RODLENGTH ROD LENGTH (AS a16w51 aN ERErn6x DanNLs) (A! sNowN ox rREcraN DawwlNcs) RB ROD RD ROD THREAD BOTH ENDS ROD PAD BOTH ENDS NTH TURNBUCKLE ROD BRACE ASSEMBLY DRAWING EN30A1 E71a0A1 Va R 09/05/]DOD FACE OF 12-14 z 1 1/4' ROOF STRUCT. RAKE FASCIA WALL PANEL @ 1 1 4 FSNR (57•••) ® 12" O.C. SUBSTITUTE 1 1/I' FSNR WITH II BIM, INSULATION GREATER THAN 4^ BOTTOM OF /}/,6' x 1/4;JAPE MASTIC ROOF SHEET CONT. (80390 D------ CAGE AN CLE (GAAIOIO) �5 12-14 x 1 1/4' WALL �+ STRUCT FSNR (564••) 8 1 -0" O.C. n /4-14 x 1 1/4' STRL Ft, FSNR. (1 PER PURUN) GAGE ANGLE (GABIOIO) 1/4-14 x 7/8' Z,\S STITCHSR�ETAMEJR (565••) IOFFIT TRIM SOFFIT PANEL (STC-) FASCIA (RFR 10) 1/4-14 x 7/8' WALL STITCH FSNR. (565••) V-0" O.C. P'.RIB ROOF RAKE TRIM(DIAPHRAGM ROOF) RC30M4 8.1/2" OR 11 1/2" PURLINS, BUILT UP CANOPY RC:;O ] R 07/15/9. PR OR VR PARTIAL WALL 11 1/2• PURLINS REWIRE 3 BOLTS AT EACH END Or PURUN LAO. rRAME FCO. BRACE THIS SIDE WHEN (FB- ONSiT.-) SINGLE BRACE 1S REQUIRED WHEN (2) FLC. BRACES ARE REWIRED �\ NOTE: All BOLTS TO BE CUP REWD wn71 1/2" X 1 1/2" A325 (49080) THKR rLANCEs �\\ TIGHTEN BOLTS TO "SNUG TIGHT' \ CONDITION AS DEFINED BY THE RISC/RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" FLANGE BRACE REOUIREMENTS: RULE#I- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON CROSS SECTION IS NOT ACCOMPANIED BY (2). RULE#3- FLANGE BRACES ARE REOUIRED BOTH SIDES OF THE FRAME WEB WHEN PART MARK IS ACCOMPANIED BY (2). RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE CENTER OF THE BUILDING. RULEN5- WHENEVER POSSIBLE. PLACE ALL SINGLE BRACES ON THE SAME SIDE OF THE FRAME WEB. TYPICAL FLANGE BRACE CONNECTIONS BR06BD CONRNUOUS PURLIN UP SHOWN. CONEINWS CITY IND SIMPLE PURUN AND COLT SIMILAR, F = FEET G = GAGE CX... = COLUMN CPLATE) I = INCHES 0 = OPERATION CGX... = COLUMN (GAGE) E = EIGHTS C = FIN/COLOR WCX... = COLUMN (HOTROLL) PANEL/COVERING FSNR. (57400) 'W 13 1 17 2 6 1 K T D RB%... = RAFTER (PLATE) . F F I I E G G D 0 0 0 BGX... = RAFTER (GAGE) LENGTH COD: WRX... = RAFTER (HOTROLL) STRAP (STR2) TRX... = TRUSS RAFTER INSULATION 3'-0' D.C.- I B 1 3 0 1 0 3 6 0'3 0 W V ICX... = INTERIOR COLUMN .. F F F 1 I I I I l E C C PCX... = PIPE COLUMN LENGTH WIDTH THK CODE TCX... = TUBE COLUMN SECONVARY (STANDARD) EPX... = ENDPOST (PLATE) 0 1 6 1 9 1 1 4 1 7 EGX... = ENDPOST (GAGE) •.. F F I I E G G 3'-0' O.C. LENGTH CODE CBX... = CANOPY (PLATE) f DCCBX... = CANOPY (GAGE) SECONDARY (SPECIAL) PBCX... = PIGGYBACK CANOPY 0 0 1 6 1 9 1 1 4 1 7 v (TA-) .... F F I I E G G RAKE EXT. LENGTH CODE 5 r SOFFIT ROD BRACING ® CABLE BRACING 0 3 R A 2 5 1 0 0 4 C A 2 5 1 0 0 1 E.. F F I I .... F F I I E DIA LENGTH LENGTH MARK NUMBER KEY SOFFIT RIBS ENSOAI COMMON GENERATED MARK NUMBERS ROOF STITCH FSNR. 23=6' END BAY, 2'-6' LAP "I.— A 10/05/7000 ANO AT 1'-0" O.C. STRUCT FSNR (564••) STITCH FSNR (565••) PANEL RIB 12-14 x 1 1/4' INSIDE CLOSURE 1 1/4- S.S. ROOF STRUCT. (80130 rA¢ o< FSNR. (57400) OTHERWISE - PANEL 1 PER STRAP SAVE GLITTER (PCC1) !/?, \ INTO PURLIN STRAP (STR2) ACHIEVE DESIRED RESULTS 3/4" x A325 3'-0' D.C.- BOLTS T TYPICAL AT ANY BOLTED CONNECTION 1/4-14 x7/8" KNE INCHES S.S. ROOF STITCH r0 STITCH FSNR (576••) FSNR (57600) SEE BR12D3 FOR PORTAL BRACE SUPPORT 3'-0' O.C. BR11D1 SOFFIT EAVE TRIM (SET-) f ONLY W/SOFFIT OR1p150 0./CO._ TRIM ANGLE 30=1' END BAY, 1'-0' LAP v (TA-) 3.L=1' END BAY, V -6' LAP RAKE EXT. 3/16' x 1/4" TAP 5 r SOFFIT MASTIC (80390) J PANEL CONT. ON BOTH SIDES OF CLOSURE Jam,---� 1/4-14 x 1 1/4' -- STRUCT. WALL FSNR 35=1' END BAY, 3' -6' LAP -� (55307) V-0' O.C. SAVE CUTTER 1 - - INSTALL FSNRS TO ALIGN UNDER (EG-) SOFFIT RIBS 1/4-14 x 7/8" S.S. 22=6' END BAY, 2'-O' LAP ROOF STITCH FSNR. 23=6' END BAY, 2'-6' LAP (57600) 1 PER STRAP 12-14 x 1 1/4^ WALL 1/4-14 x 7/8' WALL ANO AT 1'-0" O.C. STRUCT FSNR (564••) STITCH FSNR (565••) 25=6' END BAY, 3'-6' LAP 1'-0" O.C. V-0' O.C. PANEL RIB ROOF W EAVE GUTTER RC32B4 PARTIAL P -RIB OR RG]B.VS A V -RIB WALL AT RAKE EXTENSION PATTERNS NOTE: DO NOT ATTACH PANEL (OR PANEL CLIPS) TO PORTAL BRACE BEAM. 4 1/2' }^ 4 1 2" REQUIRED (4) 3/4" A325 PORT4ACE BOLTS BEAM UNLESS NOTED MAY BE STRAIGHT . OR TAPERED MEMBER ® ' OTHERWISE PORT FLAT SHIM AS / SUPP (PCC1) !/?, \ NOTE: FIELD CUT SHIMS TO PER ACHIEVE DESIRED RESULTS 3/4" x A325 CLOSURE W/ BOLTS T TYPICAL AT ANY BOLTED CONNECTION TYP EACH END KNE INCHES _KBD_-- r0 STITCH FSNR (576••) 2 PER PURUN AND SEE BR12D3 FOR PORTAL BRACE SUPPORT PORTAL BRACING BR11D1 KNEE BRACE CONNECTION B% f CATEGORY PUNCH PATTER OR1p150 0./CO._ • D1=SIMPLE INTERIOR 30=1' END BAY, 1'-0' LAP 3/16" TAPE I CONT. LOWER ROOF SHEET NOTE: DO NOT ATTACH ROOF PANEL TO PORTAL BRACE. LOCATE EACH PORTAL BRACE SUPPORT AT PORTAL BRACE KNEE STIFFENER LOCATION. ATTACH W/ (2) 1/2" x 1 1/2" A325 BOLTS W/O WASHERS PORTAL BRACE SUPPORT MEMBERFIELD DRILL (2) 9/16" HOLES 6.5' x .082" MIN. CEE ( )\ [IN PURUN. EAVE PURLIN_-�•. PURLIN i1 Z/10A—ACH W/ (2) 1/2" 1 1/2' )A BOLTS W/W/2"' FIELD DRILL (2) 9/16^ HOLES IN STIFFENER. PORTAL BRACE PORTAL BRACE SUPPORT - BR.12D3 PORTAL BRACE SUPPORT MEMBER au]wv1 D7/lo/va 1/4-14 x 7/8" ROOF STITCH FSNR (576••) 20" 0.r TuF-u' TRIM (1 SEE RAO1B3 FOR STANDARD FSNR PATTERN SEE RA01 E3 FOR UL90 FSNR PATTERN 3/16" x 1/4' TAPE MASTIC COri T. (8U39U) PANEL RIB TUF-LRE PANEL RIB ROOF TUF—LITE RAO1B2 STANDARD SIDELAP Rlnlaw, R 65n./00 RAKE FASCIA 'ANEL RIB (RKF-) ;AP SHEET PANEL RIB FILLER (PRFI) FASTEN 'IN . PLACE W/ 4 POP RIVETS (55265) RIDGE PURLIN PANEL RIB ROOF RC34B1 RIDGE CAP ENDLAP R aW. R OZ/15/2001 BIRD STOP (BSI) FASTEN IN PLACE W/ 4 POP RIVETS (55265) / A GUTTER CLOSURE / (GAC-) FASTEN IN / PLACE W/ 10 POP RIVETS (55265) 4 1/2' }^ 4 1 2" REQUIRED METAL CORNER V' 1 PLATES, FACADE CAP (MCC,) CONNECTIONS Hu MAY BE STRAIGHT . OR TAPERED MEMBER ® ' PLASTIC CORNER CAP 2 GAGE FLAT SHIM AS / METER INSIDE (PCC1) !/?, \ NOTE: FIELD CUT SHIMS TO PER ACHIEVE DESIRED RESULTS EIGHTH CLOSURE W/ CUT AWAYBRONZE T TYPICAL AT ANY BOLTED CONNECTION TUBE Ex]OAIW R O ,./t INCHES O' ALL SEALANT STITCH FSNR (576••) 2 PER PURUN AND (80507) FFFfl LENGTH 3 PER FOOT 1/4-14 x 7/8" ROOF ENDLAP & RIDGE CAP f CATEGORY PUNCH PATTER EAVE GUTTER (EG-) • D1=SIMPLE INTERIOR 30=1' END BAY, 1'-0' LAP DE=SIMPLE 1' END BAY 3.L=1' END BAY, V -6' LAP 03=SIMPLE 6' END BAY 32=1' END BAY, 2'-0' LAP IIA=END HOLE ONLY 33=1' END BAY, 2-6' LAP D5 -INSET NOTCH 39=1' END BAY, 3'-0' LAP n6=N0 HOLES 35=1' END BAY, 3' -6' LAP PANEL RIB ROOF FSNR PATTERN RC04B3 36=P END BAY, 4-0' LAP M=6' END BAY, V-0' LAP RLD.a-I A 01/1!/9. 21=6' END BAY, 1'-6' LAP AQ=INTERIOR BAY, V-0' LAP 22=6' END BAY, 2'-O' LAP y1=INTERIOR BAY, V -6' LAP 23=6' END BAY, 2'-6' LAP 92=INTERIOR BAY, 2'-0' LAP 24=6' END BAY, 3'-0' LAP 93=INTERIOR BAY, Z'-6' LAP 25=6' END BAY, 3'-6' LAP A4=INTERIOR BAY, 3'-0' LAP 26=6' END BAY, 4'-O' LAP 95=INTERIOR BAY, 3'-6' LAP 9t=INTERIOR BAY, 4'-0' LAP SECONDARY PUNCH PATTERNS jEN51A1 ;OMMON GENERATED MARK NUMBERS 3/16" TAPE I CONT. LOWER ROOF SHEET NOTE: DO NOT ATTACH ROOF PANEL TO PORTAL BRACE. LOCATE EACH PORTAL BRACE SUPPORT AT PORTAL BRACE KNEE STIFFENER LOCATION. ATTACH W/ (2) 1/2" x 1 1/2" A325 BOLTS W/O WASHERS PORTAL BRACE SUPPORT MEMBERFIELD DRILL (2) 9/16" HOLES 6.5' x .082" MIN. CEE ( )\ [IN PURUN. EAVE PURLIN_-�•. PURLIN i1 Z/10A—ACH W/ (2) 1/2" 1 1/2' )A BOLTS W/W/2"' FIELD DRILL (2) 9/16^ HOLES IN STIFFENER. PORTAL BRACE PORTAL BRACE SUPPORT - BR.12D3 PORTAL BRACE SUPPORT MEMBER au]wv1 D7/lo/va 1/4-14 x 7/8" ROOF STITCH FSNR (576••) 20" 0.r TuF-u' TRIM (1 SEE RAO1B3 FOR STANDARD FSNR PATTERN SEE RA01 E3 FOR UL90 FSNR PATTERN 3/16" x 1/4' TAPE MASTIC COri T. (8U39U) PANEL RIB TUF-LRE PANEL RIB ROOF TUF—LITE RAO1B2 STANDARD SIDELAP Rlnlaw, R 65n./00 RAKE FASCIA 'ANEL RIB (RKF-) ;AP SHEET PANEL RIB FILLER (PRFI) FASTEN 'IN . PLACE W/ 4 POP RIVETS (55265) RIDGE PURLIN PANEL RIB ROOF RC34B1 RIDGE CAP ENDLAP R aW. R OZ/15/2001 BIRD STOP (BSI) FASTEN IN PLACE W/ 4 POP RIVETS (55265) / A GUTTER CLOSURE / (GAC-) FASTEN IN / PLACE W/ 10 POP RIVETS (55265) THE VP ENGINEER'S SEAL APPLIES Inw unS;7u mLiuuNU lne 1NFONMATION HEREON• ONLY TO THE WORK PRODUCT OF Building Code: 97UBC REMAWS THE PROPERTY OF W BUILDINGS. VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING REQUIREMENTS SPECIFIED BY VP. DESGRIBEo1N THECr1.CABLEPURCHASE ORDER AND THE VP ENGINEER'S SEAL DOES Coll. Load:Gravity 1.00, Uplift 0.00 psf SMALL NOT BE MODIFIED, REPRODUCED OR USED FOR NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mph ANYOTHEROF PURPOS WnGOUT PRIOR WRITTEN _ APPROVAL OF VP BUILOIN HO OR DESIGN OF ANY OTHER PRODUCT O OR COWind Exp MPONENT FURNISHED BY VP sure: C THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY - EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf - RESPONSIBLE FOR ACCURATE. GOOD QUALITY WORKMANSHIP FORMANCE REQUIREMENTS IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETARS REFERENCED IN THIS DRAW WG, SPECIFIED BY VP. Snow Exposure Category: 3 ALLAPPUCABLE VP ERECTION GUIDES. Seismic: Zone 3 AND INDUSTRY STANDARDS PERTAINING TO PROPER, ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY ------ BRACING. I VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 IEV DATE BY oESCmFTKIN NTS 8/30/2001 11:18:21 i -0" FINGER SHIM AS 4 1/2' }^ 4 1 2" REQUIRED METAL CORNER V' 1 PLATES, FACADE CAP (MCC,) CONNECTIONS Hu MAY BE STRAIGHT . OR TAPERED MEMBER ® ' PLASTIC CORNER CAP 2 ii FLAT SHIM AS / METER INSIDE (PCC1) !/?, \ NOTE: FIELD CUT SHIMS TO PER ACHIEVE DESIRED RESULTS SHIMS ARE MADE CLOSURE W/ CUT AWAYBRONZE T TYPICAL AT ANY BOLTED CONNECTION TUBE Ex]OAIW R O ,./t SHADED AREA 1 -0' -0' SEALANT STITCH FSNR (576••) 2 PER PURUN AND (80507) 12-14 x 1 1/4" ROOF 45' 3 PER FOOT 1/4-14 x 7/8" ROOF ENDLAP & RIDGE CAP STITCH FSNR (576'•) , F-- EAVE GUTTER (EG-) NOTCH DETAIL STRUCT FSNR (574••) A -A 1/4-14 x 7/8" ROOF INTERMEDIATE PURLIN EAVE GUTTER CORNER ASSEMBLY RC38A1 ALL SYSTEMS STRUCT FSNR (574••) 3 PER FOOT RCW14 ROB/O./v0 PANEL SIDELAP PANEL RIB ROOF FSNR PATTERN RC04B3 U.L. 90 RATED PER] THE VP ENGINEER'S SEAL APPLIES Inw unS;7u mLiuuNU lne 1NFONMATION HEREON• ONLY TO THE WORK PRODUCT OF Building Code: 97UBC REMAWS THE PROPERTY OF W BUILDINGS. VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING REQUIREMENTS SPECIFIED BY VP. DESGRIBEo1N THECr1.CABLEPURCHASE ORDER AND THE VP ENGINEER'S SEAL DOES Coll. Load:Gravity 1.00, Uplift 0.00 psf SMALL NOT BE MODIFIED, REPRODUCED OR USED FOR NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mph ANYOTHEROF PURPOS WnGOUT PRIOR WRITTEN _ APPROVAL OF VP BUILOIN HO OR DESIGN OF ANY OTHER PRODUCT O OR COWind Exp MPONENT FURNISHED BY VP sure: C THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY - EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf - RESPONSIBLE FOR ACCURATE. GOOD QUALITY WORKMANSHIP FORMANCE REQUIREMENTS IN ERECTING THIS BUILDING IN CONFORMANCE WITH THIS DRAWING. DETARS REFERENCED IN THIS DRAW WG, SPECIFIED BY VP. Snow Exposure Category: 3 ALLAPPUCABLE VP ERECTION GUIDES. Seismic: Zone 3 AND INDUSTRY STANDARDS PERTAINING TO PROPER, ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY ------ BRACING. I VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 IEV DATE BY oESCmFTKIN NTS 8/30/2001 11:18:21 i -0" FINGER SHIM AS 4 1/2' }^ 4 1 2" REQUIRED TYPICAL BOLTING V' 1 PLATES, FACADE OR CANOPY CONNECTIONS Hu MAY BE STRAIGHT . OR TAPERED MEMBER ® ' ii FLAT SHIM AS / REOUIRED BETWEEN BOLTS ' NOTE: FIELD CUT SHIMS TO r SHIM21 DESIRED DIMENSIONS TO ACHIEVE DESIRED RESULTS SHIMS ARE MADE FROM .059" MATERIAL. STANDARD SHIM PROCEDURE 1EN20A1 T TYPICAL AT ANY BOLTED CONNECTION Ex]OAIW R O ,./t Impany 1 -0' -0' 1/4-14 z 7/8' ROOF STITCH FSNR (576••) 2 PER PURUN AND 2 PER SPACING 12-14 x 1 1/4" ROOF STRUCT FSNR (574••) 3 PER FOOT 1/4-14 x 7/8" ROOF ENDLAP & RIDGE CAP STITCH FSNR (576'•) , 1 PER PURLIN AND 2 PER SPACING 12-14 x 1 1/4" ROOF 1 STRUCT FSNR (574••) 2 PER FOOT 1/4-14 x 7/8" ROOF INTERMEDIATE PURLIN STITCH FSNR (576••) 1 PER PURLIN AND 2 PER SPACING 12-14 z 1 1/4' ROOF STRUCT FSNR (574••) 3 PER FOOT BUILDING SAVE PANEL SIDELAP PANEL RIB ROOF FSNR PATTERN RC04B3 U.L. 90 RATED RLD.a-I A 01/1!/9. aIT SET- BUILDING BED'S Modern Building Kathleen Woodard Chico, Californi Kathleen Woodard . MJ CA0114030-OlOEl.vpc No. C-40959 mj P. 3/31/03 ; d Y e� eDt. Apgi�oval - Impany • VP BUILDINGS 'IDB' CAO114030- DATE5/14/2001 ORAWwcHECK vARDDawaN AC VPC VERSION: 2. 6 PAGE ; F^ I CA0114030-OlOEl.vpc BRAKE FASCIA PANEL RIB (RKF-) RAKE FASCIA (RKF-)D FILLER (PRF-) ATTACH W/ 4 EAVE CUTTER (EG-) • POP RIVETS (55265) SEAL NIPPLE TO CUTTER EAVE ASSEMBLY CONNECTION WITH BRONZE (EA-) TUBE SEALANT (80507) r ATTACH W/ 6 JPR A POP RIVETS • \ (55265) �� RAKE FASCIA • TO LAP UNDER PEAK CAP MIN 3" v CUT AWAY A SHADED AREA \\\f A 45' NOTCH DETAIL A -A RAKE FASCIA RC38A2 EAVE ASSEMBLY RGBAM R W/IS/PI r NOTE: ALL BOLTS TO BE 1/2' % 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC/RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490* BOLTS' STANDARD LOW EAVE PURLIN ATTACH (SPC-) TO (RKF-) W/ 6 POP RIVETS (55265) — METAL PEAK CAP (SPC-) APPLY 3/16" x 1/4" TAPE MASTIC (80390) UNDER RIB CAP /-- RAKE RIB CAP (RRC-) APPLY 3 16" X 1/4" TAPE MASTIC 80390) UNDER THIS EDGE OF PEAK CAP `;```\ ROOF STITCH FSNR `\1�\ (576••) (6) PER PEAK CAP RAKE FASCIA RC38 METAL PEAK CAP ATTACHMENT (P—RIB ROOF) Rcx R Io/aa/ua NOTE: ALL BOLTS TO BE 1/2" % 1 1/2" A325 (49080) TIGHTEN BOLTS TO 'SNUG TIGHT" CONDITION AS DEFINED BY THE AISC/RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" (GC4) i0P :C1) EAVE CUTTER (EC-) DOWNSPOUT STRAP CUT AND TAB HOLE IN (DST1) FASTEN TO EAVE CUTTER (EG-) WALL PANEL WITH SEAL NIPPLE TO CUTTER WALL STITCH FSNR CONNECTION WITH BRONZE (565••) BEND TAB TUBE SEALANT (80507) TO SECURE BOTH JPR A HALVES OF STRAP (UST1) TOGETHER DOWNSPOUT NIPPLE (ON1) FASTEN IN EAVE GUTTER W/ \ 8 POP RIVETS 2 STRAPS PER V. 1 1 1 1 (55265) 10' SECTION OF DOWNSPOUT DOWNSPOUT ELBOW DOWNSPOUT (DS-) (DE-) FASTEN TO FASTEN TO DOWNSPOUT DOWNSPOUT W/ 2 POP NIPPLE W/ 3 POP RIVETS (55265) _� RIVETS (55265) SEE ERECTION DWGS FOR QUANTITY OF DOWNSPOUTS DOWNSPOUT ASSEMBLY RC38F1 ALL SYSTEMS AL]OTIq R OJ/10/PI FIELD LOCATE AND DRILL (2) 9/16" DIA. HOLES IN END FRAME FOR BOLTS GABLE GIRT CLIP (.^.C11-) ® 8 1/2" GIRTS (CC64-) ® 6 1/2" GIRTS NOTE: ALL BOLTS TO BE 1/2" X 1 1/2" A325 (49080) TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE AISC/RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" BEAM 1 / FLANGE BRACE o v FB-) OR 0 �... SFB-) i JPfy�f,`� < RAKE BEAM T >C;FRAmEF OF FRAME OUTSET -1RAKE NOTE: CLIP CONNECTION �f,SC R WALL / BEAM MAY BE REQUIRED. I� SEE ERECTION"DWGS. Q WELDED LOW EAVE PURLIN RS11A2 GIRT CONN. AT SIDEWALL COLUMN WS01A4 GABLE GIRT CONN. TO RAKE BEAM WSO4A2 P.& B END FRAME (6 1/2" OR 8 1/2" PURLIN) 6 1/2" & 8 1/2" OUTSET PLATE GLASS HEADER 6 1/2" & 8 1/2" OUTSET ZEE GIRTS rrsl lAxw a oe/ol/:000 Nso1— R (N/ol/Toon nowYe a o./al/xlNo BRACE ROE) �jSLOTS 1,"D° 3 FRAME RAFTER MAY BE STRAIGHT A OR TAPERED , A w II BOTTOM ROD SLOTS_ II REWIRED WITH- 1W,yLLSIDE WITH - ADJOINING BRACED SAYS NOTE: OIM'S SHOWN FLATTASHER, BAARE STANDARD BUT HDL NUT MAY VARY, RODBRACE (__ROD_j p^ 6' 6' C .. WEB WEB FRAME RAPIER — O r O ' SECTION A -A i� ROOF'RODS AT RID( II ROOF ROD BRACING ED008 3 PLATE OR GAGE CD)om L/S a � t` a SELF DRILLING FASTENER OR BOLT AT CENTERUNE OF PURUN OR HIGHER. FIELD DRILL HOLES ROD HANGER OR UNISTRUT AS NEEDED. ANGLE CUP, BOLTS. UNISTRUTS, ROD HANGER AND CLAMPS NOT BY VARCO-PRUDEN. PURUN FIRE SPRINKLER HANGER SYSTEM MUST BE CAPABLE OF RESISTING 250 LBS. PLUS WEIGHT OF WATER FILLED PIPE PER CODE OTHER SUSPENDED LOADS EXCEEDING 100 LBS, MUST BE SUSPENDED SIMILAR TO THIS 1/2' OR LESS DETAIL DO NOT CLAMP TO BOTTOM FLANGES. CONTRACTOR'S NOTE: ANY LOADS OVER 400 LBS. APPLIED TO VP MEMBERS SUCH AS NVAC, LIGHTING. DUCTING. PIPE SUPPORTS ETC. MUST BE LATERALLY BRACED TO THE MAIN BUILDING'S LATERAL LOAD RESISTING ELEMENTS (PURUN BRACING STRUTS OR PRIMARY FRAMES) AS REQUIRED BY CODE FOR SEISMIC LOADS. BRACING MUST BE PROVIDED AND INSTALLED BY CONTRACTOR AND MUST RESIST LATERAL LOADS EQUAL TO THE WEIGHT OF THE SUSPENDED UNIT OR AS REQUIRED BY CODE. WHICHEVER IS LESS_ SUSPENDED. LOADS EN10A1 FROM PURLINS'- 100 LB. LOADS OR GREATER DIIMIV= R Io/m/AS VP FRAMES OR SUPPORT BEAMS 3' MAX GAGE (MIN. 1/2' A307 BOLTS m IV MIN. PITCH) 3/16-D,2" MIN. 7r CUPS, PLATES OR BOLTS ARE NOT BY VARCO-PRUDEN CONTRACTOR'S NOTE: FIELD DRILL OR FIELD WELD SUSPENSION ANGLES OR PLATES. ALLOWABLE LOAD x. i KIP PER PAIR OF BOLTS x. 1.4 KIPS PER INCH OF WELD WITHOUT INSPECTION = 2.8 KIPS PER INCH OF WELD WITH INSPECTION ADD PAIRS OF BOLTS OR INCHES OF WELD TO RESIST DESIRED CONCENTRATED LOAD. LOADS LESS THAN 500 LBS MAY BE SUSPENDED USING CLAMPS. (1 1/2' FROM EDGE OF FLANGE). CONCENTRATED LOADS SHALL NOT EXCEED USER DEFINED COLLATERAL LOADING INDICATED ON THE PURCHASE ORDER AND IN VP CALCULATIONS. SUSPENDED LOADS EN10A2 FROM STRUCTURAL BEAMS aloATvl oe/OI ATn THE VP ENGINEER'S SEAL APPLIES Building Code: 97UBC ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE Live Load: (Reducible) 20.00 psf REQUIREMENTS SPECIFIED BY VP. Coll. Load: Gray ity 1.00, Uplift 0.00 psf THE VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE Wind Speed: 80.00 mph OR DESIGN OF ANY OTHER PRODUCT Wind OR COMPONENT FURNISHED BY VP WExposure: C EXCEPT TO ANY DESIGN OR PER- Ground Snow: 0.00 psf FORMANCE REQUIREMENTS SPECIFIED BY VP. Snow Exposure Category: 3 Seismic: Zone 3 NOTE: ABOLTS TO BE 1/2" XLL 1 1/2" A325 (49080) "SNUG k' TIGHTEN BOLTS TO TIGHT" 0 CONDITION AS DEFINED BY THE "SPECIFICATION AISC/RCSC FOR STRUCTURAL JOINTS USING ASTM ` ♦1A SES 325 OR A490 BOLTS" JPR A C'1 ♦: FLANGE BRACE (FB-) OR (SFB-) PURLIN CONN. AT INTERIOR FRAME RSOl 22 6 1/2" OR 8 1/2" CONTINUOUS PURLINS W/O CLIP R3aln2v] A 0./01/I4W REMNNS THE PROPERTY OF VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SMALL NOT BE MODIFIED• REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF W BUILCINOS.. THE GENERAL CONTRACTOR AND,OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE, GOOD OUALRY WORKMAHSMIP IN ERECTING THIS SU LOINO IN CONFORMANCE WITH THIS DRAWING, pEfALS REFERENCED IN THIS DRAW W G, (LLL APPLICABLE W ERECTION GUIDES. ANO'INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 TEV DATE I BY I DESCRIPTION NOTE: ALL BOLTS TO BE A325 (49D80) 1/2" % 1 BOLTS TIGHTEN BOLTS TO "SNUG TIGHT" CONDITION AS DEFINED BY THE PURLIN CLIP STANDARD LOW (EPC2) WELDED SAVE PURLIN (EPC1) BOLTED AISC/RCSC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM 325 OR A490 BOLTS" JCP052050 ® EPC ® I JCP052050 HAUNCH MEMBER WELDED LOW EAVE PURLIN (INT. FRAME) RS11A1 6 1/2" OR 8 1/2" PURLINS (O.S. GIRTS) l�J a51 UIYS A OP/01/3000 PERMIT SET- For, BUILDING BED'S IILDER Modern Building CL ISTOMER Kathleen Woodard (CATION Chico, California KLIECT Kathleen Woodard 0 ��Q1 �y . IiRI TCS C-7 o. C40959 z W3 � • r I ,-J � QUI Ir ep royal a� to 1 'aV .!do-` JOBS \v// 5/114030- '5/14/2001 \Z/,VP BUILDINGS �DRA wNIc11EC vumPR.DEN AC VPCVERSION: 2.6 PAGE SE 0 . c G 6LO -- OLI - r, h ECEIVED SEP 0 5 2001 BUTTE COUNTY BUILDING DIVISION o �� - 17 a-671 w(1oo4Ao r 1</1-z`l�G ew COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone 916/534-4541 AGRICULTURAL BUILDING EXEMPTION PERMIT P Rb}I (Nj Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticulutral products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO.Z� / 7 2 ZONING 45 OWNER J �I PHONE NO. f?3roI� d���� OWNER'S ADDRESS l L- s S LOCATION OF BUILDING a7 7 PC-LJC o e USE OF BUILDING SIZE OF STRUCTURE X -SO. FT. TYPE OF CONSTRUCTION: WOOD FRAME STEEL_CONCRETE OTHER (Specify) TYPE OF�S•I-DING h e ROOF COVERING M t-t�°c FLOOR TYPE �'✓ ESTIMATEgD COST OF CONSTRUCTION $ ( OV c1 AG Buildings shall comply with the building front, side, and rear yard requirements of the applicable County Ordinances as follows pp 01 d—�n � S FRONT SIDES REAR - AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building.. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated above and the proposed use conforms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Department of Public Works and will obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. Date Z,3o Signature of Owner T Permit Fee - $25.00 The above described AG Building is exempt from a building permit. Receipt No.Director of Public Works By Date 1 White - DPW, Yellow - Assessor, Pink - B.I., Goldenrod - Applicant .7 46 lit 1 fYY •� �� i1�•}��.. 1_,r..r(. �i i•�'!;.f � `. ,.��`�'' '"M(..�;4sS.n•,tr`Ey.n! �.i � V�; iv 5=� �,•,'.a,<1.• _ COUNTY OF BUTTE - DEPARTMENT Oft -PUBLIC WORKS - BUILDING DIVISION F 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORN1 95965 - TELEPHONE: 916/538-75b1 PERMIT APPLICATION DATA.SHEET OWNER �J ,ht Kl 1 0 Clat/' I/ Proposed Building Use Permit No, J' A. P. No. 4/.2- Building Inspector Date A At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have been submitted. . . . . . . . . . . . 2. Plot plans in duplicate/triplicate, signed by preparer of plans. . 3. Complete plans in duplicate/triplicate, signed by preparer of plans. 4. -Complete engineered plans and calcs, with wet signature on plans. .5. Plans with Energy Design Compliance Statement. . . . . . 6. School District "Fees Paid" Stamp on Floor Plan. 7 Statement of Intent for Non -Heated and AC Buildings. 8. Fees of $ . . . . . . 9. Letter of signature authorization. . . . . . . . 10. Sanitation approval from _ Health Dept. 11. Planning approval for (A) Use: (B) Parking: 12. Certificate of Workmen's Compensation Insurance. . . . . . 13. Contractor's License Information (no., name style, classif.) _14. Owner -Builder Verification (Given to owner 0, Mail to owner ❑ ) _.__...._15. Improvements may be required. . . . . . . . . . . . 16 Mobilehome Installation Data • Pre•Inspec.request to 17. Pre -Inspection for _. _. _ Required. Building Inspector (Date) 18. Recorded copy:of Agricultural Acknowledgment Statement. ' 19. Driveway Permit. 20. Plot plan approval from city of 21. 22. When you. issue the permit, process as follows: Mail to owner, Mail to contractor. Telephone and hold for pickup office, Deliver w/inspector. Other Appl is Copy of plans sent Health Dept.; Fire Dept„ The following data must be submitted prior to permit issuance 1. Index permit for above items No. 2. Additional items required: Other Date (Circle new item not checked above). Contractor, designer, owner, was advised of above required data by_phone---nail—counter by date Contractor, designer, owner, was advised c.' above required data by—phone —ma iI—counter by date Plans checked by Date Plans approved by Date Sets of plans on hold in File cabinet AP folder Copy—DPW I PERMIT NO. 71 SCIfR�7R?P�F.,M PERMIT EXPIRES CONTR. ji M 14,qq Sa ASSESSOR PARCEL 49-17-79 LOCATION 9787 Grail L12y OFFICE COPY Addres's -------- GAS Date Meter E1C Meter BY Dam ti Temp. Pow Called Temp. Elec . Called Temp. Gas Called JOB FINAL SIgn8ft ti OFFICE COPY Addres's -------- GAS Date Meter E1C Meter BY Dam = OK 0 = Not OK - = Not Applicable, = Not Ready 'MOBILE HOMES MISCELLANEOUS Date. MOBILE HOME UTILITIES (Plans) OK except #'s Date DECKS,COVERS,CARPORTS;GARAQES, (Plans)OK except k's 1. Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support -Sketch 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Sewer; Location -Test -Fall -C/O -Concrete 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Water; Location -Test -Easement Needed (Sketch) 4. Wood Awn.; Posts-Beams-Rftrs.-Conner.- Shthg.-Rfg.-Bracing 5. Electricity; Location-Clearances-Grnd.-/ / Amp -Concrete 6. Gas; Location -Test -Wrap: / P L'ft. / /"Nat. or/ /"L"ft./ /"LPG 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Utility Clearance 7. Elec. 8. Frmg; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh Card -Bt Date Card -B1 Date 10. Roof; Shthg-Roofing Card -B1 Date Card -61 Date 11. Ext.; Steps -Doors -Landings Date MOBILEHOME INSTALLATION (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements Card -B1 Date Card -B1 Date 2. Footings; Size -Spacing -Marriage Line Card -131 Date Card -B1 Date 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances Date POOLS (Plans) OK except #'s 5. Drain; MH Test -Fall -Flex Connector 1. Setbacks -Easements 6. Water; MH Test -Regulator -Connector 2. Soils; Compaction -Structure Stability 7. Water and Sewer Connected -C/O to Grade -HD Approval 3. Pool Structure; Steel -Connections -Thickness - Dead Men -Lining 8. Gas and Electricity Tagged 9. Exits; Insp.-Sketch 4. Elec.; Receptacles and Lighting, Distances-GFI 10. Cert. of Occupancy 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater Card -B1 Date Card -131 Date 8. Elec.;Grounding; Equip. w/5' -circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panelboards-Ins. to Main in Conduit Card -B1 Date Card -B1 Date 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Card -B1 Date Card -B1 Date Card -B1 Date Card -1211 Date 3 I r = OK 0 = N9t OK - = Not Applicable = Not Ready RESIDENTIAL (Single and Duplex).. 'D_ to UND RFLOOR (Plans) OK except #'s '' Date FRA ontinued) . honing requirements -Set WOs-Easements 4"a es -Post Caps -Anchors -Connectors . X.., Main; Soils -Steel -EI ': .-/ P' Ftg. Depth t4,Wjn oist-Rftr. -.urlin-Roof Brac.-Truss-Shthng.-Rfng. . Ftg., Garage; Soils -Steel-/ /" Ftg.'Depth 4 irywce Ties or,Type A Flue -Fireplace Throat 4. F g., Porches &Decks; S I-/ /"Ftg. Depth 47- -Allic Access; Size .& Romex Protection -Draft Stop -Ins. Baffles . mwalls, Main; Ste - lockouts Wrapped Windows or Exiting Doors -Sill Hgt & Dimensions Stemwalls, Garage; Stee - oc outs -Wrapped 4 arage Fire Protection Framing - rapp d 5,6-PPgp Yt ine Firewall & Openings Viers - el 5 . xt. Doors -One 3' -Check Garage -3rd story, 2 exits 9. D.W.V.; 1 -Fitt s-Tes way C/O -Sewer Test th-Headroom-Rise-Run-Landing-Fire Protection Gas Pipe; Size -Anchors 51Aywood on Roof Overhang -Attic Vents -Rafter Outriggers , . Water Pipe; t -"ors -Regulator -Service Test �. 54. Siding -Nailing Veneer 12. Electric; Underground 55. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 13. Plenums & Ducts; Clearance- Material -Supprt-Ins. lazing Area -Glass Protection -Skylights -Plastic Girders -Sills -Anchor Bolts -Joists -Vents -Cripples . Sh r Walls; Nailing -Bolts 15. Insulation 5 n Iation-Walls-Clg. L5,94nfiltration-Walls-Wndws Card -131 Date Card -131 Date Card -B1 Date Card -131 -Date Card -131 Date " Card -131 Date Card -81 Date Card -131 Date Date P MBING (Permit) OK except #'s 16. r Ht. Vent -Access -Combustion Air, Date FINA (Plans) OK except #'s 7�4ater Pipe-- Test & Anchors -Nail Protection Wit. Steps -Door & Sidelight Protection -Landings .W.V.; es ttngs & Anchors -Nail Protection 4rSmoke Detector Shower Pan; Test, First Floor -Tub Access- Wru'rnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 20_19s b & Shower, 2nd Floor -Tub Access 2 . Gas•Pipe; Size & Anchors . Bedroom Exiting 64. G.F.I..& Bath Fixtures & Tub. Access -Spa ` Crlklec. Trim & Subpanel; Breaker Sizes -Labels Card -B1 Date Card -131 Date -66--Stairs &Rails Card -B Date �p rd -B1 Date 67. Fireplace or Stove; Clearances -Hearth Outlets at Wood Panel; Int. &Ext. Date ELE ICAL (Per it) OK -except #'s!Erec. ure Transformer Clearance -Ins. Protection%9,%Kit. Fixt. & Appliance; Grnd. -Air Gap -Cooking Clearanc c. Outlets & Receptacles at Kit. Counter 2 . EI . Receptacles Spacing -Lights & Switches at Doors, 24 i oxes & No. of Conductors -Stapled 7 a age Fire Door; Swing- Land ing-Cl os 2 Installed Close to Edge of Studs & C.J. Duct in Garage -Damper 2 ip. Ground made up w/Mech. Fasteners -Bond Gas & Water 74-wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V.- In Garage; Above Floor-Mech. Protection 27Appliance Circuits in Kitchen &Conductor Size Ib., EI c. & Mech. Equip. Listed for ocation ee ire Size / / ga. Cu or AI-A.C. Wire Size / /ga. Cu Al 7 eceptacles in Garage ..))omex Protec. 2 ange irc. / / ga. Cu or AI -Oven Circ. / / ga. Cu or Al. In at d'Neutral Yes No . nsulation-Foam-Looked in Attic ❑ Yes . G and Rails & Deck Construction -Post Caps 30. er 'ce-Riser Conductors & Ground -Main Disconnect dn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes quip. Clearances Panels-Motors-Mech. Equip. lothes Closet Light -Shower Light -Spa Light Following instld.; Drive 79. 13❑ No; Walks LO-Yes13No; Planters ❑ Yes di-Pfo -80-SWcco; Brown -Finish Card -131 Date Card -131 Date Card -131 Date Card -131 Date .C. Unit; Disconnect, Electrical, Plumbing ents Above Roof; Plbg.-Appliance-Firepl.-Clearance to Openings. Date MEC NICAL (Permit) OK except #'s ater Well; Disconnect, Electrical, Plumbing 3 .-A.C. Ducts Insulation & Support xterior Elec. Trim; G.F.I. Receptacle -Underground n; Exhaust above insulation entilation throughout House 311. n nsate Drain & Overflow; Size & Grade t16:-Ofass Protection W. rnace-Vent; Access -Comb. Air -Return Air Vent -115 outletat--Corrections from Previous Inpections 3r Attic Access & Platform if Furnace in Attic 88. G Test -Meters Tagged; Gas -Electric 407-7 &9 --Water & Sewer Connected -C/O to Gradd-140 Approval Card -131 11014 Date Card -131 Date -• nergy Compliance Certificate -Other Certificates Card -131 Date Card -B1 Date Card -61 Date Card -131 Date Card -B1 Date Card -B1 Date Date F I G'(Plans) OK except #'s ,,Proper Material & Anchors Card -B1 Date Card -B1 Date 3 alls tads -Nailing, Spacing & Bracing—Plates-Sound Comments at Final: B i alls over Girders & Floor Nailing 4 . t Stop in Walls (rat proof) 4 . Fire tops; Furred Ceilings -Stairs -Chases -Tub 4A,Keader & Beam -Size & Bearing (NOTE: An entry must be made each time you visit iob site) i COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 538-7541 747 Elliott Road, Paradise— Phone: 872-6307 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection Indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work Is completed. If you have any question pertaining to this pltter, or need additional explanation, please contact this office Immediately. C Inspector Date COUNTY OF BUTTE 07 DEPARTMENT OF PUBLIC WORKS 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Oroville — Phone: 538-7541 747 Elliott Road, Paradise— Phone: 872-6307 CORRECTION NOTICE OWNER PFF A routine inspection Indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any question pertaining to this matter, or need additional explanation, please contact this office Immediately. c/ U Lt u, 4;7 a &e or R -4 ptAds r / kA 4v Ir Qi1� �C'�Wµ w,.�dt'[M.5 !V C•L'. � �� t'/ �I-S�'ns �u� �� o Ilrf �� 5��•-��r Inspector. Date Z e. Owner: Vern•? t ldo �-._- ENERGY CERT IF ICAT ION LOCATION 0 A.P. No. DESCRIPTION OF INSULATION ROOF Material_ Thickness(inches) EXTERIOR -WALL.. I Material Fi hergi ass _ Thickness(inches) CEILING Batt or Blanket Type FiherZjZ, Thickness(inches) /',j Loose Fill Type Fiberglass Minimum, Thickness(Inches) ZI Area covered,(ft. FLOOR, ELEVATED' Material FihPr Thickness(inchesa FLOOR, SLAB Material Thickness(inches) Width(inches) FOUNDATION WAIL Material Thickness(inches) Brand Name Thermal Resistance (R Value) Brand Name re to i nTped Thermal Resistance(R Value) Brand Name CertainTeed _ Thermal Resistance(R Value) 3 Brand Name CertainTeed Number of Bags,2_,::�' Wt: per bag 25 lb. Thermal Resistance(R VAlue) 2,,.? Brand Name rrti�TPed Thermal Resistance(R Value) Brand Name Thermal Resistance(R Value)____.:_ 0 Brand Name Thermal Resistance(R Value) I hereby certify that -the above insulation was installed -in the above building in conformance with the State of: California Energy RegiArements. Ilnwkin:; Insulation Co., Inc FIRM PL--%XE/O,-1NER SIGNATURE OF INSTALLATION APPLICATOR _ 378407 STATE CONTRACTOR'S LICENSE NO. DATE I hereby certify the above insulation and all required items as shown on the Building Department approved plans and attachments have been installed as required by the State of California Energy Requirements. All equipment, devices and materials aie of the quality prescribed or are specifically approved by the State of California. FIRM NAMI;/OW11E.R (Flease print) STATE CONTRACTOR'S LICENSE 110. S ?TURE OF GEINTRAL CONTRACTOR OWR DATE THIS CERTIFICATE MUST BE ON FILE WITH THE BUILDING DEPARTMENT PRIOR TO FINAL INSPECTION APPROVAT. AND A COPY SHALL BE POSTED WITHIN THE BUILDING. January 1984 ....m.�ia'..�•���T"�'R"`l '�""..c._�ari 7r^.. r`,�v,•ga. v .... ;^r ..•. �.,'w•'..mII�15i�cr ..:: x"?"� � iYCYIYf�'i't��+Zi°iF+i`w`W++r�.=_u ..-r.:--cs— .�Y.r.�....,.�,.,�..- COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone: 916/538-7541 APPLICATION AND PERMIT PERMIT NO. .L'' -'— ASSESSOR P •RC L NUMBER ZONING BUILDING PERMIT OWNER ' "TLE HONE i SO. FT, OCC. BUILDING VA ION OWNER'S M LING gRESS W CONTRA TO 'S,N ME 4lzl'C . S TELEPHONE CONTRACTOR ILING ADDRESS Q I ` r Fireplace �� 0 CONSTRUCTIO L/vE`ND R UNKNOWN Total Valuation $ Filing Fee 10.00 LENDER'S MAILING ADORES Permit Fee $ 7q 119 ARCHITECT OR ENGINEER`- LICENSE NO. Plan Checking Fee ,$ 'S Energy Plan Checking Fee $ _ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS / Permit fee $ -r PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP (�� 2 Water piping 5.00 Each qas water heater or vent 5.00 no USE OF STRUCTURE SFX Duplex❑ Mobilehome❑ Other SPECIFY Gas piping system 1 - 5 outlets •( 5.00 Building sewer 5.00 Mobile Home S I G W 0.00 ea TYPE OF WORK New'N Addition ❑ Remodel ❑ Utilities ❑ Installation❑ Other ❑ Describe work: 12 Permit Fee $ f70 Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 10Ov OR LESS 10.00 0Ii 100 AMP OR LESS Main service EA, ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (Check.one): I am licensed under provisions of Chapt. 9, Div. 3 of the BuslneSS and Professions Code and my license is in full force and effect. License No. 3n -C1 0SS' Classification License ❑ 1, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) , as the owner, am exclusively contracting with licensed contract- KMisc. rs. (Sec. 7044) ❑ 1 am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING OCCUP OR AODNS. ACC. BLDGS. , /20sgft NEW CONSTR MUCTI-OUTLET— 2,50 ea NON.RESID BRANCH CIRC ITS (POWER APPARATUS &I SINGLE OUTLET CIR. / .00500 Ex. Occup\OUTLETS OR FIXTURES 20®300 Ex. Occup. OUTLETS (RESID.)FIXED APPLNS REA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Wiring 15.00 Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. MECHANICAL PERMIT FiIingFee 10.00 _o,, Heating / , Cooling Hood 3.00 60 Ventilation permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. 1 also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against s County in conslequ�nce of the gr nting of this permit. I6/30 l�Z— Date ZR Si ature of Applicant — Owner�Contractor ❑ Agent ❑ An OSHA permit is required For excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Q TOTAL PERMIT FEE $ occuP. 4U I coNeT.TYPE ,�/ �'`� vLo PARC L o Ho Iss This permit is hereby issued under the applicable provi- sions the Butte County.Code and/or resolutions to do work Ind Cate ab le,for which fees have been paid. EC OR OF PUBLIC WORKS B Y � �� Date_10,,Z497 PERMIT EXPIRES Date Receipt No. WHITE-D.P.W.. YELLOW-ASDL33OR, PINK -INSPECTOR. GOLDENROD -APPLICANT � ,•� ,��� � �, .rr' ';� i�.l �'�"R •'1" * � (...p'�r�'. �i�K'.«�-e�. '���E.t �.�'^'M.a .. �,t -..•I is t cf ,�,u, •, �K �5�� COUNTY OF BUTTE - DEPARTMENT OF'PUBLIC'WORKS - BUILDING DIVISION - 7COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 -TELEPHONE: 916/538-7541 PERMIT APPLICATION DATA SHEET v �` 0.......:4, AI.. ,/ 01.I I I I L INV. OWNER J/ �( �l`J ,1�0a �� l'� A. P. No. Proposed Building Use Building Inspector Date/ h0/P7 r At time of permit application, I was advised the following data must be submitted prior to permit processing and/or Issuance: DATE RECEIVED APPROVED 1. All items have been submitted. . . . . . . . . . . . 2. Plot plans in duplicate/triplicate, signed by preparer of plans. . 3. Complete plans in duplicate/triplicate, signed by preparer of plans. 4. Complete engineered plans and calcs, with wet signature on plans. 5 Plans with Energy Design Compliance Statement. s. C_, Of S_D School District ''Fees Paid" Stamp on Floor Plan. 262 7 Statement of Intent for Non -Heated and AC Buildings. 8. Fees of $ . . . . . . 9. Letter of signature authorization.. 10. Sanitation approval from ealth Dept. a 11. Planning approval for (A) Use: (B) Parking: A 12. Certificate of Workmen's Compensation Insurance. 13. Contractor's License Information (no., name style, classif.) ' _14. Owner -Builder Verification (Given to owner❑, Mail to owner ❑) , _._...._15. Improvements may be required. . . . . . . . . . . . 16. Mobilehome Installation Data. . . . . . . . . . Pre-Inspec.request to (Date) .17. Pre -Inspection for—.._- _.. ..._ _ Required. Building Inspector lz;18. Recorded copy of Agricultural Acknowledgment Statement. 19. Driveway Permit.. 20. Plot plan approval from city of 21. — �t u 22. When, you issue the permit, '0 ss as follows: Mail to owner, - Mail to contractor. Telephone 973 0and hold for pickup*dAoffice,` Deliver w/inspector. Other Zvi Applic Copy of plans sent Health Dept.; Fire Dept., Other Date The following data must be submitted prior to K 1. Index permit for above items No. 2. Additional items required: it issu nC :(Cir new item not checked above). A65 1 Contractor, designer, owner, was advised of above required data by_phone---nail—counter by Contractor, designer, owner, w s vised c' above required data by—phone—mail co' nter y Plans checked by Date/5/ Plans approved by Sets of plans on hold in Copy—DPW ile cabinet AP folder date date Date TO: Building Department FROM: Encroachment Permit Section RE: Driveway Clearance owner locati n AP �k Driveway permit P Q� �x yf by sig ture has been issued for the above property. We..'ve 7-2-&7 date TO: Building Department FROM: Environmental Health, Chico SUBJECT: Sanitation"Cllearance ZILCIL I t Owner Location Ili(�t�a AP# Plan approved for: sewage disposal water supply Hold final for: Final clearance O.K. for: Clearance for bedroom mobile ome. Other Note*** Sanitarian water supply water supply Date RESIDENTIAL PLAN CHECKING GUIDE (S.F., DUPLEX & MISC. ONLY) OWNER GENERAL VX. oning requirements: (sideyards aluation. Plans signed by designer. Energy Design and Compliance. Existing violations on property. PLOT PLAN 7/85 Bldg. Permit #l�s-a'7 A.P. # and number of permitted living units). -,1-.-'- Complete parcel size and dimensions. Setbacks, sideyards, easements, etc. Other buildings or structures. .Y)n Grading, fills, drainage. Y-- <1 Flood hazard. _ Special conditions on creation map or compliance document. FLOOR PLAN X Complete to scale plan with dimensions. �quired windows for light and ventilation (Sec. 1205). lfired windows for second exit (Sec. 1204). ights (Chapter 34 & Sec::. 5207). Hu an impact glass (Sec. 5406). R .q.uired room sizes, ceiling heights (Sec. 1207). in baths, garage and exterior outlets (Article 210-8). Light fixtures, switches, receptacles, and exterior receptacles for maintenance of mechanical equipment.. — 9- Z- cations of water heater, heating and cooling equipment, other electrical or gas pment, and plumbing fixtures. �/Garage firewall, door size, and closer (Sec. 503(d)(3)). - 3;0" exterior exit door (Sec. 3304(e)). Fireplace and wood stove location. 1 Smoke detectors (Sec. 1210). STRUCTURAL DETAILS Foundation plan complete enough -;.--to construct building. d� oor construction details complete enough:to construct building. tea: Elevations and wall construction details complete enough to construct building. Roof construction details complete enough to construct building. Fireplace construction details and calcs if necessary.. !^Sufficient data and details to satisfy energy requirements (State Law) (Form 1). MISCELLANEOUS ITEMS TO LOOK OUT FOR Exposure I plywood on exposed locations and overhangs. Stairway details: landings, rise and run, head clearance, handrails (Sec. 3306). wickardrail details (Sec. 1711 & 3306(j)).. or stone veneer (Chapter 30). --Br-3:c plaster - weep screeds (Sec. 4706). cyper roof pitch for roof covering (Chapter 32). Rafter ties or bearing ridge beam. RESIDENTIAL PLAN CHECKING GUIDE (CONT'D) MISCELLANEOUS ITEMS TO LOOK OUT FOR (CONT'D) Gar ge door or porch header sizes. Adequate bracing. Living area over garage - complete 1 -hour separation required on garage side including supporting walls and posts, etc. %4*__��wo—exits on three-story dwellings (Sec. 3303 & see Mezannines 1716). access and ventilation (Sec. 3205). derfloor access and ventilation (Sec. 2516). eat[ --stoves, clearances, alcoves & 1 -hour shafts. 5/ Combustion air for fuel burning appliances. Noise requirements on duplexes. Adobe soils - special foundation design. ;�Retaining walls requiring design. Unusual shape, size or split level house requiring lateral design. M ��. X Area ft Description (E) Thermal mass FORM RESIDENTIAL ENERGY PLAN CHECK/INSPECTION SUMMARY ❑: i Ft3 �" R= MC= Owner Climate Zone ��_ Permit Floor Area Type - Area Compliance path: Package ❑ A ❑ B ❑ C Point System ❑ Budget A Other t� MIN , R -VALUE DESCRIPTION ❑ REQ'D Type INSTALLED ITEMS (1) INSULATION: HC= R= t[a/ Roof/Ceiling (� Wall Type ❑ Slab Floor Perimeter HC= R= MC= Raised Floor_-'-�— (2) INFILTRATION: l ❑ (A) A vapor barrier is required in climate zones, 1, 14 & 16. (B) All manufactured windows and sliding glass doors shall meet the 1972 ANSI Air Infiltration Standards and shall be certified and labeled. (C) All swinging doors and windows leading to unconditioned areas shall be fully weatherstripped. BUTTG COUNTY Tight - the above standard features plus3UILDING DEPARTMENT ❑ (D) Continuous infiltration barrier ❑ (E) Electrical outlet plate gasket APPROVED ❑ (F) Air-to-air heat exchanger (3) GLAZING: (A) Location Area Glazing %Floor Area Single Double Triple [� Total Bldg 2 ©,,x4 ❑ North 1;2iQ_ ❑ East 4-5,"' ol ❑ South ❑ West —�l ,_ ��3 _ Q ❑ Skylights Aad (B) Shading Shading ❑ S 7/83 r s: i Coefficient DcriApo n, East C ' Southam West 1 l0 h o k a Skylights , ,SSC/ (C) South Overhang Length of projection ;4 _ft. Description , (D)'Moveable X Area ft Description (E) Thermal mass ; Type ❑: i Ft3 HC= R= MC= f Type - Area Ft.2 HC= t� MC= , ❑ ❑ S 7/83 r s: i Coefficient DcriApo n, East C ' Southam West 1 l0 h o k a Skylights , ,SSC/ (C) South Overhang Length of projection ;4 _ft. Description , (D)'Moveable insulation: Area ft Description (E) Thermal mass ; Type - Area; Ft3 HC= R= MC= Location Type - Area Ft.2 HC= R= MC= Location Type - Area Ft.2 HC= R= MC= Location Type - Area Ft.Z HC= R= MC= Location r Type - Area Ft.2 HC= R= MC= Location ` Type - Area Ft.2 HC= R= MC= Location FORM: 1 ❑ (4) MASONRY AND FACTORY -BUILT FIREPLACES shall be equipped with tight fitting closeable metal or glass doors covering the entire opening of the firebox; a combusion air intake equipped with a readily accessible, openable, and tight fitting damper to draw air from the outside of the building; and a tight fitting flue damper with a readily accessible control. *1(5) HEATING; VENTILATING, AIR CONDITIONING SYSTEM (A) Heating ❑ Central Gas Furnace 2 13 (brand and model number) Btu/hr (heating capacity) �Io SE Heat Pump 7,J� (brand and model number) Btu/hr (heating capacity at 47°F) Active Solar model number orientation rated slo Other —L ACOP type (liquid or air) Collector brand and ft2 solar fraction collector area collector collector tilt rated y -intercept *1 (B) Cooling ❑ Electric Air Conditioner M describe) (brand and model number) Btu/hr (cooling capacity at 95°F) Electric Heat Pump JW (seasoEER) E EIR Btu/hr (cooling capacity at 95°F) ❑ Other (describe) (C) A TWO-STAGE THERMOSTAT, which controls the supplementary heat on its second stage, shall be required for heat pumps. ❑ (D) AN AUTOMATIC SETBACK shall be provided for all thermostats, except those controlling heat pumps. Q!1 (E) AN INTERMITTENT IGNITION DEVICE shall be provided for all gas-fired fan type central furnaces, gas-fired fan type wall furnaces and gas cooking appliances. �j (F) BACKDRAFT DAMPERS shall be provided for all fan systems exhausting air to the outside. (G) DUCT CONSTRUCTION & INSULATION. All transverse duct, plenum, and fitting joints shall be sealed with pressure sensitive tape or mastic to prevent air loss and shall be insulated to conform to the provisions of Section 1005 of the UMC, 1976 Edition. 7/83 2 FORM 1 (6) DOMESTIC WATER SYSTEM ' (A) Gas Only Gallons (brand and model number) .(tank size) ❑ Heat Pump w/Electric Backup (brand and model number) Gallons (tank size) ❑ *2 Active Solar (collector brand and model number) (rated y -intercept) (rated slope) (solar fraction) ft (backup heater type, brand and model number) (collector area) (collector orientation) (collector tilt) ❑ Location of Solar Panels ❑ Other (Describe) (B) TANK INSULATION. Storage type water heaters and storage and backup tanks for solar systems shall be externally wrapped with R-12 insulation or greater. (C) PIPE INSULATION. The five feet of pipe closest to the water heater and outside conditioned space shall be insulated with a minimum of R-3. Steam and steam conditioned space shall be insulated with a minimum of R-3. Steam and steam condensation return piping and recirculating hot water piping outside the building envelope shall be insulated in accordance with T20 -1408(d). (D) FLOW RESTRICTORS shall be provided for showerheads and faucets as outlined in the new appliance efficiency standards and shall be certified to the Energy Commission. (7). LIGHTING (A) Lamps used in luminaries for general lighting in kitchens and bathrooms shall have an efficacy of not less than 25 lumens per watt (usually florescent). *1 Submit documentation of sizing heating and cooling equipment by Manual J, sizing charts (form #4) or other approved methods, section 2-5352(8), and fill out the following: Heating: Winter design temperature c,27 °, elevation rf7roz) ', heating load 4�BTU elevation factor ZoO x heating load = maximum outlet capacity gas furnace BTU Cooling: Summer design temperature 142=0, cooling load (USE ONLY AS A SIZING GUIDE, COOLING MAY BE INADEQUATE) ,tit Submit T.I.P.S.E. chart or other approved system (form #5) to document sizing of solar panels. , ® DESIGN COMPLIANCE STATEMENT: The above building design meets the requirements of Title 24, Part 2, Chapter 2-53 of the California Administration Code. 5Z 7/83 SIGNATURE �OFBUILDING DESIGNER OR APPLICANT 3 PERMIT NO. -' 1. SLAB - INSULATION 1. RAISED FLOOR - R-19 3. CEILING -,R-30 4. WALL - R-19 , 5. NORTH GLAZING - 6. EAST'GLAZINC �- 7. SOUTH GLAZING B. 1,'L•ST GLAZING - 9. SKYLIGHT - 2.4-3: 2.'5-3. 1.6-3. 2.9-3. 0-1. 10. SHADING (Exclude Overhang) EAST SOUTH - WEST SKYLIGHT 11. HORIZONTAL SOUTH OVERHANG 12. MOVABLE INSULATION - NONE ASSIG14ED ACTUAL 66 - . 2 - - 19-.42�'�� u TarDle 3-s Total I Floor I Axes Factng Clezin Pte 1 Floor I (U - ( (U I (U - I 1 Area 1 1.10) 1 0.65) 41)1 I olnts I mints I ointel I4j4o=22'�+110 •2 6 6 .1 ) + 1 2.7- 2.8 1 0 1 +2 1 +3 I 1 2.9- 3 6 1 -3 1 p I -2 I -♦ I -4 I West I .1 i11.6 i1 3.2 16. t IGlazina 1 to to to I to ( i 1 1.5 3.1 6.3,1 7.9 �-� Type SngI, obi, Trpl, 1 i 0.66 10.42- 10.41 I 1 -4 I I Glazing Type I I SC by I- I 0 1 R-Vslus Of Insulation 1 Points I I • Total I I I ,Often- 'I : floor Area 1 -2 I -4 1 -8.1 -161 - I .Z at I Sn8l,5b1, Trpl, I cecion 1 1 1 6.3- 6.9 I .1 7.0- 7.6 1 -is -18 I -10 I -12 I floor ( (U - I (U - "1 (U - I I 1 G , 1 19 I -4 ' 1 ) Ares ( 1.10) 1 0.65) 1 0.41)1 -4 1 -3 1 6 1 -S I I 1 7.1- 8.2 1 ( 22 11 ( 70'�-1 , `�!I 1 limcfate 1potnts I otntsl I +3 I test I 1 7.2 I 8 11.6 I 3.2 14 O ♦3 •9 -12 I -8 u1.6- +0 2 1 •0 ..1 0-].1 I to 1 6.4 up -13 1 +4 1 1 3.6 1 -1 1, 1 1 I 6. ] 1., 1 -10 I I I I 3.7•- 3.2 -4 1 I, -2 1 1 1 -20 1 1 7 1 1.5 1 3.1 1 7..9 1 5 IF rtpt�I /t)� I s.] 46.31 -6 fj�- -a I I 0 -.19 1 0 I +1 I 1 -12 1 -10 I I .,j, :JN7 I 616- 7.7 I -gill -6 1 -S I I .20-.36 I I 0 I +2 �{ - -I-I- 1 +1 1 +7 I +6.. 1• 1 I 7.8- 8.9 1 -11 1 -8 1 -7 I I :)7-- 66"^'12 ' 0A 0 I 0 Fable 3-4a. Wall Insulation Points 110.1-11.5 1 -17 1 -13 1 - • 1 0 1 0 1. o.' I 1 -1 1 -3 1 -5 I 113.3-14.5 1 14.6-15.7 1 -24 -2i 1 -11 1 I .8] up l 0 I -1 I I -2 R -Valu• of Insulation I Points I 113.1-14.5 1 -2s 1 -19 1 -16 1 I I I I 114.6-16.0 1 -28 1 -22 1 -!9 1 1 South 1 0 1 3.2 1 6.4 1 8.0 1 1 I t1+ CO to I to. I to I I ].1 16.3 17.9 to I Isble 1 I ]-8. neat-Faeln Cls:ln Pts. : 19.5 1 124--- I 30 1 +3 1 I 1 Glazing Typei I 0 -"a 1 0 1 +1 I +2 I +2 1 1 I 1 I .19-.42 1 0 1 0 1 0 1 I Zoo[1 I Sngl, 0b1, Trp , I' I I �0 I a-2 I 67 I 0 -2 I 13-.36 _ l=i �_ 37-,57 ,'��� �/� TarDle 3-s Total I Floor I Axes Factng Clezin Pte 1 Floor I (U - ( (U I (U - I 1 Area 1 1.10) 1 0.65) 41)1 I olnts I mints I ointel I4j4o=22'�+110 •2 6 6 .1 ) + 1 2.7- 2.8 1 0 1 +2 1 +3 I 1 2.9- 3 6 1 -3 1 p I -2 I -♦ I -4 I West I .1 i11.6 i1 3.2 16. t IGlazina 1 to to to I to ( i 1 1.5 3.1 6.3,1 7.9 �-� Type SngI, obi, Trpl, 1 i 0.66 10.42- 10.41 I 1 -4 I 1 l.lo I o.6s I down I o 1 +1 1 0 1 +1 1,+3 1-+6:I 13. INFILTRAiIO'I (Standard=0)(Tlght=+12) T17� G +, a S + 1 3.7- 4.2 1 -S 1 -2 1 0 1 .13-.36 1 0 1 n 1 0 1 0 1 0.1- l.2 I +4 ! +a 4? 1 4.3- 5.o 1 -8 1 -4, 1 -2 I .37757 14. THERMAL MASS Cr I +4 I I ► 15. CAS FURNACE (SE) 71-76% '-h. HEAT PU11P (EER) 7.7.9% :7. DUAL PACK (SE, SEER) 8.0-8.3/71-76:•. _ WOOD STOVE -I- ��A' FV-d.WATER HEATER ATTIC OO• % OTHER ,4 TOTAL POINTS = -able 3-1. Slab Floor Points Ta-•,ls- I R -Value of tnsu2stion I _r �t*es 1 0-2 1 3-4 1 3-6 1 7+ 1 I I -T---7---T -5 1 -5 1 -S I t: - 15 1 -S 1 -3 1 -2 1 -1 I !^ __49 1 -5 I -2 1 -1 1 0 1 20 + I -S I -1 1 0 1 +1 I I I I I I �l.9,8-10.8 __-.Ci 1'•3- 2.3 1 +1 1 +2 1 +2 1 3.1- 2.6 1 -10 1 -6. 1 -4 •58-.82-I� 'J i; .-3 1 -6 1 '-1: 1 - ( 2.4- ].6 1 - 2 I 0 I +l I 1 5.7- 6.2 1 -13 1 -8 1 -6 I .83 up 1 -2 I -4 1 -8.1 -161 - I 3.7- 4.6 1 4.9- 6.1 I -2 -7 1 -2 I I -1 1 1 6.3- 6.9 I .1 7.0- 7.6 1 -is -18 I -10 I -12 1 -7 ( 1 -9 I down 1 1 I I' I- I 1 -3 1 -19 1 t I 1.1 - 1.9 6.2- z7rr-l= -9 -4 1 -3 1 6 1 -S I I 1 7.1- 8.2 1 •-2J 1 -14 1 -11 1 Skylight I .l I 8 11.6 I 3.2 14 I 7.4- 8.2 I -12 I -8 I -7 1 I g, ]- 9.8 I -22 I -l6 I -13 I -13 1 1 to I to I to I to I t I 8.3- 9.7 1, -14 1 -10 1 -8 1 I 8.9- 9.5 1 -25 1 -l8 1 -15 1 1 -20 1 1 7 1 1.5 1 3.1 1 7..9 1 5 IF rtpt�I /t)� 1 10.9-12.0 I -17 1 -12 1 -10 I I 9.6-10,1 1 1 10.2-I1.0 I -271 -29 -20 I • 1 -1.6, I -17 I 0-•12 1 0 - -I-I- 1 +1 1 +7 I +6.. 1• 1 12.1-17.2 1 -19 -22 I -14 1 -16 I -12 I 1 -13 1 11 I .1-11.8 I 1 11.9-12.7 I -35 -38 1 -26 I' I' -2,1 1 1 -24' 1 .13-.36 •37-•57 1 0 1 0 1 0 1 0 1. o.' I 1 -1 1 -3 1 -5 I 113.3-14.5 1 14.6-15.7 1 -24 -2i 1 -15 1 =20 1 -15 1 1 -l7 1 112.8-13.5 I I 1].6-16.] I -42 -46 -29 I -32 l -35' 1 -27 1 i -29 '1 .58-.82 F8J_up 1 -1 l -2 I j I -6 1 -1'2•>i',- I( 4�.p -8 I..-1'6: 1. - 1 14,4-15.2 I -50 1 -JS I'-32 •' I 1 I I (- 1 Table 3-11. Horizontal South Table 3-9. Sk li.ht Points Overha�v I Point! ch t;! _ -� Table•3-6. Cast -Facto Glazing Pts. • I I G1 1 T �� Table 3-2. Relied floor Pointe "• T I Sngl, Dbl, Trp1,1 I R -Value of i I (U - 1 (U - I (U - I I Insulation 1 I I Pointe I I 1 below 3 I -12 1 I 3-4 I -8 1 I s-7 I -6 1 I a - 12 Sngl, Ob!. I 13-l8 •19+-'i -11 1 Total az ng ype I ( I I -of I Sngl, Dbl, Trp1,1 I Floor I (U - 1 (U - I (U - I Area 11.10) 1 0.65).l 0.41)1 II.-IEo!nts I oints I ointal T. 0 1 • + e4 I 1 Total I Z of 1 Floor I Area ( up to 1 I ct._a�2 • +1 1 • 1 Length Out Cu I Area, a -t ng Z of Floor I Glazing Tyfe i I from Wall I I 1 2.9- 3.6 1 I i ft i . -2 Sngl, Ob!. . Trpl•'I -11 1 I 0-6.3 1 6.4 up I U- l u- I u- I...'I' 1 4.3- 5-0 1 I 1 1 0.66- 1 0.12- 10.41.1 -6 0 - 0.5 -2 - :- 1.10 10.65 1 down 1 10.6 - 1.0 1 -2 1 -3 1 -19 1 7.8- S-7 I I 1.1 - 1.9 I -1 I ' -2 -1 I 1.a- 2.4 1 +1 1 +2 1 +2 1 1 2.3- 2.8 1 -6 1 I 2.5- 3.6 1 -2 1 0 1 0 1 1 2.9- 3.6 1 -9 1 I 3.7- 4.6 1 -5 1 . -2 1 -1 1 1 3.7- 4.2 1 -11 1 I 4.7- 3.5 1 -8 1 -4 1 -7 1 1 4.3- 5-0 1 -14 1 5.7- 6.7 1 -10 1 -6 1 -S 1 1 3.1- 5.6 1 -16 1 1 6.8- 7.7 1 -13 1 -8 1 -7 1 1 5.7- 6.2 1 -19 1 7.8- S-7 I -15 I -10 1 -8 1 1 6.3- 6.9 1 -21 1 I 8.8- 9.7 i -17 I -12 1 -10 1 1 7.0- 7.6 1 -24 1 1 9.8-11.2 1 -21 1 -15 1 -13 1 1 7.7- 8.2 1 -26 1 i 11.3-12.7 1 -23 I -18 .1 -13 1 I 8.3- 8.8 1 -28 I 1 12.8-14.0 I -23 I -21 1 -18 1 1 8.9- 9.3 1 -31 1 14.1-15.3 I -32 ) -24 1 -20 1 1 9.6-10.1 1 -33 I I -0 1 `1 I .2.0 up I 0 1 u I -4 -3 1 Tabkt 3-12. Movable insulation -6 I -S I Points -6 I -6 I -lo ( -8 I I Moveable iniulatloo I I -12: I -10 I I Area, Z of floor I Points I -14 I -12 I 1 -16 I -13 I '� - _T -1s l -15.1 1 0 -. 5'.5 I 0 1 -20 I -17 1 I 5.6 - 11.S I +2 1 -22 I -19 I I 11.6 - 17.3 I +4 I ' -24 i -21 I 1 17.6 - 27.3 1._ +•6 I -26 I -22 I ( _27.6+ I +a GLAZING PLAN TAKEOFF SHEET 3-5 North Glazing — 0 x 100 QUANTITY SIZE//}� AREA (SQ.FT.) x 6:>0 07 a 3-8 West Glazing QUANTITY SIZE _ x a x x x = X TOTAL NORTH TOTAL. 'BLDG CONVERSION- TOTAL % LAZING •. .,'FLOOR AREA FACTOR NORTH GLAZING 1:71x 100 !SQ.FT. = �' • /O% % - SQ.FT. 3-7 South Glazing QUANTITY • SIZE A (SQ.FT.) _ J X 477/%f-,-71 TOTAL x ! �v WEST •- -. TOTAL BLDG CJiATERSION TOTAL % GLAZING x�% WEST GLAZIN I%1 1 �,�72 x loo X SQ.FT. TOTAL I is •` M TOTAL BLDG CONVERSI�,ZT 7. '71AZING FLOOR AREA FACTOR SOUTH GLAZING �: 1 r-:7 x 100 = i! - % SQ'. FT. SQ.FT. 1-j I r, -2Q- 3-6 East Glazing QUANTITY SIZE AREA (SQ.FT' x'� x a x x o K. a .. TOTAL EAST TOTAL BLDG CONVERSION TOTAL % GLAZING FLOOR AREA FACTOR EAST GLAZI' 3-9 Skylights QUANTITY SIZE AREA (SQ.FT.) x x x x = TOTAL )KYLIGHT TOTAL BLDG CONVERSION TOTAL % LAZING FLOOR AREA FACTOR SKYLIGHT GLAZING I I x loo �•q'0 % SQ.FT.--SQ.FT. , 522%(� `17 )WNER V 1 'ERMIT NO. r" , — 0 x 100 e SQ.FT. so. FT. g7� 10 3-8 West Glazing QUANTITY SIZE AREA (•SQ.F— x x = x = z X 6 TOTAL = ! �v WEST •- -. TOTAL BLDG CJiATERSION TOTAL % GLAZING FLOOR AREA FACTOR WEST GLAZIN I%1 1 �,�72 x loo j SQ.FT. S .FT. 3-9 Skylights QUANTITY SIZE AREA (SQ.FT.) x x x x = TOTAL )KYLIGHT TOTAL BLDG CONVERSION TOTAL % LAZING FLOOR AREA FACTOR SKYLIGHT GLAZING I I x loo �•q'0 % SQ.FT.--SQ.FT. , 522%(� `17 )WNER V 1 'ERMIT NO. r" , Return to DPW AGRICULTURAL STATEMENT OF ACKNOWLEDGEMENT RECORDED BUTTE COUNTY FOR RESIDENTIAL DEVELOPMENT t)FFICi^E.. t{F"(;(1R 0C ?1' Section 26-8.1 of the Butte County Code requires this acknowledgement I PMATd ✓f-i©WN be recorded prior to issuance of a building permit. 87-240:9 f;;i8! JUL -2 All 9: 04 The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this /�'{J''�E-RUBS property may be subject to inconveniences or discomfort arising from I CLERK -R'CCOROER FEE the use of agricultural chemicals, includ -kng, but not limited to herbicides' pesticides, and fertilizers; and from the pursuit of agricultural operations including ��'1�66C6 LA U laid to cultivation, plowing, spraying, pruning, and harvesting which occasioamL[*SogyL Ldust, smoke, noise, and odor. Butte County has established agricultural zones which have as 9- -priority use for productive agricultural purposes, and -residents within said zones and on adjacent property should be prepared to accept such inconvenience or disconform from normal, necessary farm operations. _ • All that real property situate in the County of Butte, State of California, described Pas follows: r r / / Pa er. 1ovC_te_ rq a- .5 S`1o�N �.� �`�v� Ceri��,•.J i��✓cc� t1q� e�✓'�T/Cd 6C�,J 1 j J rim : •>I c,J JoNo L ,, p 1 cC0 e CcC3rAc.- V f 0 0. ( N G � � T 0 ✓' < <'� � C t•% SC � � �.. •� � r_ ✓- o� �) I 17 � I ,J �� � .� I`� � � C= `4 Pei /C C I d`f S' P S I P(1 b C cl� J F ff"C3ct "J'-- - e /x /C (.J S j ✓ -Cf 'r Ci S• C- �l ✓ t a V"� `)I ilk- s pS ��✓� SS ��:��+C i�'ti i� r S O 5 !_i 9 l7 �-� c`' i`L W S S�c )r� �>iJ / Date: ' 54.� 07 -,/0 �i PROPERTY OWNERS: 7// / State of California" , ) On this the 1st day of julY 19 87 before Butte ) SS. me, the undersigned Notary Public, personally appeared County of ) Jack 0. Woodard and Kathleen E. Woodard / Personally known to me. L* Proved to me on the basis of satisfactory evidence. to be the pe'rson(s) whose names) are subscribed to the within instrument and acknowledged that they executed the same for the purposes therein contained. IN WITNESS WHEREOF, I hereunto set my hand and official seal. I Present A.P. No. �c -/ %' J gsm>3s�rs vza� r'v 'A e" a 0 KARIN HELVEY n 96 'rA' NOTARY PUBLIC -CALIFORNIA ' Butte County m• My Commission Expires Feb. 23, 1990 � ®®oaa®�aeaelaooea®u>aao®m�ra�®at® m Al-------- RMINONS By CONCRETE,* A. CAST A6AINST AND PERMANENTL**( EXP05ED TO EARTH 5 FORMED SURFACES EXP05FP TO EARTH OR WEATHER #(o AND LAR6ER #5 AND SMALLER 1 1/2" -7. SLEEVES, FIFES, AND CONDUITS SHALL NOT BE PLACED THROUGH CONTINUOUS OR SPREAD FOOTINC55, 6RAPE BEAMS, OR TIE BEAMS. di. ALL I = VC) C -=r-) CORNERSSHALL BE CHAMBERED 3/4 INCH UNLE55 NOTED I. CONSTRUCTION JOINTS SHALL BE ADEQUATELY KEt'P0. THEIR, LOCATIONS AND DETAILS, @ 6"o.c. L WHEN NOT SHOWN ON THE PRANIN65,SHALL BE SUBJECT TO THE APPROVAL OF THE EN61NEER.0 5-#5 TIE -5 WITHIN3/4 x 54TYP UON" LL TOP (b" OF PEDF-5TAL ANGHOR E3OL75 VERT REINF PER \/F 1�)RAKN(55 totoo AROUNr;� Q. (2@T'y5 E 1, 4@TYPE PLAN A -A COLUMN PEDESTAL uu #r, rco IA"n e-- TRANS